Traffic Impact and Parking Analysis
April 4, 2022
Downtown Merced Circulation
Modifications
Bound by O Street, Martin Luther King Jr Way,
18th Street and 16th Street
In the City of Merced, California
Prepared for:
City of Merced
678 W. 18th Street
Merced, CA 95340
JLB Project No. 035-009
Traffic Engineering, Transportation Planning, & Parking Solutions 516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
Phone: (559) 570-8991
www.JLBtraffic.com
Traffic Engineering, Transportation Planning, & Parking Solutions Z:\01 Projects\035 Merced\035-009 Downtown Merced Circulation Mods\Report\R04042022 Downtown Merced Circulation Mods.docx
Traffic Engineering, Transportation Planning, & Parking Solutions 516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
Phone: (559) 570-8991
www.JLBtraffic.com
Traffic Impact and Parking Analysis
For the Downtown Merced Circulation Modifications bound by O Street, Martin Luther King Jr Way, 18th Street and 16th Street
In the City of Merced, CA
April 4, 2022
This Traffic Impact and Parking Analysis has been prepared under the direction of a licensed Traffic Engineer. The licensed Traffic Engineer attests to the technical information contained therein and has judged the qualifications of any technical specialists providing engineering data from which recommendations, conclusions and decisions are based.
Prepared by:
_________________________________
Jose Luis Benavides, PE, TE
President
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Table of Contents
Introduction and Summary ....................................................................................................................1 Introduction ................................................................................................................................................. 1 Summary ...................................................................................................................................................... 2 Existing Traffic Conditions ........................................................................................................................ 2 Existing plus Project Traffic Conditions .................................................................................................... 2 Queuing Analysis ...................................................................................................................................... 2 Scope of Work ......................................................................................................................................5 Study Facilities ............................................................................................................................................. 5 Study Intersections .................................................................................................................................. 5 Study Scenarios ............................................................................................................................................ 6 Existing Traffic Conditions ........................................................................................................................ 6 Existing plus Project Traffic Conditions .................................................................................................... 6 Level of Service Analysis Methodology ..................................................................................................6 Criteria of Significance ..........................................................................................................................7 Operational Analysis Assumptions and Defaults ....................................................................................7 Existing Traffic and On Street Parking Conditions ...................................................................................8 Roadway Network ........................................................................................................................................ 8 On Street Parking ....................................................................................................................................... 10 Traffic Signal Warrants ............................................................................................................................... 15 Results of Existing Level of Service Analysis .............................................................................................. 15 Existing plus Project Traffic Conditions ................................................................................................ 17 Roadway Network ...................................................................................................................................... 17 Project Description ..................................................................................................................................... 19 Trip Redistribution ..................................................................................................................................... 19 Traffic Signal Warrants ............................................................................................................................... 20 Results of Existing plus Project Level of Service Analysis........................................................................... 20 Queuing Analysis ................................................................................................................................ 22 Conclusions and Recommendations..................................................................................................... 29 Existing Traffic Conditions ...................................................................................................................... 29 Existing plus Project Traffic Conditions .................................................................................................. 29 Queuing Analysis .................................................................................................................................... 31 Study Participants ............................................................................................................................... 32 References .......................................................................................................................................... 33
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List of Figures
Figure 1: Existing Through Lanes, Flow Patterns and Traffic Controls ........................................................................ 3 Figure 2: Proposed Through Lanes, Flow Patterns and Traffic Controls ..................................................................... 4 Figure 3A: Preliminary Parking Concept for 18th Street and Main Street ................................................................ 12 Figure 3B: Preliminary Parking Concept for Main Street (Continued) ...................................................................... 13 Figure 3C: Preliminary Parking Concept for K Street and Canal Street ..................................................................... 14 Figure 4: Existing Circulation, Lanes, Traffic Volumes, Geometrics and Traffic Controls .......................................... 16 Figure 5: Existing plus Project Circulation, Lanes, Traffic Volumes, Geometrics and Traffic Controls ....................... 21
List of Tables
Table I: Existing Intersection LOS Results ................................................................................................................ 15 Table II: Existing plus Project Intersection LOS Results ............................................................................................ 20 Table III: Queuing Analysis ...................................................................................................................................... 24
List of Appendices
Appendix A: Traffic Counts
Appendix B: Methodology
Appendix C: Existing Traffic Conditions
Appendix D: Existing plus Project Traffic Conditions
Appendix E: Signal Warrants
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Introduction and Summary
Introduction
This Report describes a Traffic Impact and Parking Analysis (TIA) prepared by JLB Traffic Engineering, Inc. (JLB) for the proposed Downtown Merced Circulation Modifications (Project) bound by O Street, Martin Luther King (MLK) Jr Way, 18th Street and 16th Street in the City of Merced. The City of Merced desires to increase the amount of parking in the downtown area. Modifications to the circulation, such as changing to one-way circulation and the reduction of the number of through lanes, are being considered in part to help increase the amount of space that can be used for on-street parking. The Project proposes to make the following circulation modifications in downtown Merced:
1. Modify the pavement delineation of 18th Street, from O Street to Martin Luther King Jr Way, to add diagonal parking on the southern side.
2. Modify Canal Street, from 18th Street to Main Street, from a two-way circulation to a one-way circulation that travels from 18th Street to Main Street and change to diagonal parking on both sides.
3. Modify Main Street, from R Street to O Street and MLK Jr Way to G Street, from four (4) lanes to two (2) lanes (one in each direction) with diagonal parking on both sides.
4. Modify Main Street, from O Street to MLK Jr Way, from a two-way circulation to a one-way circulation that travels from MLK Jr Way to O Street with diagonal parking on the southern side.
5. This study also considered modifying the pavement delineation of K Street, from 19th Street to 18th Street, to add diagonal parking. However, upon review it was determined that due to the number of driveways, bus stops and a fire hydrant that this would not result in a gain of parking stalls and for this reason it is recommended that this segment retain its existing parking layout.
Figure 1 displays the vicinity map of the area with existing number of through lanes and flow patterns, while Figure 2 displays the proposed changes in the number of lanes and flow patterns.
The purpose of this TIA is to evaluate the potential traffic impacts, discern short-term roadway and circulation needs, determine potential improvement measures, identify any critical traffic issues that should be addressed in the on-going planning process and determine how the existing traffic signals would be impacted as a result of the proposed changes to the through lane alignments and changes in circulation. The TIA primarily focused on evaluating traffic conditions at study intersections that may potentially be impacted by the proposed Project. The Scope of Work was prepared via consultation with City of Merced staff.
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Summary
The potential traffic impacts of the proposed Project were evaluated in accordance with the standards set forth by the Level of Service (LOS) policy of the City of Merced.
Existing Traffic Conditions
• At present, all study intersections operate at an acceptable LOS during both peak periods.
Existing plus Project Traffic Conditions
• Changes to existing parking are proposed within this Project. These recommendations are described within the Report.
• The Project proposes to make circulation modifications along Main Street. These modifications include changing Main Street from a four-lane street to a two-lane street between R Street and O Street and between MLK Jr Way and G Street, shifting Main Street from a two-way circulation between O Street and M Street and between K Street and MLK Jr Way to a one-way circulation in the westbound direction and shifting the one-way circulation on Main Street from the existing flow of M Street to K Street to instead flow from K Street to M Street.
• Under this scenario, all study intersections are projected to operate at an acceptable LOS during both peak periods.
Queuing Analysis
• It is recommended that the City consider left-turn and right-turn lane storage lengths as indicated in the Queuing Analysis and Conclusions and Recommendations.
516 W. Shaw Ave., Ste. 103, Fresno, CA 93704PHONE:(559) 570-8991, EMAIL: [email protected], www.JLBtraffic.com (035-009) 03/29/22 - CS/AB Not To Scale LEGEND
Downtown Circulation Mod - City of MercedExisting Through Lanes, Flow Patterns and Traffic ControlsFigure 1 2 4 5 6
8 10 11 12
14 16 17 18
= STUDY INTERSECTION#
21ST STN ST CANAL STM ST K STMLK JR WAYI ST H ST
20TH ST
19TH ST
18TH ST
MAIN ST
UPRR
22ND ST
G STP STQ STR ST
15TH ST N
CITYHALL1
7 13
3 9
15 K STO ST
16TH ST
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Downtown Circulation Mod - City of MercedProposed Through Lanes, Flow Patterns and Traffic ControlsFigure 2 2 4 5 6
8 10 11 12
= STUDY INTERSECTION#
21ST STN STM ST K STMLK JR WAYI ST H ST
20TH ST
19TH ST
18TH ST
MAIN ST
UPRR = REDUCE TO TWO LANES= CHANGE TO ONE WAY
22ND ST
G STP STQ STR ST
15TH ST N= TRAFFIC SIGNAL
CITYHALL1
7 3
9 14 16 17 1813 15
O ST
16TH ST
CANAL ST
= STOP SIGN
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Scope of Work
The study focused on evaluating traffic conditions at the existing study intersections that may potentially be impacted by the Project. The scope of the Project was made in conjunction with the City of Merced engineering staff.
Study Facilities
The existing peak hour turning movement counts were conducted at the study intersections from September to December of 2021 while schools in the vicinity of the proposed Project were in session.
Peak hours were modified from 7:00 AM - 9:00 AM and 4:00 PM - 6:00 PM in the original scope to 11:30 AM - 1:30 PM and 4:00 PM - 6:00 PM. This was determined after analyzing twenty-four hour segment counts in the area. The intersection turning movement counts included pedestrian and bicyclist volumes.
The traffic counts for the existing study intersections are contained in Appendix A. After comparing pre pandemic to post pandemic statewide Vehicle Miles Travelled (VMT) data available on the Transportation Injury Mapping System (TIMS) Database, it was determined that travel had returned to pre pandemic levels. Existing counts were not escalated for this reason. The existing intersection turning movement volumes, intersection geometrics and traffic controls are illustrated in Figure 2.
Study Intersections
1. O Street / 18th Street
2. N Street / 18th Street
3. M Street / 18th Street
4. Canal Street / 18th Street
5. K Street / 18th Street
6. MLK Jr Way / 18th Street
7. O Street / Main Street
8. N Street / Main Street
9. M Street / Main Street
10. Canal Street / Main Street
11. K Street / Main Street
12. MLK Jr Way / Main Street
13. O Street / 16th Street
14. N Street / 16th Street
15. M Street / 16th Street
16. Canal Street / 16th Street
17. K Street / 16th Street
18. MLK Jr Way / 16th Street
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Study Scenarios
Existing Traffic Conditions
This scenario evaluates the Existing Traffic Conditions based on existing traffic volumes and roadway conditions from traffic counts and field surveys conducted from September to December of 2021.
Existing plus Project Traffic Conditions
This scenario evaluates total traffic volumes and roadway conditions based on the Existing plus Project Traffic Conditions. The Existing plus Project traffic volumes were obtained by rerouting traffic to follow the new circulation. This includes one-way circulation along Main Street with traffic flowing westbound from MLK Jr Way to O Street. Additional details regarding the rerouted trips can be found in the Existing plus Project section of this Report.
Level of Service Analysis Methodology
Level of Service (LOS) is a qualitative index of the performance of an element of the transportation system.
LOS is a rating scale running from “A” to “F”, with “A” indicating no congestion of any kind and “F” indicating unacceptable congestion and delays. LOS in this study describes the operating conditions for signalized and unsignalized intersections.
The Highway Capacity Manual (HCM) 6th Edition is the standard reference published by the Transportation Research Board and contains the specific criteria and methods to be used in assessing LOS.
U-turn movements were analyzed using HCM 2000 methodologies and would yield more accurate results for the reason that HCM 6th does not allow the analysis of U-turns or some shared turn lane movements.
Synchro software was used to define LOS in this study. Details regarding these calculations are included in Appendix B.
While LOS is no longer the criteria of significance for traffic impacts in the state of California, the city of Merced continues to apply congestion-related conditions or requirements for land development projects through planning approval processes outside of CEQA Guidelines in order to continue the implementation of Merced Vision 2030 General Plan policies.
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Criteria of Significance
The Merced Vision 2030 General Plan has established LOS D as the acceptable level of traffic congestion on new and upgraded intersections and road segments. However, the Merced Vision 2030 General Plan recognizes that this may not always be feasible, appropriate or necessary. For those cases in which a LOS criterion for a roadway segment differs from that of the established LOS, such criteria are identified in the roadway description. Most study intersections within the City of Merced SOI utilize LOS D to evaluate the potential significance of LOS impacts pursuant to the Merced Vision 2030 General Plan.
The 2030 Merced County General Plan has established LOS C or better for roadways located within rural areas, LOS D or better for roadways located outside Urban Communities that serve as connectors between Urban Communities, and LOS D or better for roadways located within Urban Communities. Since all study intersections fall within the City of Merced SOI, the City of Merced LOS is utilized.
Operational Analysis Assumptions and Defaults
The following operational analysis values, assumptions and defaults were used in this study to ensure a consistent analysis of LOS among the various scenarios. • Timing schedules were used in the Existing Traffic Conditions for the following intersections:
o Canal Street / 18th Street
o N Street / Main Street
o M Street / Main Street
o K Street / Main Street
o MLK Jr Way / Main Street
• Yellow time consistent with the California Manual of Uniform Traffic Control Devices (CA MUTCD) based on approach speeds
• All-red clearance intervals of 1.0 second for all phases • Walk intervals of 7.0 seconds
• Flashing Don’t Walk based on 3.5 feet/second walking speed with yellow plus all-red clearance subtracted and 2.0 seconds added
• An average 3 percent heavy vehicle factor
• An average of 10 pedestrian calls per hour at signalized intersections • The number of observed pedestrians at existing intersections was utilized under all study scenarios • The observed approach Peak Hour Factor (PHF) at existing intersections for each approach was utilized in the Existing and Existing plus Project scenarios
• Westbound movements on Main Street that did not previously exist utilized the westbound PHF for the nearest intersection to the east that allows for westbound movements.
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Existing Traffic and On Street Parking Conditions
Roadway Network
The Project site and surrounding study area are illustrated in Figure 1. Important roadways serving the Project are discussed below. Streets orientated northwest-southeast will be discussed as east-west street, while streets orientated northeast-southwest will be discussed as north-south street through the duration of this Report.
O Street is an existing north-south two-lane undivided local street within the vicinity of the proposed Project. In this area, O Street is a two-lane undivided local street between 23rd Street and 13th Street. The Merced Vision 2030 General Plan does not include future improvements for O Street within the vicinity of the Project.
N Street is an existing north-south two-lane divided local street within the vicinity of the proposed Project.
In this area, N Street is a two-lane divided local street between 21st Street and 16th Street. The Merced Vision 2030 General Plan does not include future improvements for N Street within the vicinity of the Project. Furthermore, N Street has been recently reconstructed between 18th Street and 16th Street. This reduced the number of through lanes from four to two (one is each direction) and extended the curb ramps at 18th Street and 16th Street. The reduction of lanes altered geometrics from a left-through lane and a through-right lane to a single left-through-right lane. These geometric alterations occur on the southbound approach at 16th Street, the northbound approach at Main Street, the southbound approach at Main Street and the northbound approach at 18th Street.
M Street is an existing north-south four-lane undivided minor arterial within the vicinity of the proposed Project. In this area, M Street is a four-lane undivided minor arterial between Bear Creek Drive and 27th Street, a four-lane minor arterial divided by a two-way left-turn lane between 27th Street and 23rd Street, a four-lane undivided minor arterial between 23rd Street and 16th Street and a two-lane undivided minor arterial between 16th Street and 13th Street. The Merced Vision 2030 General Plan does not include future improvements for M Street within the vicinity of the Project.
Canal Street is an existing north-south two-lane undivided local street within the vicinity of the proposed Project. In this area, Canal Street is a two-lane undivided local street between 28th Street and 18th Street, a one-lane local street traveling southbound between 18th Street and Main Street and a two-lane undivided local street between Main Street and 13th Street. The one-lane section is a temporary measure implemented by the City of Merced. The Merced Vision 2030 General Plan does not include future improvements for Canal Street within the vicinity of the Project.
K Street is an existing north-south two-lane undivided local street within the vicinity of the proposed Project. In this area, K Street is a two-lane undivided local street between 28th Street and 16th Street. The Merced Vision 2030 General Plan does not include future improvements for K Street within the vicinity of the Project.
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Martin Luther King Jr Way (MLK Jr Way) is an existing north-south two-lane undivided local street within the vicinity of the proposed Project. In this area, MLK Jr Way is a two-lane undivided local street between 28th Street and 16th Street and a four-lane undivided local street between 16th Street and 13th Street.
The Merced Vision 2030 General Plan does not include future improvements for MLK Jr Way within the vicinity of the Project.
18th Street is an existing east-west two-lane collector divided by a two-way left-turn lane within the vicinity of the proposed Project. In this area, 18th Street is a two-lane undivided collector between R Street and N Street, a two-lane collector divided by a two-way left-turn lane between N Street and K Street and a two-lane undivided collector between K Street and G Street. The Merced Vision 2030 General Plan does not include future improvements for 18th Street within the vicinity of the Project.
Main Street is an existing east-west two-lane undivided local street within the vicinity of the proposed Project. In this area, Main Street is a four-lane undivided local street between R Street and O Street, a two-lane undivided local street between O Street and M Street, a one-lane local street with traffic traveling eastbound between M Street and K Street, a two-lane undivided local street between K Street and MLK Jr Way and a four-lane undivided local street between MLK Jr Way and G Street. The one-lane section is a temporary measure implemented by the City of Merced. The Merced Vision 2030 General Plan does not include future improvements for Main Street within the vicinity of the Project. 16th Street is an existing east-west four-lane divided arterial within the vicinity of the proposed Project. In this area, 16th Street is a four-lane arterial divided by a two-way left-turn lane between R Street and M Street, a four-lane divided arterial between M Street and MLK Jr Way and a four-lane arterial divided by a two-way left-turn lane between MLK Jr Way and G Street. The Merced Vision 2030 General Plan does not include future improvements for 16th Street within the vicinity of the Project.
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On Street Parking
The Project site and proposed modifications are illustrated in Figure 2. The City of Merced desires to increase the amount of parking in the downtown area. Proposed parking improvements serving the downtown area are discussed below. Figures 3A - 3C display the preliminary parking concepts used to make these determinations.
18th Street:
Segment Between O Street to MLK Jr Way
Modify the parking on the southern side of 18th Street from on-street parallel parking to diagonal parking with a few exceptions as described below. A preliminary parking concept for a portion of this segment can be found on Figure 3A. It is recommended that the parking stalls be designed at 35-degree angles.
Diagonal parking would increase the number of existing parking stalls from 89 to approximately 118 for a gain of 29 parking stalls. However, if the removal of red curb is not approved, then the net gain in parking stalls for this segment will be reduced to 11.
• The segment of 18th Street between O Street and N Street would not gain any parking stalls, and may in fact lose parking stalls, with diagonal parking. This is a result of the space restrictions created by the three (3) existing driveways and the length of the eastbound left-turn lane at N Street. As a result, it is recommended the on-street parallel parking between O Street and N Street remain. • The segment of 18th Street between N Street and M Street currently has red curbs throughout the northern side and on portions of the southern side. Unless the red curbs were added by the City for safety concerns, it is recommended that these red curbs be removed and parallel parking be added.
This would result in a gain of 18 parking stalls for this segment. If the City does not allow removal of the red curbs, only three (3) parking stalls would be gained in this segment. • The segment of 18th Street between M Street and Canal Street currently has red curbs on the southern side in front of Gateway Gardens. Unless the red curbs were added by the City for safety concerns, it is recommended these red curbs be removed and parallel parking be added. This would result in a gain of nine (9) parking stalls for this segment. If the City does not allow removal of the red curbs, only six (6) parking stalls would be gained in this segment.
Main Street:
Segment between R Street and O Street
Modify from on-street parallel parking to diagonal parking on both sides of Main Street. A preliminary parking concept for this segment can be found on Figure 3A. It is recommended that the parking stalls be designed at 40-degree angles. Diagonal parking would increase the number of existing parking stalls from 55 to approximately 68 for a gain of 13 parking stalls.
Segment between O Street and MLK Jr Way
Modify from on-street parallel parking to diagonal parking on the southern side of Main Street. A preliminary parking concept for this segment can be found on Figure 3B. It is recommended that the parking stalls be designed at 40-degree angles. Diagonal parking would increase the number of existing parking stalls from 93 to approximately 120 for a gain of 27 parking stalls.
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Segment between MLK Jr Way and G Street
Modify from on-street parallel parking to diagonal parking on both sides of Main Street from MLK Jr Way to G Street with a few exceptions as described below. A preliminary parking concept for this segment can be found on Figure 3B. It is recommended that the parking stalls be designed at 40-degree angles.
Diagonal parking would increase the number of existing parking stalls from 63 to approximately 75 for a gain of 12 parking stalls.
• The segment of Main Street between H Street and G Street would not gain any parking stalls, and may in fact lose parking stalls, with the use of diagonal parking. This is a result of space restrictions created by the six (6) existing driveways and the existing concrete median. As a result, it is recommended the on-street parallel parking between H Street and G Street remain on the northern side of Main Street and east of the car dealership’s driveway.
K Street:
Segment between 18th Street and Main Street
After review of K Street between 18th Street and Main Street, it was determined that diagonal parking would at best gain one stall with the possibility of a net zero change. This 330-foot segment has four (4) driveways, two (2) bus stops, a fire hydrant and a pedestrian crosswalk which greatly limit the space for diagonal parking. We recommend the City keep the existing on-street parallel parking, but we can continue exploring the option of diagonal parking in the design phase if the City so desires.
Canal Street:
Segment between 19th Street and 18th Street
Modify from on-street parallel parking to diagonal parking on both sides of Canal Street from 18th Street to Main Street. A preliminary parking concept for this segment can be found on Figure 3C. It is recommended that the parking stalls be designed at 40-degree angles. Diagonal parking would increase the number of existing parking stalls from 20 to approximately 26 for a gain of six (6) parking stalls.
Overall Downtown Parking Supply Change:
The Project segments have 336 existing on-street parallel parking stalls (excluding the temporary changes to Main Street and Canal Street). With the implementation of the parking recommendations, parking supply would increase to approximately 432 parking stalls based on the preliminary parking concept designs which include the use of diagonal parking stalls and the removal of red curbs at various locations.
This results in a net gain of approximately 96 parking stalls throughout the Project. If the City does not allow the removal of red curbs, approximately 78 parking stalls would be gained for a total of 414 parking stalls.
K Street 18th Streetdriveway
35°
47.00 15.0026.2524.00
8.0022.00
driveway
15.75 Canal StreetQ Street
P Street driveway
drivewaydriveway
drivewaydriveway
drivewaydriveway
drivewaydriveway
16.0024.7540°14.00
23.25 Main Street55.00
8.0022.00
8.0022.00
516 W. Shaw Ave., Ste. 103, Fresno, CA 93704PHONE:(559) 570-8991, EMAIL: [email protected], www.JLBtraffic.com (035-009) 03/29/22 - CAScale: 1" = 40' Downtown Circulation Mod - City of MercedPreliminary Parking Concept for 18th Street and Main StreetFigure 3A N
18th Street between O Street and MLK Jr Way Concept Parking Layout(Showing segment between Canal St and K St)35 Degree Diagonal and Parallel Parking Stalls89 Existing StallsApproximately 118 Proposed Stalls Main Street between R Street and O Street Concept Parking Layout(Showing segment between Q St and P St)40 Degree Diagonal Parking Stalls55 Existing StallsApproximately 68 Proposed Stalls Canal Street
K Street Main Street45.00 16.0024.7540°13.00
8.0022.005.003.00
14.00 LANEBIKE
MLK Jr Way
I Street Main Street
drivewaydrivewaydriveway
drivewaydrivewaydriveway
driveway
55.00 16.0024.7540°
23.25 14.00 8.0022.00
516 W. Shaw Ave., Ste. 103, Fresno, CA 93704PHONE:(559) 570-8991, EMAIL: [email protected], www.JLBtraffic.com (035-009) 03/29/22 - CAScale: 1" = 40' Downtown Circulation Mod - City of MercedPreliminary Parking Concept for Main Street (Continued)Figure 3B N
Main Street between O Street and MLK Jr Way Concept Parking Layout(Showing segment between Canal St and K St)40 Degree Diagonal and Parallel Parking Stalls93 Existing StallsApproximately 120 Proposed Stalls Main Street between MLK Way and G Street Concept Parking Layout(Showing segment between MLK Jr Way and I St)40 Degree Diagonal Parking Stalls63 Existing StallsApproximately 75 Proposed Stalls driveway
driveway
drivewayBus Stop
Bus Stop
31.00 8.00 22.00
47.00 K Street18th Street
19th Street
driveway
8.0022.00
Canal Street48.00 16.50
23.5015.00
Main Street
18th Street
driveway
driveway
45°12.75Crosswalk
Crosswalk
516 W. Shaw Ave., Ste. 103, Fresno, CA 93704PHONE:(559) 570-8991, EMAIL: [email protected], www.JLBtraffic.com (035-009) 03/29/22 - CAScale: 1" = 40' Downtown Circulation Mod - City of MercedPreliminary Parking Concept K Street and Canal StreetFigure 3C K Street between 19th Street and 18th Street Concept Parking Layout(Showing entire segment)Parallel Parking Stalls16 Existing StallsApproximately 16 Proposed Stalls Canal Street between 18th Street and Main Street Concept Parking Layout(Showing entire segment)45 Degree Diagonal Parking Stalls20 Existing StallsApproximately 26 Proposed Stalls N
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Traffic Signal Warrants
Peak hour traffic signal warrants, as appropriate, were prepared for unsignalized intersections under the Existing Traffic Conditions scenario. These warrants are found in Appendix E. These warrants were prepared pursuant to the CA MUTCD guidelines for the preparation of traffic signal warrants. At present, none of the unsignalized intersections satisfy the peak hour signal warrant during either peak period.
Results of Existing Level of Service Analysis
Figure 4 illustrates the Existing turning movement volumes, intersection geometrics and traffic controls.
LOS worksheets for the Existing Traffic Conditions scenario are provided in Appendix E. Table I presents a summary of the Existing peak hour LOS at the study intersections.
At present, all study intersections operate at an acceptable LOS during both peak periods.
Table I: Existing Intersection LOS Results
ID Intersection Intersection Control
AM (7 - 9) Peak Hour PM (4 - 6) Peak Hour
Average Delay
(sec/veh) LOS Average Delay
(sec/veh) LOS
1 O Street / 18th Street Two-Way Stop 12.3 B 12.6 B
2 N Street / 18th Street All-Way Stop 9.0 A 9.3 A
3 M Street / 18th Street Traffic Signal 30.5 C 30.3 C
4 Canal Street / 18th Street Traffic Signal 10.6 B 10.2 B 5 K Street / 18th Street All-Way Stop 10.1 B 9.8 A
6 MLK Jr Way / 18th Street All-Way Stop 9.4 A 9.9 A
7 O Street / Main Street Two-Way Stop 12.1 B 12.7 B
8 N Street / Main Street Traffic Signal 10.9 B 10.7 B
9 M Street / Main Street Traffic Signal 6.1 A 6.1 A
10 Canal Street / Main Street Traffic Signal 0.4 A 0.4 A 11 K Street / Main Street Traffic Signal 8.8 A 14.5 B
12 MLK Jr Way / Main Street Traffic Signal 11.4 B 9.5 A 13 O Street / 16th Street Traffic Signal 27.2 C 27.8 C
14 N Street / 16th Street Two-Way Stop 24.2 C 26.1 D
15 M Street / 16th Street Traffic Signal 33.3 C 34.7 C
16 Canal Street / 16th Street Two-Way Stop 26.9 D 22.5 C 17 K Street / 16th Street Two-Way Stop 24.3 C 31.1 D
18 MLK Jr Way / 16th Street Traffic Signal 37.4 D 40.0 D Note: LOS = Level of Service based on average delay on signalized intersections and All-Way STOP Controls.
LOS for two-way STOP controlled intersections are based on the worst approach/movement of the minor street.
516 W. Shaw Ave., Ste. 103, Fresno, CA 93704PHONE:(559) 570-8991, EMAIL: [email protected], www.JLBtraffic.com (035-009) 03/29/22 - CS/AB Not To Scale LEGEND
Downtown Circulation Mod - City of MercedExisting Circulation, Lanes, Traffic Volumes, Geometrics and Traffic ControlsFigure 4 43(46)486(550)47(42)
54(52)18th StM St18th StM St &3.
473(480)15(10)
75(75)119(90)42(45)
31(41)104(88)68(78)
48(35)33(18)24(22)18th StCanal St18th StCanal St &4. 31(12)222(217)34(28) 28(16)104(107)18(9)
16(19)19(25)19(15)
31(26)18th StN St18th StN St &2.
13(19)10(7)
8(8)138(149)32(20)
9(13)150(134)18(8)
7(9)77(93)15(8)
15(11)18th StMLK Jr Way18th StMLK Jr Way &6.
91(112)79(70)
8(13)81(86)10(5)
53(51)83(104)12(12)
22(21)39(38)8(11)
12(17)Main StN StMain StN St &8.
32(25)10(7)
11(19)42(42)6(3)
14(11)128(141)11(12)
55(61)1(0)25(28)
3(2)16th St N St16th StN St &14.
0(0)0(0)
29(37)636(692)1(4)
1(3)694(722)23(17)
104(73)Main StCanal StMain StCanal St &10.
173(183)
54(50)9(21)
27(34)Main StK StMain StK St &11.
58(51)
71(53)35(37)
68(29)167(183)54(49)
11(5)126(132)16(17)
27(18)Main StMLK Jr Way Main StMLK Jr Way &12.
132(148)23(19)
39(36)99(83)44(41)
37(38)139(158)13(18)
21(29)7(2)5(17)
16(21)16th StCanal St16th StCanal St &16.
2(0)17(1)
20(16)612(578)33(22)
21(17)599(764)13(11)
38(39)152(150)22(27)
153(205)
16th StMLK Jr Way16th StMLK Jr Way &18.
138(128)150(162)
21(7)396(372)171(167)
191(221)392(541)20(26)
108(85)3(3)19(23)
18(15)16th StK St16th StK St &17.
1(3)11(9)
11(20)528(529)28(20)
16(15)570(742)53(44)
159(175)199(223)152(166)
54(50)16th StM St16th StM St &15.
289(276)53(56)
111(96)469(487)32(36)
54(46)527(586)133(133)
40(46)506(559)29(32)
32(25)Main StM StMain St M St &9.
515(500)17(13)21(29)95(93)32(43)
= STUDY INTERSECTION#= STOP SIGN= TRAFFIC SIGNAL
N ST CANAL STK STMLK JR WAYI ST H ST
18TH ST
MAIN ST
16TH STUPRR
G STO STP STQ STR ST
15TH ST N
CITYHALL
19TH ST
N ST
2 4 5 6
8 10 11 12
1 7
3 9
13(20)55(59)12(4)
21(13)Main StO StMain St O St &7.
31(43)27(19)
6(8)52(48)4(9)
25(30)149(155)15(18)
17(15)45(48)1(5)
23(27)18th StO St18th StO St &1.
27(29)7(11)
5(5)148(148)19(12)
4(16)130(129)6(9)
21(34)44(34)16(18)
60(48)16th St O St16th StO St &13.
38(35)58(69)
21(14)690(683)38(37)
58(57)601(718)17(11)
16(18)41(42)23(15)
11(24)18th StK St18th StK St &5.
55(52)98(83)
5(13)165(160)4(8)
19(14)106(121)26(16)
4(1)
2(1) 1(1)
14 16 17 1813 15
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Existing plus Project Traffic Conditions
Roadway Network
The Existing plus Project Traffic Conditions scenario assumes that the existing roadway geometrics and traffic controls will remain in place except for the proposed changes to circulation on Main Street between O Street and MLK Jr Way including all intersections with other streets as well as some intersections along 18th Street that were modified to accommodate diagonal parking stalls. These exceptions are described below:
• N Street / 18th Street
o Eastbound approach lane(s) modified from a left-turn lane and a through-right lane to a left- through lane and a right-turn lane;
o Westbound approach lane(s) modified from a left-turn lane and a through-right lane to a left- through-right lane; and
o Modify intersection striping to accommodate lane changes. • Canal Street / 18th Street
o Eastbound approach lane(s) modified from a left-turn lane and a through-right lane to a left- through lane and a right-turn lane;
o Westbound approach lane(s) modified from a left-turn lane and a through-right lane to a left- through-right lane; and
o Modify intersection striping to accommodate lane changes. • K Street / 18th Street
o Eastbound approach lane(s) modified from a left-turn lane and a through-right lane to a left- through lane and a right-turn lane;
o Westbound approach lane(s) modified from a left-turn lane and a through-right lane to a left- through-right lane; and
o Modify intersection striping to accommodate lane changes. • O Street / Main Street
o Eastbound approach lane(s) modified from a left-turn lane and a through-right lane to a left-turn lane and a right-turn lane;
o Northbound approach lane(s) modified from a left-through-right lane to a left-through lane; and o Southbound approach lane(s) modified from a left-thought-right lane to a through-right lane. • N Street / Main Street
o Eastbound approach lane(s) have been removed;
o Westbound approach lane(s) modified from a left-turn lane and a through-right lane to a left- through lane and a right-turn lane;
o Northbound approach lane(s) modified from a left-through-right lane to a left-through lane; o Southbound approach lane(s) modified from a left-thought-right lane to a through-right lane; and o Signal equipment modified to remove all signal equipment that currently serves eastbound movements.
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• M Street / Main Street
o Eastbound approach lane(s) have been removed;
o Westbound approach lane(s) modified to add a left-through lane and a right-turn lane; o Northbound approach lane(s) modified from a left-through lane and a through-right lane to a left- through lane and a through lane;
o Southbound approach lane(s) modified from a left-through lane and a through-right lane to a through lane and a through-right lane;
o Signal to include an exclusive pedestrian scramble phase across all legs and corners at the same time;
o Existing loops modified to accommodate a change in travel direction and lane alignments; and o Signal equipment modified to remove all signal equipment that currently serves eastbound movements.
• Canal Street / Main Street
o Eastbound approach lane(s) have been removed;
o Westbound approach lane(s) modified to add a through lane; o Southbound approach lane(s) modified from a trap left-turn lane to a trap right-turn lane; and o Signal equipment modified to remove all signal equipment that currently serves eastbound movements.
• K Street / Main Street
o Eastbound approach lane(s) have been removed;
o Westbound approach lane(s) modified from a left-right lane to a left-through lane and right-turn lane;
o Northbound approach lane(s) modified from a through-right lane to a left-through lane; o Southbound approach lane(s) modified from a left-through lane to through-right lane; and o Signal equipment modified to remove all signal equipment that currently serves eastbound movements.
• MLK Jr Way / Main Street
o Eastbound approach lane(s) have been removed;
o Westbound approach lane(s) modified from a left-turn lane, a through lane and trap right-turn lane to a left-through lane and a right-turn lane; and
o Signal equipment modified to remove all signal equipment that currently serves eastbound movements.
All modified geometrics only allow for traffic to flow westbound from MLK Jr Way to O Street. These new lane geometrics, approach lanes and traffic controls are shown in Figure 5.
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Project Description
The Project proposes to make circulation modifications within the bounds of O Street, MLK Jr Way, 18th Street and 16th Street in the City of Merced. The City of Merced desires to increase the amount of parking in the downtown area. Modifications to the circulation, such as changing to one-way circulation, are being considered in part to help increase the amount of space that can be used for on-street parking. The Project proposes to make the following circulation modifications in downtown Merced:
• Modify the pavement delineation of 18th Street, from O street to MLK Jr Way, to add diagonal parking on the southern side.
• Modify Canal Street, from 18th Street to Main Street, from a two-way circulation to a one-way circulation that travels from 18th Street to Main Street and change to diagonal parking on both sides. • Modify Main Street, from R Street to O Street and MLK Jr Way to G Street, from four (4) lanes to two (2) lanes (one in each direction) with diagonal parking on both sides. • Modify Main Street, from O Street to MLK Jr Way, from a two-way circulation to a one-way circulation that travels westbound from MLK Jr Way to O Street with diagonal parking on the southern side. • This study also considered modifying the pavement delineation of K Street, from 19th Street to 18th Street, to add diagonal parking. However, upon review it was determined that due to the number of driveways, bus stops and a fire hydrant that this would not result in a gain of parking stalls and for this reason it is recommended that this segment retain its existing parking layout.
Trip Redistribution
Currently, Main Street operates as a two-way street except for traffic flowing eastbound from M Street to K Street. Traffic along Main Street is shifting to travel in the westbound direction from MLK Jr Way to O Street. Traffic that is currently flowing from O Street to MLK Jr Way on this segment has been rerouted to utilize 18th Street and 16 Street instead. In addition, traffic that is currently forced to be rerouted away from traveling westbound on Main Street from M Street to K Street has been rerouted to utilize Main Street instead. Furthermore, minor adjustments were made to account for volume balancing and availability of parking facilities.
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Traffic Signal Warrants
Peak hour traffic signal warrants, as appropriate, were prepared for unsignalized intersections under the Existing plus Project Traffic Conditions scenario. These warrants are found in Appendix E. These warrants were prepared pursuant to the CA MUTCD guidelines for the preparation of traffic signal warrants. Under this scenario, none of the unsignalized intersections satisfy the peak hour signal warrant during either peak period.
Results of Existing plus Project Level of Service Analysis Figure 5 illustrates the Existing turning movement volumes, intersection geometrics and traffic controls.
LOS worksheets for the Existing Traffic Conditions scenario are provided in Appendix D. Table II presents a summary of the Existing peak hour LOS at the study intersections.
At present, all study intersections operate at an acceptable LOS during both peak periods.
Table II: Existing plus Project Intersection LOS Results ID Intersection Intersection
Control
AM (7 - 9) Peak Hour PM (4 - 6) Peak Hour
Average Delay
(sec/veh) LOS Average Delay
(sec/veh) LOS
1 O Street / 18th Street Two-Way Stop 11.6 B 12.3 B
2 N Street / 18th Street All-Way Stop 9.4 A 9.3 A
3 M Street / 18th Street Traffic Signal 19.9 B 43.6 D
4 Canal Street / 18th Street Traffic Signal 10.4 B 9.7 A 5 K Street / 18th Street All-Way Stop 9.9 A 9.6 A
6 MLK Jr Way / 18th Street All-Way Stop 9.5 A 9.9 A
7 O Street / Main Street Two-Way Stop 14.0 B 14.3 B
8 N Street / Main Street Traffic Signal 10.7 B 7.0 A
9 M Street / Main Street Traffic Signal 12.1 B 12.6 B
10 Canal Street / Main Street Traffic Signal 2.8 A 2.6 A 11 K Street / Main Street Traffic Signal 9.9 A 7.3 A
12 MLK Jr Way / Main Street Traffic Signal 12.7 B 19.3 B 13 O Street / 16th Street Traffic Signal 15.8 B 31.5 C
14 N Street / 16th Street Two-Way Stop 25.3 D 26.9 D
15 M Street / 16th Street Traffic Signal 21.9 C 41.3 D
16 Canal Street / 16th Street Two-Way Stop 32.1 D 22.7 C 17 K Street / 16th Street Two-Way Stop 26.6 D 34.5 D
18 MLK Jr Way / 16th Street Traffic Signal 19.9 B 44.9 D Note: LOS = Level of Service based on average delay on signalized intersections and All-Way STOP Controls.
LOS for two-way STOP controlled intersections are based on the worst approach/movement of the minor street.
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Downtown Circulation Mod - City of MercedExisting plus Project Circulation, Lanes, Traffic Volumes, Geometrics and Traffic ControlsFigure 5 2 4 5 6
8 10 11 12
= STUDY INTERSECTION#
N STM ST MLK JR WAYI ST H ST
19TH ST
16TH STUPRR = REDUCE TO TWO LANES= CHANGE TO ONE WAY
G STO STP STQ STR ST
15TH ST N= STOP SIGN= TRAFFIC SIGNAL
CITYHALL1
7 3
9 43(46)465(527)68(65)
61(53)18th StM St18th StM St &3.
493(495)15(10)
75(60)41(42)42(45)
48(55)158(124)68(78)
48(35)33(18)24(22)18th StCanal St18th StCanal St &4. 31(12)144(154)34(28) 48(37)166(146)18(9)
16(19)16(20)22(20)
43(21)18th StN St18th StN St &2.
19(23)10(7)
8(8)60(101)32(20)
19(20)206(186)18(8)
7(9)77(93)15(8)
14(9)18th StMLK Jr Way18th StMLK Jr Way &6.
79(97)56(47)
8(13)81(86)10(5)
75(86)111(98)14(13)
31(31)42(41)Main StN StMain StN St &8.
36(29)23(18)
36(33)228(251)24(13)
55(61)1(0)32(30)
3(2)16th St N St16th StN St &14.
0(0)0(0)
29(37)537(631)1(4)
1(3)795(832)31(16)
115(83)Main StCanal StMain StCanal St &10.167(149)
6(12)57(55)Main StK StMain StK St &11.
77(72)11(19)
30(28)150(118)25(20)
27(25)126(132)22(32)
52(41)Main StMLK Jr Way Main StMLK Jr Way &12.
133(149)55(48)
16(13)150(134)16(13)
21(29)7(2)5(17)
16(21)16th StCanal St16th StCanal St &16.
2(0)17(1)
20(16)513(517)33(22)
21(17)722(852)20(22)
10(19)120(113)18(22)
153(205)
16th StMLK Jr Way16th StMLK Jr Way &18.
138(128)150(162)
21(7)396(372)171(167)
223(248)416(539)78(81)
37(44)3(3)13(21)
18(15)16th StK St16th StK St &17.
1(3)11(9)
11(20)500(509)28(20)
16(15)690(824)56(50)
159(175)205(221)176(164)
72(68)16th StM St16th StM St &15.
271(258)53(56)
111(96)370(426)32(36)
52(48)615(669)155(160)
55(61)514(567)Main StM StMain St M St &9.
526(511)42(36)
48(48)191(200)43(17)
13(20)58(60)Main StO StMain St O St &7.
33(45)27(19)
26(20)188(245)27(22)
118(127)71(74)
17(15)37(45)9(8)
86(86)18th StO St18th StO St &1.
36(36)11(15)
5(5)70(100)19(12)
3(16)131(129)6(9)
24(37)57(43)119(116)
72(55)16th St O St16th StO St &13.
26(28)58(69)
21(14)591(622)38(38)
58(57)608(722)10(7)
16(18)37(32)27(25)
7(17)18th StK St18th StK St &5.
55(46)43(43)
5(13)142(137)4(8)
28(20)158(148)27(22)
4(1)
2(1) 1(1)
14 16 17 1813 15
K ST
18TH ST
MAIN STCANAL ST
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Queuing Analysis
Table III provides a queue length summary for left-turn and right-turn lanes at the study intersections under all study scenarios. The queuing analyses for the study intersections are contained in the LOS worksheets for the respective scenarios. Appendix C contains the methodologies used to evaluate these intersections.
Queuing analyses were completed using Sim Traffic output information. Synchro provides both 50th and 95th percentile maximum queue lengths (in feet). According to the Synchro manual, “the 50th percentile maximum queue is the maximum back of queue on a typical cycle and the 95th percentile queue is the maximum back of queue with 95th percentile volumes.” The queues shown on Table III are the 95th percentile queue lengths for the respective lane movements.
The Highway Design Manual (HDM) provides guidance for determining deceleration lengths for the left- turn and right-turn lanes based on design speeds. Per the HDM criteria, “tapers for right-turn lanes are usually un-necessary since the main line traffic need not be shifted laterally to provide space for the right- turn lane. If, in some rare instances, a lateral shift were needed, the approach taper would use the same formula as for a left-turn lane.” Therefore, a bay taper length pursuant to the Caltrans HDM would need to be added, as necessary, to the recommended storage lengths presented below.
Based on the SimTraffic output files and engineering judgement, it is recommended that the storage capacity for the following be considered for the Existing plus Project Traffic Conditions. At the remaining approaches to the study intersections, the existing storage capacity will be sufficient to accommodate the anticipated 95th percentile queue demands for the Existing Plus Project Traffic Conditions. • M Street / 18th Street
o Consider increasing the storage capacity of the eastbound left-turn lane from 50 feet to 100 feet. o Consider increasing the storage capacity of the westbound left-turn lane from 50 feet to 75 feet. o Consider increasing the storage capacity of the southbound left-turn lane from 60 feet to 75 feet. • N Street / Main Street
o Consider setting the storage capacity of the westbound right-turn lane at 75 feet. • M Street / Main Street
o Consider setting the storage capacity of the westbound right-turn lane at 75 feet. • K Street / Main Street
o Consider setting the storage capacity of the westbound right-turn lane at 75 feet. • O Street / 16th Street
o Consider increasing the storage capacity of the northbound left-turn lane from 50 feet to 75 feet. o Consider increasing the storage capacity of the southbound left-turn lane from 50 feet to 100 feet. • M Street / 16th Street
o The queue length of the northbound left-turn lane exceeds the available storage capacity; however, due to design constraints associated with the at grade railroad crossing the storage capacity cannot be increased.
o The queue length of the southbound left-turn lane slightly exceeds the available storage capacity; however, due to design constraints the storage capacity cannot be increased.
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• MLK Jr Way / 16th Street
o Consider increasing the storage capacity of the westbound left-turn lane from 100 feet to 175 feet.
o The queue length of the northbound left-turn exceeds the available storage capacity; however, due to design constraints associated with the at grade railroad crossing the storage capacity cannot be increased.
o Consider increasing the storage capacity of the southbound left-turn lane from 50 feet to 75 feet.
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Table III: Queuing Analysis
ID Intersection Existing Queue Storage
Length (ft.)
Existing Existing plus
Project
AM PM AM PM
1 O Street
/
18th Street
EB LTR >500 0 10 0 0
WB LTR >500 0 10 10 10
NB LTR >500 58 48 52 53
SB LTR >500 53 54 58 53
2 N Street
/
18th Street
EB L 55 39 30 * *
EB LT * * * 71 72
EB TR >500 77 54 * *
EB R * * * 46 38
WB L 50 46 31 * *
WB LTR * * * 59 67
WB TR >500 69 104 * *
NB LTR >500 55 56 42 43
SB LTR >500 59 44 46 49
3 M Street
/
18th Street
EB L 50 81 102 95 104
EB TR >500 115 128 174 179
WB L 50 76 71 56 69
WB TR >500 180 213 78 114
NB L 80 26 26 25 33
NB T >500 59 65 97 95
NB TR >500 95 84 136 124
SB L 60 66 50 75 88
SB T >500 132 114 138 141
SB TR >500 103 132 104 134
4 Canal Street
/
18th Street
EB L 50 30 24 * *
EB LT * * * 79 103
EB TR >500 75 74 * *
EB R * * * 37 40
WB L 50 36 44 * *
WB LTR * * * 101 84
WB TR >500 107 138 * *
SB LTR >500 82 57 83 60
Note: * = Does not exist or is not projected to exist
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Table III: Queuing Analysis (Cont.)
ID Intersection Existing Queue Storage
Length (ft.)
Existing Existing plus
Project
AM PM AM PM
5 K Street
/
18th Street
EB L 50 45 36 * *
EB LT * * * 84 76
EB TR >500 69 65 * *
EB R * * * 46 50
WB L 50 19 28 * *
WB LTR * * * 47 55
WB TR >500 62 80 * *
NB LTR >500 80 62 66 69
SB LTR >500 67 63 47 50
6 MLK Street
/
18th Street
EB LTR >500 47 60 53 64
WB LTR >500 55 71 46 57
NB LTR >500 82 86 74 113
SB LTR >500 56 55 51 51
7 O Street
/
Main Street
EB L 55 0 18 39 51
EB TR >500 0 0 * *
EB R * * * 6 7
WB L 40 10 19 25 15
WB TR >500 0 0 0 18
NB LT * * * 38 41
NB LTR >500 72 64 * *
SB TR * * * 49 49
SB LTR >500 51 49 * *
8 N Street
/
Main Street
EB L 40 35 38 * *
EB TR >500 89 103 * *
WB L 50 22 0 * *
WB LT * * * 156 147
WB TR >500 45 69 * *
WB R * * * 74 62
NB LT * * * 52 49
NB LTR >500 67 70 * *
SB TR * * * 69 35
SB LTR >500 79 58 * *
Note: * = Does not exist or is not projected to exist
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Table III: Queuing Analysis (Cont.)
ID Intersection Existing Queue Storage
Length (ft.)
Existing Existing plus
Project
AM PM AM PM
9 M Street
/
Main Street
EB L 55 52 71 * *
EB TR >500 97 139 * *
WB LT * * * 238 199
WB R * * * 122 66
NB LT >500 83 62 147 130
NB T * * * 150 122
NB TR >500 104 93 * *
SB LT >500 110 115 * *
SB T * * * 124 210
SB TR >500 70 71 106 126
10 Canal Street
/
Main Street
EB T >500 93 136 * *
WB T * * * 43 46
SB L >500 90 73 * *
SB R * * * 110 58
11 K Street
/
Main Street
EB LTR >500 153 162 * *
WB LT * * * 111 53
WB R * * * 32 23
WB LTR >500 58 59 * *
NB LT * * * 89 74
NB TR >500 74 78 * *
SB LT >500 74 96 * *
SB TR * * * 45 43
12 MLK Street
/
Main Street
EB L 50 22 27 * *
EB TR >500 83 80 * *
WB L 50 51 56 * *
WB LT * * * 95 108
WB T >500 79 73 * *
WB R >500 42 48 26 28
NB L 75 63 44 56 67
NB TR >500 131 136 103 218
SB L 75 32 24 44 45
SB TR >500 79 76 93 100
Note: * = Does not exist or is not projected to exist
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Table III: Queuing Analysis (Cont.)
ID Intersection Existing Queue Storage
Length (ft.)
Existing Existing plus
Project
AM PM AM PM
13 O Street
/
16th Street
EB L 75 46 40 42 23
EB T >500 170 249 165 280
EB TR >500 168 218 150 238
WB L 75 74 70 57 78
WB T >500 99 136 136 166
WB TR >500 122 161 149 180
NB L 50 71 93 67 85
NB TR >500 113 118 91 81
SB L 50 55 48 88 103
SB TR >500 73 77 86 168
14 N Street
/
16th Street
EB L 75 44 30 25 22
EB T >500 19 14 26 13
EB TR >500 27 12 21 14
WB L 50 0 0 0 15
WB T >500 25 21 12 10
WB TR >500 31 13 11 18
NB LTR >500 15 15 18 18
SB LTR >500 63 76 82 65
15 M Street
/
16th Street
EB L 100 135 182 124 170
EB T >500 142 212 155 200
EB TR >500 162 189 182 200
WB L 85 87 91 72 86
WB T >500 179 199 140 148
WB TR >500 209 234 185 198
NB L 50 97 94 72 108
NB T >500 158 166 104 164
NB TR >500 159 154 120 149
SB L 200 183 182 155 212
SB T >500 171 172 192 218
SB R 130 79 92 89 95
Note: * = Does not exist or is not projected to exist
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Fresno, CA 93704 Page | 28
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Downtown Merced Circulation Modifications - City of Merced Traffic Impact and Parking Analysis
April 4, 2022
Table III: Queuing Analysis (Cont.)
ID Intersection Existing Queue Storage
Length (ft.)
Existing Existing plus
Project
AM PM AM PM
16 Canal Street
/
16th Street
EB L 75 22 30 40 28
EB T >500 32 0 0 0
EB TR >500 25 0 16 0
WB L 75 35 22 38 36
WB T >500 0 0 0 10
WB TR >500 0 23 0 19
NB LTR >500 52 49 54 42
SB LTR >500 56 54 51 49
17 K Street
/
16th Street
EB L 75 51 39 54 33
EB T >500 0 0 0 17
EB TR >500 14 25 7 25
WB L 95 30 35 43 32
WB T >500 0 0 0 0
WB TR >500 7 0 19 10
NB LTR >500 48 44 56 43
SB LTR >500 83 73 54 84
18 MLK Street
/
16th Street
EB L 170 49 38 82 125
EB T >500 110 196 161 237
EB TR >500 160 251 195 310
WB L 100 166 187 127 174
WB T >500 119 220 136 241
WB TR >500 99 143 113 179
NB L 105 182 162 125 171
NB T >500 276 219 113 184
NB R >500 78 85 98 89
SB L 50 100 60 41 79
SB TR >500 205 167 124 159
Note: * = Does not exist or is not projected to exist
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 Page | 29
(559) 570-8991
Downtown Merced Circulation Modifications - City of Merced Traffic Impact and Parking Analysis
April 4, 2022
Conclusions and Recommendations
Conclusions and recommendations regarding the proposed Project are presented below.
Existing Traffic Conditions
• At present, all study intersections operate at an acceptable LOS during both peak periods.
Existing plus Project Traffic Conditions
• Under this scenario, all study intersections operate at an acceptable LOS during both peak periods. • The Project segments have 336 existing on-street parallel parking stalls (excludes the temporary changes to Main Street and Canal Street). With the implementation of the parking recommendations, parking supply would increase by approximately 432 parking stalls based on the preliminary parking concept designs which include the use of diagonal parking stalls and the removal of red curbs at various locations. This results in a net gain of approximately 96 parking stalls throughout the Project. If the City does not allow the removal of the red curbs, approximately 78 parking stalls would be gained for a total of 414 parking stalls.
• Geometrics will be altered to have traffic flow in one direction along Main Street from MLK Jr Way to O Street. The changes in circulation are described below:
o N Street / 18th Street
Eastbound approach lane(s) modified from a left-turn lane and a through-right lane to a left- through lane and a right-turn lane;
Westbound approach lane(s) modified from a left-turn lane and a through-right lane to a left- through-right lane; and
Modify intersection striping to accommodate lane changes. o Canal Street / 18th Street
Eastbound approach lane(s) modified from a left-turn lane and a through-right lane to a left- through lane and a right-turn lane;
Westbound approach lane(s) modified from a left-turn lane and a through-right lane to a left- through-right lane; and
Modify intersection striping to accommodate lane changes. o K Street / 18th Street
Eastbound approach lane(s) modified from a left-turn lane and a through-right lane to a left- through lane and a right-turn lane;
Westbound approach lane(s) modified from a left-turn lane and a through-right lane to a left- through-right lane; and
Modify intersection striping to accommodate lane changes. o O Street / Main Street
Eastbound approach lane(s) modified from a left-turn lane and a through-right lane to a left- turn lane and a right-turn lane;
Northbound approach lane(s) modified from a left-through-right lane to a left-through lane; and
Southbound approach lane(s) modified from a left-thought-right lane to a through-right lane.
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 Page | 30
(559) 570-8991
Downtown Merced Circulation Modifications - City of Merced Traffic Impact and Parking Analysis
April 4, 2022
o N Street / Main Street
Eastbound approach lane(s) have been removed;
Westbound approach lane(s) modified from a left-turn lane and a through-right lane to a left- through lane and a right-turn lane
Northbound approach lane(s) modified from a left-through-right lane to a left-through lane; Southbound approach lane(s) modified from a left-thought-right lane to a through-right lane; and
Signal equipment modified to remove all signal equipment that currently serves eastbound movements.
o M Street / Main Street
Eastbound approach lane(s) have been removed;
Westbound approach lane(s) modified to add a left-through lane and a right-turn lane; Northbound approach lane(s) modified from a left-through lane and a through-right lane to a left-through lane and a through lane;
Southbound approach lane(s) modified from a left-through lane and a through-right lane to a through lane and a through-right lane;
Signal to include an exclusive pedestrian scramble phase across all legs and corners at the same time;
Existing loops modified to accommodate a change in travel directions and lane alignments; and
Signal equipment modified to remove all signal equipment that currently serves eastbound movements.
o Canal Street / Main Street
Eastbound approach lane(s) have been removed;
Westbound approach lane(s) modified to add a through lane; Southbound approach lane(s) modified from a trap left-turn lane to a trap right-turn lane; and Signal equipment modified to remove all signal equipment that currently serves eastbound movements.
o K Street / Main Street
Eastbound approach lane(s) have been removed;
Westbound approach lane(s) modified from a left-right lane to a left-through lane and right- turn lane;
Northbound approach lane(s) modified from a through-right lane to a left-through lane; Southbound approach lane(s) modified from a left-through lane to through-right lane; and Signal equipment modified to remove all signal equipment that currently serves eastbound movements.
o MLK Jr Way / Main Street
Eastbound approach lane(s) have been removed;
Westbound approach lane(s) modified from a left-turn lane, a through lane and trap right-turn lane to a left-through lane and a right-turn lane; and
Signal equipment modified to remove all signal equipment that currently serves eastbound movements.
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 Page | 31
(559) 570-8991
Downtown Merced Circulation Modifications - City of Merced Traffic Impact and Parking Analysis
April 4, 2022
Queuing Analysis
• It is recommended that the City consider left-turn and right-turn lane storage lengths as indicated in the Queuing Analysis. The changes in storage lengths are described below:
o M Street / 18th Street
Consider increasing the storage capacity of the eastbound left-turn lane from 50 feet to 100 feet.
Consider increasing the storage capacity of the westbound left-turn lane from 50 feet to 75 feet.
Consider increasing the storage capacity of the southbound left-turn lane from 60 feet to 75 feet.
o N Street / Main Street
Consider setting the storage capacity of the westbound right-turn lane at 75 feet. o M Street / Main Street
Consider setting the storage capacity of the westbound right-turn lane at 75 feet. o K Street / Main Street
Consider setting the storage capacity of the westbound right-turn lane to 75 feet. o O Street / 16th Street
Consider increasing the storage capacity of the northbound left-turn lane from 50 feet to 75 feet.
Consider increasing the storage capacity of the southbound left-turn lane from 50 feet to 100 feet.
o M Street / 16th Street
The queue length of the northbound left-turn lane exceeds the available storage capacity; however, due to design constraints associated with the at grade railroad crossing the storage capacity cannot be increased.
The queue length of the southbound left-turn lane slightly exceeds the available storage capacity; however, due to design constraints the storage capacity cannot be increased. o MLK Jr Way / 16th Street
Consider increasing the storage capacity of the westbound left-turn lane from 100 feet to 175 feet.
The queue length of the northbound left-turn lane reaches the available storage capacity; however, due to design constraints associated with the at grade railroad crossing the storage capacity cannot be increased.
Consider increasing the storage capacity of the southbound left-turn lane from 50 feet to 75 feet.
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 Page | 32
(559) 570-8991
Downtown Merced Circulation Modifications - City of Merced Traffic Impact and Parking Analysis
April 4, 2022
Study Participants
JLB Traffic Engineering, Inc. Personnel:
Jose Luis Benavides, PE, TE Project Manager
Matthew Arndt, EIT Engineer I/II
Carlos Ayala-Magaña, EIT Engineer I/II
Jesus Garcia Engineer I/II
Javier Rios Engineer I/II
Dennis Wynn Sr. Engineering Technician
Adrian Benavides Engineering Aide
Christian Sanchez Engineering Aide
Persons Consulted:
Michael Beltran, PE City of Merced
Joe Cardoso , PLS City of Merced
Paul Flores City of Merced
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 Page | 33
(559) 570-8991
Downtown Merced Circulation Modifications - City of Merced Traffic Impact and Parking Analysis
April 4, 2022
References
Caltrans. 2002. "Guide for the Preparation of Traffic Impact Studies". State of California.
Caltrans. 2019. "Highway Design Manual". Sacramento: State of California.
Caltrans. 2020. "California Manual on Uniform Traffic Control Devices". Sacramento: State of California.
City of Merced. 2012. "Merced Vision 2030 General Plan". Merced: City of Merced.
County of Merced. 2013. "2030 General Plan". Merced: County of Merced.
Synchro Studio 10 User Guide. 2017. Sugar Land: Trafficware, LLC.
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 Page | A
(559) 570-8991
Appendix A: Traffic Counts
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:
JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704
LOCATION LATITUDE
COUNTY LONGITUDE
COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 11:30 AM - 11:45 AM 0 3 11 4 2 0 0 16 3 0 0 0 24 0 0 0 4 32 0 0 11:45 AM - 12:00 PM 0 0 4 5 0 0 1 6 2 0 0 3 36 3 1 0 2 37 0 1 12:00 PM - 12:15 PM 0 4 5 8 0 0 0 20 3 0 0 1 35 2 0 0 6 45 1 1 12:15 PM - 12:30 PM 0 1 8 3 0 0 0 6 2 0 0 2 32 1 2 0 7 33 0 1 12:30 PM - 12:45 PM 0 2 4 3 0 0 1 13 5 0 0 1 31 1 0 0 3 35 2 1 12:45 PM - 1:00 PM 0 0 10 9 0 0 0 6 7 0 0 2 32 0 1 0 3 35 2 1 1:00 PM - 1:15 PM 0 3 11 8 0 0 0 10 2 0 0 3 28 4 1 0 3 34 2 2 1:15 PM - 1:30 PM 0 0 6 5 0 0 0 6 3 0 0 8 25 1 1 0 3 33 1 2 TOTAL 0 13 59 45 2 0 2 83 27 0 0 20 243 12 6 0 31 284 8 9 Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 0 3 9 1 0 0 4 12 2 0 0 1 23 5 0 0 4 37 1 2 4:15 PM - 4:30 PM 0 4 5 4 0 0 3 12 3 0 0 2 41 3 1 0 5 36 1 1 4:30 PM - 4:45 PM 0 1 11 6 0 0 0 7 4 0 0 2 21 8 0 0 2 37 2 1 4:45 PM - 5:00 PM 0 3 4 6 0 0 2 7 3 0 0 1 33 3 1 0 4 38 2 1 5:00 PM - 5:15 PM 0 3 9 11 0 0 0 22 5 0 0 4 34 2 0 0 1 37 0 1 5:15 PM - 5:30 PM 0 2 2 3 0 0 0 3 1 0 0 1 28 2 2 0 4 27 1 1 5:30 PM - 5:45 PM 0 1 5 8 0 0 0 9 2 0 0 0 19 2 0 0 4 19 0 1 5:45 PM - 6:00 PM 0 0 9 10 0 0 1 8 2 0 0 1 14 0 1 0 1 30 0 1 TOTAL 0 17 54 49 0 0 10 80 22 0 0 12 213 25 5 0 25 261 7 9 PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 12:00 PM - 1:00 PM 0 7 27 23 0 0 1 45 17 0 0 6 130 4 3 0 19 148 5 4 4:15 PM - 5:15 PM 0 11 29 27 0 0 5 48 15 0 0 9 129 16 2 0 12 148 5 4 PHF Trucks PHF
AM 0.831 1.6% PM 15 48 5 0 0.63
PM 0.887 1.3% AM 17 45 1 0 0.685
PHF 0.837 0.921
AM PM
0 0 5 5
9 6 148 148
129 130 19 12
16 4 0 0
PM AM
PHF
0.827 0.938 PHF
0.75 0 7 27 23 AM
0.728 0 11 29 27 PM
Southbound
Southbound Eastbound
Eastbound WestboundNorthbound
Northbound Southbound Eastbound Westbound
18th St
Northbound Westbound
18th St
0 St
0 St
Turning Movement Report
18th St @ O St
Merced
Thursday, December 9, 2021 Clear
37.304096°
-120.487341°
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:
JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704
LOCATION LATITUDE
COUNTY LONGITUDE
COLLECTION DATE WEATHER
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 11:30 AM - 11:45 AM 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0
11:45 AM - 12:00 PM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0
12:00 PM - 12:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
12:15 PM - 12:30 PM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0
12:30 PM - 12:45 PM 0 0 0 0 0 0 1 1 0 0 1 0 0 0 0 1
12:45 PM - 1:00 PM 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0
1:00 PM - 1:15 PM 0 0 0 0 0 1 0 3 0 0 0 1 0 0 0 3
1:15 PM - 1:30 PM 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 2
TOTAL 0 0 0 1 0 1 1 11 0 0 1 1 0 0 0 7
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 4:00 PM - 4:15 PM 0 0 0 0 0 0 0 1 0 0 0 1 1 0 0 0
4:15 PM - 4:30 PM 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 1
4:30 PM - 4:45 PM 0 0 0 1 0 0 0 1 0 2 0 2 0 0 0 2
4:45 PM - 5:00 PM 0 0 1 0 0 0 0 0 0 0 0 3 0 0 0 1
5:00 PM - 5:15 PM 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 1
5:15 PM - 5:30 PM 1 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0
5:30 PM - 5:45 PM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM - 6:00 PM 0 0 0 0 0 1 0 1 0 0 0 1 0 0 0 2
TOTAL 1 0 2 1 0 1 1 6 0 2 0 7 2 0 0 7
PEAK HOUR Left Thru Right Left Thru Right Left Thru Right Left Thru Right 12:00 PM - 1:00 PM 0 0 0 0 0 0 1 5 0 0 1 0 0 0 0 2
4:15 PM - 5:15 PM 0 0 1 1 0 0 1 4 0 2 0 5 0 0 0 5
Bikes Peds Peds <>
AM Peak Total 2 7 PM 1 0 0 1
PM Peak Total 4 15 AM 1 0 0 0
Peds <>
5 2
AM PM
0 0 0 0
2 0 0 0
0 1 0 0
PM AM
Peds <>
0 5
Peds <>
5 0 0 0 AM
4 0 0 1 PM
Turning Movement Report
18th St @ O St 37.304096°
Merced -120.487341°
Thursday, December 9, 2021 Clear
E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes
Westbound Bikes W.Leg
Peds
0 St
18th St 18th St
0 St Page 2 of 3
Northbound Bikes N.Leg
Peds
Southbound Bikes
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:
JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704
LOCATION LATITUDE
COUNTY LONGITUDE
COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 11:30 AM - 11:45 AM 0 2 7 6 2 0 6 5 6 0 0 2 30 3 0 0 3 34 1 0 11:45 AM - 12:00 PM 0 1 3 5 1 0 8 6 2 0 0 4 28 6 2 0 8 29 2 0 12:00 PM - 12:15 PM 2 3 5 8 3 0 3 8 4 1 0 8 35 2 0 0 8 31 3 0 12:15 PM - 12:30 PM 1 2 3 4 2 0 6 2 4 0 0 6 36 4 1 0 9 38 2 0 12:30 PM - 12:45 PM 0 3 4 9 1 0 8 3 4 0 0 1 34 0 0 0 10 34 2 0 12:45 PM - 1:00 PM 1 2 1 10 2 0 2 6 4 0 0 3 45 3 0 0 5 35 1 1 1:00 PM - 1:15 PM 0 3 2 10 2 0 5 4 5 0 0 5 29 2 1 0 5 44 5 0 1:15 PM - 1:30 PM 1 1 3 5 2 0 2 6 4 0 0 2 25 2 2 0 5 40 3 0 TOTAL 5 17 28 57 15 0 40 40 33 1 0 31 262 22 6 0 53 285 19 1 Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 1 1 9 4 2 0 2 6 7 0 0 3 39 3 0 0 8 44 4 1 4:15 PM - 4:30 PM 0 1 5 3 1 0 2 8 3 0 0 2 28 4 2 0 4 43 2 1 4:30 PM - 4:45 PM 0 4 3 11 1 0 10 6 6 0 0 0 35 4 0 0 6 18 2 0 4:45 PM - 5:00 PM 0 1 2 8 1 0 1 5 3 1 0 3 32 2 0 0 2 44 0 0 5:00 PM - 5:15 PM 0 1 3 11 0 0 3 7 6 0 0 3 33 6 0 0 8 30 0 0 5:15 PM - 5:30 PM 3 5 2 6 5 0 4 4 4 0 0 4 25 3 1 0 8 32 3 0 5:30 PM - 5:45 PM 0 3 3 7 1 0 3 2 0 0 0 0 29 1 0 0 7 22 1 0 5:45 PM - 6:00 PM 1 6 2 8 2 0 1 1 4 0 0 0 39 3 1 0 10 41 0 0 TOTAL 5 22 29 58 13 0 26 39 33 1 0 15 260 26 4 0 53 274 12 2 PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 12:00 PM - 1:00 PM 4 10 13 31 8 0 19 19 16 1 0 18 150 9 1 0 32 138 8 1 4:00 PM - 5:00 PM 1 7 19 26 5 0 15 25 19 1 0 8 134 13 2 0 20 149 8 2 PHF Trucks PHF
AM 0.973 2.4% PM 19 25 15 0 0.67
PM 0.847 2.3% AM 16 19 19 0 0.9
PHF 0.861 0.868
AM PM
0 0 8 8
8 18 138 149
134 150 32 20
13 9 0 0
PM AM
PHF
0.908 0.79 PHF
0.806 4 10 13 31 AM
0.736 1 7 19 26 PM
Turning Movement Report
N St @ 18th St
Merced
Tuesday, October 19, 2021 Clear
37.3035
-120.4858
18th St
Northbound Westbound
18th St
N St
N St
Southbound
Southbound Eastbound
Eastbound WestboundNorthbound
Northbound Southbound Eastbound Westbound
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:
JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704
LOCATION LATITUDE
COUNTY LONGITUDE
COLLECTION DATE WEATHER
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 11:30 AM - 11:45 AM 0 0 0 7 0 1 0 10 0 0 0 7 0 0 0 7
11:45 AM - 12:00 PM 0 1 1 3 0 0 0 1 0 1 0 5 0 0 0 1
12:00 PM - 12:15 PM 0 0 0 9 0 0 0 5 0 0 0 12 1 0 0 1
12:15 PM - 12:30 PM 0 0 0 10 0 1 0 2 0 0 0 7 0 0 0 2
12:30 PM - 12:45 PM 0 0 0 7 0 0 0 5 0 1 0 4 0 0 0 1
12:45 PM - 1:00 PM 0 0 0 7 0 1 0 7 0 0 0 5 1 0 0 1
1:00 PM - 1:15 PM 0 0 0 15 0 0 0 5 0 0 0 14 0 0 0 1
1:15 PM - 1:30 PM 0 0 0 8 0 0 0 7 0 1 0 6 0 0 0 3
TOTAL 0 1 1 66 0 3 0 42 0 3 0 60 2 0 0 17
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 4:00 PM - 4:15 PM 0 0 0 3 0 0 0 11 0 0 0 4 0 0 0 3
4:15 PM - 4:30 PM 0 0 1 9 0 0 0 6 0 1 0 5 0 0 0 6
4:30 PM - 4:45 PM 0 0 0 7 0 0 0 6 0 0 0 11 0 0 0 2
4:45 PM - 5:00 PM 0 0 0 2 0 0 0 7 0 0 0 9 0 0 0 6
5:00 PM - 5:15 PM 0 0 0 13 0 0 0 3 0 0 0 12 0 0 0 3
5:15 PM - 5:30 PM 0 0 0 5 0 0 0 1 0 1 0 4 0 0 0 3
5:30 PM - 5:45 PM 0 0 0 4 0 0 0 2 0 1 0 2 0 0 0 4
5:45 PM - 6:00 PM 0 1 0 2 0 1 0 1 0 0 0 1 0 1 0 2
TOTAL 0 1 1 45 0 1 0 37 0 3 0 48 0 1 0 29
PEAK HOUR Left Thru Right Left Thru Right Left Thru Right Left Thru Right 12:00 PM - 1:00 PM 0 0 0 33 0 2 0 19 0 1 0 28 2 0 0 5
4:00 PM - 5:00 PM 0 0 1 21 0 0 0 30 0 1 0 29 0 0 0 17
Bikes Peds Peds <>
AM Peak Total 5 85 PM 0 0 0 21
PM Peak Total 2 97 AM 0 2 0 33
Peds <>
17 5
AM PM
0 0 0 0
1 1 0 0
0 0 2 0
PM AM
Peds <>
28 29
Peds <>
19 0 0 0 AM
30 0 0 1 PM
Westbound Bikes W.Leg
Peds
N St
18th St 18th St
N St Page 2 of 3
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Turning Movement Report
N St @ 18th St 37.3035
Merced -120.4858
Tuesday, October 19, 2021 Clear
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:
JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704
LOCATION LATITUDE
COUNTY LONGITUDE
COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 11:30 AM - 11:45 AM 0 6 87 19 1 0 15 105 12 1 0 13 22 7 1 0 9 20 9 0 11:45 AM - 12:00 PM 0 5 111 10 1 0 22 131 8 2 0 13 18 9 1 0 12 24 14 1 12:00 PM - 12:15 PM 0 2 105 12 0 0 16 128 8 3 0 18 27 15 1 0 17 32 16 1 12:15 PM - 12:30 PM 0 6 133 20 4 0 5 115 13 2 0 21 23 1 1 0 8 23 23 0 12:30 PM - 12:45 PM 0 5 103 10 1 0 12 121 12 2 0 11 26 7 0 0 11 28 18 0 12:45 PM - 1:00 PM 0 2 132 12 2 0 14 122 10 0 0 18 28 8 0 0 6 35 18 3 1:00 PM - 1:15 PM 0 10 98 11 0 0 15 127 16 4 0 8 27 10 3 0 12 33 11 1 1:15 PM - 1:30 PM 0 10 115 19 2 0 10 116 13 1 0 10 17 6 0 0 12 28 15 1 TOTAL 0 46 884 113 11 0 109 965 92 15 0 112 188 63 7 0 87 223 124 7 Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 0 9 123 17 2 0 10 121 17 3 0 15 25 9 0 0 15 36 27 1 4:15 PM - 4:30 PM 0 6 110 9 3 0 15 151 13 6 0 8 19 5 0 0 8 26 11 0 4:30 PM - 4:45 PM 0 4 124 17 2 0 13 123 4 3 0 22 24 16 0 0 19 20 16 0 4:45 PM - 5:00 PM 0 2 110 11 0 0 11 111 11 2 0 15 22 12 0 0 11 30 19 0 5:00 PM - 5:15 PM 0 2 129 14 2 0 10 159 18 0 0 26 23 7 1 0 11 15 18 0 5:15 PM - 5:30 PM 0 2 117 10 1 0 8 157 13 3 0 15 19 6 0 0 4 25 22 0 5:30 PM - 5:45 PM 0 3 119 11 2 0 6 99 11 1 0 13 26 7 0 0 8 16 12 0 5:45 PM - 6:00 PM 0 4 94 12 0 0 11 113 13 3 0 16 27 3 0 0 7 37 12 0 TOTAL 0 32 926 101 12 0 84 1034 100 21 0 130 185 65 1 0 83 205 137 1 PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 12:00 PM - 1:00 PM 0 15 473 54 7 0 47 486 43 7 0 68 104 31 2 0 42 118 75 4 4:30 PM - 5:30 PM 0 10 480 52 5 0 42 550 46 8 0 78 88 41 1 0 45 90 75 0 PHF Trucks PHF
AM 0.960 1.3% PM 46 550 42 0 0.853
PM 0.924 0.9% AM 43 486 47 0 0.947
PHF 0.835 0.846
AM PM
0 0 75 75
78 68 118 90
88 104 42 45
41 31 0 0
PM AM
PHF
0.904 0.875 PHF
0.852 0 15 473 54 AM
0.934 0 10 480 52 PM
Southbound
Southbound Eastbound
Eastbound WestboundNorthbound
Northbound Southbound Eastbound Westbound
18th St
Northbound Westbound
18th St
M St
M St
Turning Movement Report
M St @ 18th St
Merced
Tuesday, October 19, 2021 Clear
37.3030
-120.4843
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:
JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704
LOCATION LATITUDE
COUNTY LONGITUDE
COLLECTION DATE WEATHER
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 11:30 AM - 11:45 AM 0 0 0 6 0 0 0 6 0 0 0 0 0 0 0 5
11:45 AM - 12:00 PM 0 0 0 5 0 0 0 1 0 1 0 3 0 0 0 2
12:00 PM - 12:15 PM 0 0 0 5 0 0 0 6 1 0 0 2 0 0 1 6
12:15 PM - 12:30 PM 0 0 0 3 0 0 0 2 0 0 0 1 0 0 0 2
12:30 PM - 12:45 PM 0 0 0 3 0 0 0 2 0 1 0 1 0 0 0 1
12:45 PM - 1:00 PM 0 0 0 2 0 0 0 5 0 0 0 5 0 0 0 2
1:00 PM - 1:15 PM 0 1 0 2 0 0 0 4 1 0 0 0 0 0 0 0
1:15 PM - 1:30 PM 0 2 0 5 0 1 0 5 0 0 0 2 0 0 0 3
TOTAL 0 3 0 31 0 1 0 31 2 2 0 14 0 0 1 21
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 4:00 PM - 4:15 PM 0 0 0 3 0 0 0 0 0 0 0 1 0 0 1 1
4:15 PM - 4:30 PM 0 0 0 1 0 0 0 1 0 0 0 0 0 0 1 0
4:30 PM - 4:45 PM 0 0 0 0 0 0 0 4 0 0 0 0 0 0 0 1
4:45 PM - 5:00 PM 0 0 0 2 0 0 0 5 0 0 0 1 0 0 0 1
5:00 PM - 5:15 PM 0 0 0 2 0 0 0 2 0 0 0 0 0 0 0 0
5:15 PM - 5:30 PM 0 1 0 0 0 0 0 2 0 1 0 0 0 0 0 1
5:30 PM - 5:45 PM 0 0 0 2 0 0 0 1 0 1 0 0 0 0 0 1
5:45 PM - 6:00 PM 1 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0
TOTAL 1 1 0 10 0 1 0 15 0 2 0 2 0 1 2 5
PEAK HOUR Left Thru Right Left Thru Right Left Thru Right Left Thru Right 12:00 PM - 1:00 PM 0 0 0 13 0 0 0 15 1 1 0 9 0 0 1 11
4:30 PM - 5:30 PM 0 1 0 4 0 0 0 13 0 1 0 1 0 0 0 3
Bikes Peds Peds <>
AM Peak Total 3 48 PM 0 0 0 4
PM Peak Total 2 21 AM 0 0 0 13
Peds <>
3 11
AM PM
0 1 1 0
1 1 0 0
0 0 0 0
PM AM
Peds <>
9 1
Peds <>
15 0 0 0 AM
13 0 1 0 PM
Turning Movement Report
M St @ 18th St 37.3030
Merced -120.4843
Tuesday, October 19, 2021 Clear
E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes
Westbound Bikes W.Leg
Peds
M St
18th St 18th St
M St Page 2 of 3
Northbound Bikes N.Leg
Peds
Southbound Bikes
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:
JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704
LOCATION LATITUDE
COUNTY LONGITUDE
COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 11:30 AM - 11:45 AM 0 0 0 0 0 0 9 5 10 0 0 2 13 10 0 0 4 59 7 1 11:45 AM - 12:00 PM 0 0 0 0 0 0 6 10 13 0 0 1 20 14 0 0 9 52 8 0 12:00 PM - 12:15 PM 0 0 0 0 0 0 7 12 15 1 0 6 29 4 0 0 4 56 6 0 12:15 PM - 12:30 PM 0 0 0 0 0 0 8 4 15 1 0 6 30 5 0 0 6 59 10 2 12:30 PM - 12:45 PM 0 0 0 0 0 0 3 7 5 1 0 5 25 5 1 0 15 51 7 0 12:45 PM - 1:00 PM 0 0 0 0 0 0 7 4 3 0 0 5 39 1 0 0 9 55 8 1 1:00 PM - 1:15 PM 0 1 0 0 0 0 4 3 14 0 0 1 23 6 1 0 8 55 7 0 1:15 PM - 1:30 PM 0 0 0 0 0 0 5 7 5 0 0 7 24 5 0 0 6 43 8 0 TOTAL 0 1 0 0 0 0 49 52 80 3 0 33 203 50 2 0 61 430 61 4 Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 0 0 0 0 0 0 8 9 6 1 0 1 25 5 0 0 10 49 4 0 4:15 PM - 4:30 PM 0 0 0 1 0 0 7 2 10 0 0 2 26 2 0 0 6 62 3 0 4:30 PM - 4:45 PM 0 0 0 0 0 0 5 5 7 0 0 1 21 1 0 0 2 50 3 0 4:45 PM - 5:00 PM 0 0 0 0 0 0 4 7 10 0 0 2 22 6 0 0 8 57 3 0 5:00 PM - 5:15 PM 0 0 0 0 0 0 6 4 8 0 0 4 38 7 0 0 12 47 3 0 5:15 PM - 5:30 PM 0 0 0 0 0 0 8 4 7 0 0 2 23 4 0 0 10 31 2 0 5:30 PM - 5:45 PM 0 0 1 1 0 0 4 2 5 0 0 0 23 2 0 0 5 34 3 0 5:45 PM - 6:00 PM 0 0 0 0 0 0 4 4 0 0 0 1 18 2 0 0 13 46 5 0 TOTAL 0 0 1 2 0 0 46 37 53 1 0 13 196 29 0 0 66 376 26 0 PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 11:45 AM - 12:45 PM 0 0 0 0 0 0 24 33 48 3 0 18 104 28 1 0 34 218 31 2 4:15 PM - 5:15 PM 0 0 0 1 0 0 22 18 35 0 0 9 107 16 0 0 28 216 12 0 PHF Trucks PHF
AM 0.941 1.1% PM 35 18 22 0 0.893
PM 0.899 0.0% AM 48 33 24 0 0.772
PHF 0.673 0.915
AM PM
0 0 31 12
9 18 218 216
107 104 34 28
16 28 0 0
PM AM
PHF
0.943 0.901 PHF
##### 0 0 0 0 AM
0.250 0 0 0 1 PM
Turning Movement Report
18th St @ Canal St
Merced
Thursday, September 16, 2021 Clear
37.3024
-120.4828
18th St
Northbound Westbound
18th St
Canal St
Canal St
Southbound
Southbound Eastbound
Eastbound WestboundNorthbound
Northbound Southbound Eastbound Westbound
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:
JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704
LOCATION LATITUDE
COUNTY LONGITUDE
COLLECTION DATE WEATHER
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 11:30 AM - 11:45 AM 0 0 0 2 0 0 0 7 0 0 0 3 0 0 0 6
11:45 AM - 12:00 PM 0 0 0 4 0 0 0 5 0 0 0 5 0 0 0 4
12:00 PM - 12:15 PM 0 0 0 5 0 0 0 5 0 0 0 5 0 0 0 1
12:15 PM - 12:30 PM 0 0 0 2 0 0 0 1 0 0 0 0 0 0 0 2
12:30 PM - 12:45 PM 0 0 0 10 0 1 0 4 0 0 0 4 0 0 0 5
12:45 PM - 1:00 PM 1 0 0 2 0 0 0 9 0 0 0 7 0 0 0 4
1:00 PM - 1:15 PM 0 0 0 2 0 2 0 5 0 0 0 1 0 0 0 1
1:15 PM - 1:30 PM 0 0 0 4 0 0 0 12 0 0 0 13 0 0 0 8
TOTAL 1 0 0 31 0 3 0 48 0 0 0 38 0 0 0 31
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 4:00 PM - 4:15 PM 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 3
4:15 PM - 4:30 PM 0 0 0 1 0 0 0 1 0 0 0 1 0 0 0 1
4:30 PM - 4:45 PM 0 0 1 1 0 0 0 3 0 0 0 0 0 0 0 0
4:45 PM - 5:00 PM 0 0 0 1 0 0 0 0 0 1 0 1 0 0 0 1
5:00 PM - 5:15 PM 0 0 0 0 0 0 0 1 0 1 0 1 0 0 0 4
5:15 PM - 5:30 PM 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 1
5:30 PM - 5:45 PM 0 0 0 0 0 0 0 1 0 0 0 2 0 0 0 1
5:45 PM - 6:00 PM 0 0 0 0 0 0 0 2 0 0 0 1 0 0 0 0
TOTAL 0 0 1 4 0 0 0 9 0 2 0 8 0 0 0 11
PEAK HOUR Left Thru Right Left Thru Right Left Thru Right Left Thru Right 11:45 AM - 12:45 PM 0 0 0 21 0 1 0 15 0 0 0 14 0 0 0 12 4:15 PM - 5:15 PM 0 0 1 3 0 0 0 5 0 2 0 3 0 0 0 6
Bikes Peds Peds <>
AM Peak Total 1 62 PM 0 0 0 3
PM Peak Total 3 17 AM 0 1 0 21
Peds <>
6 12
AM PM
0 0 0 0
2 0 0 0
0 0 0 0
PM AM
Peds <>
14 3
Peds <>
15 0 0 0 AM
5 0 0 1 PM
Westbound Bikes W.Leg
Peds
Canal St
18th St 18th St
Canal St Page 2 of 3
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Turning Movement Report
18th St @ Canal St 37.3024
Merced -120.4828
Thursday, September 16, 2021 Clear
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:
JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704
LOCATION LATITUDE
COUNTY LONGITUDE
COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 11:30 AM - 11:45 AM 0 31 16 3 1 0 6 8 5 1 0 0 20 6 0 0 1 35 0 1 11:45 AM - 12:00 PM 0 24 7 2 2 0 4 11 2 2 0 2 18 5 0 0 1 39 3 0 12:00 PM - 12:15 PM 0 26 18 2 0 0 7 11 2 0 0 4 24 4 0 0 1 37 0 0 12:15 PM - 12:30 PM 0 20 15 2 2 0 3 10 6 1 0 9 26 5 1 0 1 47 2 2 12:30 PM - 12:45 PM 0 30 7 3 0 0 5 9 6 3 0 5 22 4 1 0 1 33 0 0 12:45 PM - 1:00 PM 0 15 15 4 3 0 8 11 2 1 0 8 34 6 0 0 1 48 3 0 1:00 PM - 1:15 PM 0 24 9 6 0 0 2 6 3 1 0 4 24 3 1 0 3 44 0 1 1:15 PM - 1:30 PM 0 21 19 8 1 0 6 7 5 2 0 2 26 2 0 0 2 33 2 0 TOTAL 0 191 106 30 9 0 41 73 31 11 0 34 194 35 3 0 11 316 10 4 Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 0 13 12 2 0 0 7 12 7 2 0 1 28 5 1 0 2 40 3 0 4:15 PM - 4:30 PM 0 25 11 4 2 0 4 14 8 0 0 6 33 4 0 0 2 42 4 0 4:30 PM - 4:45 PM 0 18 13 7 0 0 4 8 3 2 0 2 24 3 0 0 3 34 4 0 4:45 PM - 5:00 PM 0 24 9 5 2 0 1 12 5 1 0 3 24 3 0 0 1 42 2 1 5:00 PM - 5:15 PM 0 14 18 7 1 0 6 8 2 1 0 5 40 4 0 0 2 42 3 0 5:15 PM - 5:30 PM 0 16 11 3 1 0 3 10 4 2 0 0 26 3 0 0 1 22 2 0 5:30 PM - 5:45 PM 0 15 15 3 0 0 2 5 2 0 0 2 29 0 0 0 1 23 2 0 5:45 PM - 6:00 PM 0 22 7 4 1 0 2 9 2 2 0 1 21 0 0 0 0 37 1 0 TOTAL 0 147 96 35 7 0 29 78 33 10 0 20 225 22 1 0 12 282 21 1 PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 12:00 PM - 1:00 PM 0 91 55 11 5 0 23 41 16 5 0 26 106 19 2 0 4 165 5 2 4:15 PM - 5:15 PM 0 81 51 23 5 0 15 42 18 4 0 16 121 14 0 0 8 160 13 1 PHF Trucks PHF
AM 0.906 2.5% PM 18 42 15 0 0.721
PM 0.895 1.8% AM 16 41 23 0 0.952
PHF 0.77 0.786
AM PM
0 0 5 13
16 26 165 160
121 106 4 8
14 19 0 0
PM AM
PHF
0.837 0.943 PHF
0.853 0 91 55 11 AM
0.969 0 81 51 23 PM
Turning Movement Report
18th St @ K St
Merced
Thursday, September 16, 2021 Clear
37.3019
-120.4813
18th St
Northbound Westbound
18th St
K St
K St
Southbound
Southbound Eastbound
Eastbound WestboundNorthbound
Northbound Southbound Eastbound Westbound
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:
JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704
LOCATION LATITUDE
COUNTY LONGITUDE
COLLECTION DATE WEATHER
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 11:30 AM - 11:45 AM 0 0 0 0 0 0 0 3 1 0 0 1 0 0 0 0
11:45 AM - 12:00 PM 0 0 0 2 0 1 1 2 0 0 0 1 0 0 0 2
12:00 PM - 12:15 PM 0 0 0 4 0 1 0 2 0 1 0 10 0 0 0 5
12:15 PM - 12:30 PM 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1
12:30 PM - 12:45 PM 0 0 0 10 0 0 0 2 0 0 0 1 0 0 0 9
12:45 PM - 1:00 PM 0 0 0 0 0 1 0 0 0 0 0 4 0 0 0 2
1:00 PM - 1:15 PM 0 1 0 1 0 0 0 11 0 0 0 17 0 0 0 1
1:15 PM - 1:30 PM 0 0 0 0 0 0 0 2 0 0 0 1 0 0 0 1
TOTAL 0 1 0 18 0 3 1 22 1 1 0 35 0 0 0 21
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 4:00 PM - 4:15 PM 0 0 0 0 0 0 0 4 0 0 0 3 0 0 0 3
4:15 PM - 4:30 PM 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM - 4:45 PM 0 0 0 0 0 1 0 0 0 1 0 4 0 1 0 0
4:45 PM - 5:00 PM 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0
5:00 PM - 5:15 PM 0 0 0 0 0 0 0 0 0 1 0 7 0 0 0 0
5:15 PM - 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM - 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0
5:45 PM - 6:00 PM 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0
TOTAL 0 0 0 1 0 1 0 5 0 3 0 17 0 1 0 3
PEAK HOUR Left Thru Right Left Thru Right Left Thru Right Left Thru Right 12:00 PM - 1:00 PM 0 0 0 15 0 2 0 4 0 1 0 15 0 0 0 17
4:15 PM - 5:15 PM 0 0 0 1 0 1 0 1 0 3 0 11 0 1 0 0
Bikes Peds Peds <>
AM Peak Total 3 51 PM 0 1 0 1
PM Peak Total 5 13 AM 0 2 0 15
Peds <>
0 17
AM PM
0 0 0 0
3 1 0 1
0 0 0 0
PM AM
Peds <>
15 11
Peds <>
4 0 0 0 AM
1 0 0 0 PM
Westbound Bikes W.Leg
Peds
K St
18th St 18th St
K St Page 2 of 3
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Turning Movement Report
18th St @ K St 37.3019
Merced -120.4813
Thursday, September 16, 2021 Clear
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:
JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704
LOCATION LATITUDE
COUNTY LONGITUDE
COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 11:30 AM - 11:45 AM 0 18 20 7 0 0 0 16 3 0 0 1 14 13 1 0 3 15 3 1 11:45 AM - 12:00 PM 0 14 23 3 0 0 4 7 3 0 0 0 13 9 0 0 3 26 1 0 12:00 PM - 12:15 PM 1 14 22 4 0 0 7 18 3 0 0 3 18 20 0 0 2 21 3 1 12:15 PM - 12:30 PM 0 19 34 3 0 0 2 24 1 1 0 4 18 9 0 0 1 27 2 0 12:30 PM - 12:45 PM 0 18 23 5 0 0 3 18 1 1 1 0 19 11 0 0 6 14 0 0 12:45 PM - 1:00 PM 0 28 12 3 0 0 3 17 2 1 0 5 28 13 0 0 1 19 3 1 1:00 PM - 1:15 PM 0 21 12 3 0 0 5 28 0 1 0 5 20 9 2 0 4 24 2 0 1:15 PM - 1:30 PM 0 13 14 6 0 0 4 19 3 0 0 5 18 17 0 0 4 22 0 0 TOTAL 1 145 160 34 0 0 28 147 16 4 1 23 148 101 3 0 24 168 14 3 Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 0 18 25 3 0 0 2 20 2 0 0 3 18 16 0 0 2 21 1 0 4:15 PM - 4:30 PM 0 17 30 4 0 0 3 19 1 1 0 1 24 14 0 0 2 25 5 0 4:30 PM - 4:45 PM 0 15 34 3 0 0 1 23 3 0 0 3 21 13 0 0 2 20 3 0 4:45 PM - 5:00 PM 0 25 25 1 0 0 3 23 3 1 0 2 19 9 0 0 1 22 1 0 5:00 PM - 5:15 PM 0 13 23 3 0 1 1 28 2 1 0 6 40 15 0 0 0 19 4 0 5:15 PM - 5:30 PM 0 8 21 7 0 0 3 33 0 0 0 3 21 10 1 0 1 16 3 0 5:30 PM - 5:45 PM 0 18 15 3 0 0 2 24 3 0 0 3 24 7 0 0 2 11 3 0 5:45 PM - 6:00 PM 0 10 19 2 0 0 3 11 0 0 0 4 13 11 0 0 3 25 2 0 TOTAL 0 124 192 26 0 1 18 181 14 3 0 25 180 95 1 0 13 159 22 0 PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 12:00 PM - 1:00 PM 1 79 91 15 0 0 15 77 7 3 1 12 83 53 0 0 10 81 8 2 4:15 PM - 5:15 PM 0 70 112 11 0 1 8 93 9 3 0 12 104 51 0 0 5 86 13 0 PHF Trucks PHF
AM 0.925 0.9% PM 9 93 8 1 0.867
PM 0.927 0.5% AM 7 77 15 0 0.884
PHF 0.684 0.81
AM PM
0 1 8 13
12 12 81 86
104 83 10 5
51 53 0 0
PM AM
PHF
0.825 0.813 PHF
0.83 1 79 91 15 AM
0.928 0 70 112 11 PM
Southbound
Southbound Eastbound
Eastbound WestboundNorthbound
Northbound Southbound Eastbound Westbound
18th St
Northbound Westbound
18th St
Martin Luther King Jr Wy
Martin Luther King Jr Wy
Turning Movement Report
18th St @ Martin Luther King Jr Wy
Merced
Thursday, September 16, 2021 Clear
37.3013
-120.4798
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:
JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704
LOCATION LATITUDE
COUNTY LONGITUDE
COLLECTION DATE WEATHER
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 11:30 AM - 11:45 AM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1
11:45 AM - 12:00 PM 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0
12:00 PM - 12:15 PM 0 0 0 2 0 0 0 2 0 0 1 0 0 0 0 2
12:15 PM - 12:30 PM 0 0 0 1 0 0 0 1 0 0 0 3 1 0 0 1
12:30 PM - 12:45 PM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1
12:45 PM - 1:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2
1:00 PM - 1:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
1:15 PM - 1:30 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0
TOTAL 0 1 0 4 0 0 0 5 0 0 1 3 1 0 0 7
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 4:00 PM - 4:15 PM 0 1 1 0 1 0 0 0 0 0 0 0 0 0 0 0
4:15 PM - 4:30 PM 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0
4:30 PM - 4:45 PM 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0
4:45 PM - 5:00 PM 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 2
5:00 PM - 5:15 PM 0 0 0 0 1 0 0 2 0 1 0 0 0 0 0 2
5:15 PM - 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0
5:30 PM - 5:45 PM 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0
5:45 PM - 6:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2
TOTAL 0 1 1 0 3 0 0 3 2 2 0 0 1 1 0 6
PEAK HOUR Left Thru Right Left Thru Right Left Thru Right Left Thru Right 12:00 PM - 1:00 PM 0 0 0 3 0 0 0 4 0 0 1 3 1 0 0 6
4:15 PM - 5:15 PM 0 0 0 0 1 0 0 3 2 2 0 0 0 1 0 4
Bikes Peds Peds <>
AM Peak Total 2 16 PM 0 0 1 0
PM Peak Total 6 7 AM 0 0 0 3
Peds <>
4 6
AM PM
2 0 0 0
2 0 0 1
0 1 1 0
PM AM
Peds <>
3 0
Peds <>
4 0 0 0 AM
3 0 0 0 PM
Turning Movement Report
18th St @ Martin Luther King Jr Wy 37.3013
Merced -120.4798
Thursday, September 16, 2021 Clear
E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes
Westbound Bikes W.Leg
Peds
Martin Luther King Jr Wy
18th St 18th St
Martin Luther King Jr Wy Page 2 of 3
Northbound Bikes N.Leg
Peds
Southbound Bikes
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:
JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704
LOCATION LATITUDE
COUNTY LONGITUDE
COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 11:30 AM - 11:45 AM 0 8 10 9 0 0 4 16 1 0 0 3 36 2 1 0 1 19 3 4 11:45 AM - 12:00 PM 0 6 5 5 0 0 1 12 1 0 0 5 40 7 0 0 1 12 0 0 12:00 PM - 12:15 PM 0 7 8 3 0 0 4 18 6 1 0 3 36 8 0 0 0 12 2 1 12:15 PM - 12:30 PM 0 6 8 4 0 0 3 9 5 0 0 4 37 8 0 0 2 9 1 0 12:30 PM - 12:45 PM 0 4 8 4 0 0 2 14 4 0 0 0 29 10 0 0 2 18 0 1 12:45 PM - 1:00 PM 0 3 11 4 0 0 1 5 1 0 0 3 39 7 1 0 0 7 0 0 1:00 PM - 1:15 PM 0 1 13 7 0 0 3 17 4 1 0 6 40 6 1 0 0 11 0 0 1:15 PM - 1:30 PM 0 3 9 4 0 0 2 6 2 0 0 4 38 6 0 0 4 8 1 0 TOTAL 0 38 72 40 0 0 20 97 24 2 0 28 295 54 3 0 10 96 7 6 Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 0 4 6 6 0 0 1 15 4 0 0 2 34 6 1 0 0 9 1 0 4:15 PM - 4:30 PM 0 5 8 7 0 0 1 14 3 0 0 2 40 4 0 0 1 10 1 1 4:30 PM - 4:45 PM 0 6 12 0 0 0 1 11 7 0 0 4 30 10 0 0 1 12 1 0 4:45 PM - 5:00 PM 0 2 9 2 0 0 1 12 4 0 0 7 41 6 0 0 4 11 1 0 5:00 PM - 5:15 PM 0 6 14 4 0 0 1 22 6 0 0 5 44 10 0 0 3 15 5 0 5:15 PM - 5:30 PM 0 7 3 2 0 0 2 5 7 0 0 1 43 3 0 0 0 11 0 0 5:30 PM - 5:45 PM 0 2 6 4 0 0 2 9 4 0 0 8 37 2 0 0 0 7 4 0 5:45 PM - 6:00 PM 0 2 14 1 0 0 0 6 0 0 0 5 35 4 0 0 0 13 9 0 TOTAL 0 34 72 26 0 0 9 94 35 0 0 34 304 45 1 0 9 88 22 1 PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 11:30 AM - 12:30 PM 0 27 31 21 0 0 12 55 13 1 0 15 149 25 1 0 4 52 6 5 4:15 PM - 5:15 PM 0 19 43 13 0 0 4 59 20 0 0 18 155 30 0 0 9 48 8 1 PHF Trucks PHF
AM 0.915 1.7% PM 20 59 4 0 0.716
PM 0.789 0.2% AM 13 55 12 0 0.714
PHF 0.86 0.909
AM PM
0 0 6 8
18 15 52 48
155 149 4 9
30 25 0 0
PM AM
PHF
0.674 0.707 PHF
0.731 0 27 31 21 AM
0.781 0 19 43 13 PM
Southbound
Southbound Eastbound
Eastbound WestboundNorthbound
Northbound Southbound Eastbound Westbound
Main St
Northbound Westbound
Main St
0 St
0 St
Turning Movement Report
Main St @ O St
Merced
Thursday, December 9, 2021 Clear
37.303089°
-120.487905°
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:
JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704
LOCATION LATITUDE
COUNTY LONGITUDE
COLLECTION DATE WEATHER
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 11:30 AM - 11:45 AM 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0
11:45 AM - 12:00 PM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0
12:00 PM - 12:15 PM 0 0 0 2 0 0 0 0 0 0 0 2 0 0 0 1
12:15 PM - 12:30 PM 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0
12:30 PM - 12:45 PM 1 0 0 3 0 0 0 0 0 0 0 2 0 0 0 1
12:45 PM - 1:00 PM 0 0 0 0 0 1 0 0 0 0 2 2 0 0 0 0
1:00 PM - 1:15 PM 0 0 0 1 0 0 0 2 0 0 0 1 0 0 0 2
1:15 PM - 1:30 PM 0 0 0 2 0 0 0 2 0 0 0 0 0 0 0 0
TOTAL 2 0 0 9 0 1 0 5 0 0 2 8 0 0 0 4
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 4:00 PM - 4:15 PM 0 0 0 2 0 0 1 2 0 0 0 1 0 1 0 0
4:15 PM - 4:30 PM 0 0 0 0 0 0 0 2 0 1 1 2 0 1 0 0
4:30 PM - 4:45 PM 0 0 1 0 0 0 0 0 0 0 0 3 0 0 0 2
4:45 PM - 5:00 PM 0 0 1 2 0 0 0 0 0 1 0 5 0 0 0 0
5:00 PM - 5:15 PM 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 1
5:15 PM - 5:30 PM 0 0 0 0 0 1 0 2 0 1 0 0 0 0 1 0
5:30 PM - 5:45 PM 0 0 0 2 0 0 0 3 0 0 0 4 0 0 0 1
5:45 PM - 6:00 PM 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0
TOTAL 0 0 2 6 1 1 1 9 0 4 1 16 0 2 1 4
PEAK HOUR Left Thru Right Left Thru Right Left Thru Right Left Thru Right 11:30 AM - 12:30 PM 1 0 0 3 0 0 0 1 0 0 0 3 0 0 0 1
4:15 PM - 5:15 PM 0 0 2 2 0 0 0 2 0 3 1 11 0 1 0 3
Bikes Peds Peds <>
AM Peak Total 1 8 PM 0 0 0 2
PM Peak Total 7 18 AM 0 0 0 3
Peds <>
3 1
AM PM
0 0 0 0
3 0 0 1
1 0 0 0
PM AM
Peds <>
3 11
Peds <>
1 1 0 0 AM
2 0 0 2 PM
Turning Movement Report
Main St @ O St 37.303089°
Merced -120.487905°
Thursday, December 9, 2021 Clear
E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes
Westbound Bikes W.Leg
Peds
0 St
Main St Main St
0 St Page 2 of 3
Northbound Bikes N.Leg
Peds
Southbound Bikes
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:
JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704
LOCATION LATITUDE
COUNTY LONGITUDE
COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 11:30 AM - 11:45 AM 0 0 10 5 2 0 0 4 5 0 0 3 23 3 0 0 1 4 1 1 11:45 AM - 12:00 PM 0 2 5 5 1 0 2 11 6 1 0 1 30 2 0 0 1 12 3 1 12:00 PM - 12:15 PM 0 2 7 2 0 0 3 11 8 0 0 4 37 5 0 0 1 8 6 0 12:15 PM - 12:30 PM 0 3 8 1 1 0 2 9 4 1 0 2 36 1 0 0 0 14 1 0 12:30 PM - 12:45 PM 0 3 12 4 2 0 1 8 4 0 0 4 25 6 1 0 4 8 1 0 12:45 PM - 1:00 PM 0 0 6 6 1 0 3 5 7 0 0 2 28 4 0 0 0 10 4 1 1:00 PM - 1:15 PM 0 1 9 7 2 0 2 5 4 0 0 4 40 1 0 0 2 6 2 0 1:15 PM - 1:30 PM 1 2 7 4 1 0 1 9 4 4 0 5 38 5 0 0 2 9 0 0 TOTAL 1 13 64 34 10 0 14 62 42 6 0 25 257 27 1 0 11 71 18 3 Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 0 3 12 6 1 0 2 12 2 0 0 3 37 3 0 0 0 8 1 0 4:15 PM - 4:30 PM 0 1 5 6 1 0 4 10 3 1 0 1 26 3 0 0 1 2 4 1 4:30 PM - 4:45 PM 0 2 10 1 1 0 3 7 7 0 0 1 34 3 0 0 1 12 7 0 4:45 PM - 5:00 PM 0 1 5 5 1 0 0 10 3 1 0 2 38 1 0 0 0 12 4 0 5:00 PM - 5:15 PM 0 1 5 7 0 0 4 12 7 0 0 5 37 4 0 0 0 14 2 0 5:15 PM - 5:30 PM 0 3 5 4 2 1 4 9 4 1 0 4 32 3 0 0 2 4 6 0 5:30 PM - 5:45 PM 0 3 8 4 1 0 2 3 6 0 0 5 32 4 0 0 0 6 1 0 5:45 PM - 6:00 PM 0 3 5 2 1 0 2 8 7 1 0 6 38 0 0 0 1 9 0 0 TOTAL 0 17 55 35 8 1 21 71 39 4 0 27 274 21 0 0 5 67 25 1 PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 11:45 AM - 12:45 PM 0 10 32 12 4 0 8 39 22 2 0 11 128 14 1 0 6 42 11 1 4:30 PM - 5:30 PM 0 7 25 17 4 1 11 38 21 2 0 12 141 11 0 0 3 42 19 0 PHF Trucks PHF
AM 0.891 2.4% PM 21 38 11 1 0.772
PM 0.888 1.7% AM 22 39 8 0 0.784
PHF 0.891 0.832
AM PM
0 0 11 19
12 11 42 42
141 128 6 3
11 14 0 0
PM AM
PHF
0.922 0.8 PHF
0.711 0 10 32 12 AM
0.942 0 7 25 17 PM
Southbound
Southbound Eastbound
Eastbound WestboundNorthbound
Northbound Southbound Eastbound Westbound
Main St
Northbound Westbound
Main St
N St
N St
Turning Movement Report
N St @ Main St
Merced
Tuesday, October 19, 2021 Clear
37.3025
-120.4864
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:
JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704
LOCATION LATITUDE
COUNTY LONGITUDE
COLLECTION DATE WEATHER
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 11:30 AM - 11:45 AM 0 0 1 0 0 0 0 0 0 0 0 1 0 0 0 0
11:45 AM - 12:00 PM 0 0 0 2 0 0 0 1 0 2 0 0 0 0 0 3
12:00 PM - 12:15 PM 0 0 0 4 0 0 0 5 0 0 0 3 0 2 0 2
12:15 PM - 12:30 PM 0 0 0 1 0 1 0 3 0 0 0 5 1 0 0 2
12:30 PM - 12:45 PM 0 0 0 4 0 0 0 2 0 0 0 4 0 0 0 5
12:45 PM - 1:00 PM 0 0 0 2 0 1 0 1 0 0 0 1 1 0 0 2
1:00 PM - 1:15 PM 0 0 0 2 0 0 0 1 0 0 0 2 0 0 0 3
1:15 PM - 1:30 PM 1 0 0 8 0 0 1 5 0 1 0 7 0 0 0 0
TOTAL 1 0 1 23 0 2 1 18 0 3 0 23 2 2 0 17
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 4:00 PM - 4:15 PM 0 0 0 1 0 0 0 8 0 0 0 4 0 0 0 2
4:15 PM - 4:30 PM 0 0 0 1 0 0 0 0 0 1 0 1 0 1 1 1
4:30 PM - 4:45 PM 0 0 0 10 0 0 0 3 0 1 0 3 0 0 0 4
4:45 PM - 5:00 PM 0 0 0 1 0 0 0 2 0 0 1 1 0 0 0 6
5:00 PM - 5:15 PM 0 0 0 1 0 0 0 3 0 1 0 0 0 1 0 1
5:15 PM - 5:30 PM 0 0 0 2 0 0 0 3 0 2 0 8 0 0 0 5
5:30 PM - 5:45 PM 0 0 0 3 0 0 0 2 0 0 0 1 0 0 0 4
5:45 PM - 6:00 PM 0 1 0 5 0 0 1 1 0 0 0 2 0 0 0 0
TOTAL 0 1 0 24 0 0 1 22 0 5 1 20 0 2 1 23
PEAK HOUR Left Thru Right Left Thru Right Left Thru Right Left Thru Right 11:45 AM - 12:45 PM 0 0 0 11 0 1 0 11 0 2 0 12 1 2 0 12 4:30 PM - 5:30 PM 0 0 0 14 0 0 0 11 0 4 1 12 0 1 0 16
Bikes Peds Peds <>
AM Peak Total 6 46 PM 0 0 0 14
PM Peak Total 6 53 AM 0 1 0 11
Peds <>
16 12
AM PM
0 0 0 0
4 2 2 1
1 0 1 0
PM AM
Peds <>
12 12
Peds <>
11 0 0 0 AM
11 0 0 0 PM
Turning Movement Report
N St @ Main St 37.3025
Merced -120.4864
Tuesday, October 19, 2021 Clear
E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes
Westbound Bikes W.Leg
Peds
N St
Main St Main St
N St Page 2 of 3
Northbound Bikes N.Leg
Peds
Southbound Bikes
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:
JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704
LOCATION LATITUDE
COUNTY LONGITUDE
COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 11:30 AM - 11:45 AM 0 0 102 5 1 0 7 108 4 1 0 7 19 4 0 0 0 0 0 0 11:45 AM - 12:00 PM 0 6 112 3 1 0 7 133 13 4 0 12 20 5 1 0 0 0 0 0 12:00 PM - 12:15 PM 0 8 116 5 1 0 4 153 9 2 0 9 28 4 0 0 0 0 0 0 12:15 PM - 12:30 PM 0 3 146 10 4 0 8 107 11 0 0 8 22 7 0 0 0 0 0 0 12:30 PM - 12:45 PM 0 1 110 4 1 0 7 123 11 2 0 4 19 6 0 0 0 0 0 0 12:45 PM - 1:00 PM 0 5 143 13 3 0 10 123 9 3 0 11 26 4 1 0 0 0 0 0 1:00 PM - 1:15 PM 0 2 105 7 0 0 7 130 7 3 0 12 27 8 0 0 0 0 0 0 1:15 PM - 1:30 PM 0 1 125 12 2 0 7 117 11 0 0 12 27 4 0 0 0 0 0 0 TOTAL 0 26 959 59 13 0 57 994 75 15 0 75 188 42 2 0 0 0 0 0 Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 0 2 135 9 2 0 11 132 7 4 0 13 27 4 0 0 0 0 0 0 4:15 PM - 4:30 PM 0 2 115 4 2 0 7 150 6 3 0 8 28 5 0 0 0 0 0 0 4:30 PM - 4:45 PM 0 2 140 3 3 0 6 140 16 1 0 9 20 9 0 0 0 0 0 0 4:45 PM - 5:00 PM 0 4 107 8 0 0 6 114 12 2 0 9 25 6 0 0 0 0 1 0 5:00 PM - 5:15 PM 0 3 133 6 2 0 10 157 14 0 0 12 29 7 0 0 0 0 0 0 5:15 PM - 5:30 PM 0 4 120 8 1 0 10 148 4 3 0 13 19 7 0 0 0 0 0 0 5:30 PM - 5:45 PM 0 0 110 5 2 0 8 99 8 1 0 10 28 1 0 0 0 0 0 0 5:45 PM - 6:00 PM 0 1 100 10 0 0 10 104 10 1 0 9 28 9 0 0 0 0 0 0 TOTAL 0 18 960 53 12 0 68 1044 77 15 0 83 204 48 0 0 0 0 0 0 PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 12:00 PM - 1:00 PM 0 17 515 32 9 0 29 506 40 7 0 32 95 21 1 0 0 0 0 0 4:30 PM - 5:30 PM 0 13 500 25 6 0 32 559 46 6 0 43 93 29 0 0 0 0 1 0 PHF Trucks PHF
AM 0.935 1.3% PM 46 559 32 0 0.88
PM 0.904 0.9% AM 40 506 29 0 0.866
PHF 0.859 0.902
AM PM
0 0 0 1
43 32 0 0
93 95 0 0
29 21 0 0
PM AM
PHF
##### 0.25 PHF
0.876 0 17 515 32 AM
0.928 0 13 500 25 PM
Turning Movement Report
M St @ Main St
Merced
Tuesday, October 19, 2021 Clear
37.3020
-120.4848
Main St
Northbound Westbound
Main St
M St
M St
Southbound
Southbound Eastbound
Eastbound WestboundNorthbound
Northbound Southbound Eastbound Westbound
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:
JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704
LOCATION LATITUDE
COUNTY LONGITUDE
COLLECTION DATE WEATHER
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 11:30 AM - 11:45 AM 0 1 0 2 0 0 0 3 0 0 0 1 0 0 0 0
11:45 AM - 12:00 PM 0 0 0 2 0 0 0 2 0 2 0 0 0 0 0 1
12:00 PM - 12:15 PM 0 0 0 6 0 0 1 2 0 0 0 1 0 1 0 1
12:15 PM - 12:30 PM 0 0 0 2 0 0 0 1 0 0 0 0 0 0 0 2
12:30 PM - 12:45 PM 0 0 0 4 0 0 0 0 0 0 0 1 0 0 0 0
12:45 PM - 1:00 PM 0 0 0 4 0 0 0 1 0 0 0 0 0 0 0 0
1:00 PM - 1:15 PM 0 0 0 4 0 0 0 1 1 0 0 0 0 0 0 0
1:15 PM - 1:30 PM 0 0 0 3 0 0 0 2 0 1 0 3 0 0 0 0
TOTAL 0 1 0 27 0 0 1 12 1 3 0 6 0 1 0 4
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 4:00 PM - 4:15 PM 0 0 1 2 0 0 0 0 0 0 0 0 0 0 0 0
4:15 PM - 4:30 PM 0 0 0 6 0 0 0 0 0 1 0 1 0 2 0 0
4:30 PM - 4:45 PM 0 0 0 8 0 1 0 0 0 1 0 3 0 0 0 0
4:45 PM - 5:00 PM 0 0 0 6 0 0 0 0 0 1 0 1 0 0 0 0
5:00 PM - 5:15 PM 0 0 0 7 0 0 0 1 0 1 0 0 0 1 0 0
5:15 PM - 5:30 PM 0 1 0 2 1 0 0 2 1 1 0 0 0 0 0 2
5:30 PM - 5:45 PM 0 0 0 6 0 0 0 1 0 0 0 3 0 0 0 0
5:45 PM - 6:00 PM 0 1 0 27 0 1 0 0 0 0 0 2 0 0 0 0
TOTAL 0 2 1 64 1 2 0 4 1 5 0 10 0 3 0 2
PEAK HOUR Left Thru Right Left Thru Right Left Thru Right Left Thru Right 12:00 PM - 1:00 PM 0 0 0 16 0 0 1 4 0 0 0 2 0 1 0 3
4:30 PM - 5:30 PM 0 1 0 23 1 1 0 3 1 4 0 4 0 1 0 2
Bikes Peds Peds <>
AM Peak Total 2 25 PM 0 1 1 23
PM Peak Total 9 32 AM 1 0 0 16
Peds <>
2 3
AM PM
1 0 0 0
4 0 1 1
0 0 0 0
PM AM
Peds <>
2 4
Peds <>
4 0 0 0 AM
3 0 1 0 PM
Westbound Bikes W.Leg
Peds
M St
Main St Main St
M St Page 2 of 3
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Turning Movement Report
M St @ Main St 37.3020
Merced -120.4848
Tuesday, October 19, 2021 Clear
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:
JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704
LOCATION LATITUDE
COUNTY LONGITUDE
COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 11:30 AM - 11:45 AM 0 0 0 0 0 0 23 0 0 0 0 0 49 0 0 0 0 0 0 0 11:45 AM - 12:00 PM 0 0 0 0 0 0 27 0 0 0 0 0 33 0 0 0 0 1 0 0 12:00 PM - 12:15 PM 0 0 0 0 0 0 27 0 0 1 0 0 46 0 0 0 0 0 0 0 12:15 PM - 12:30 PM 0 0 0 0 0 0 22 0 0 0 0 0 45 0 0 1 0 0 0 0 12:30 PM - 12:45 PM 0 0 0 0 0 0 28 0 0 1 0 0 49 0 1 0 0 1 0 0 12:45 PM - 1:00 PM 0 0 0 0 0 0 13 0 0 0 0 0 45 0 0 0 0 0 0 0 1:00 PM - 1:15 PM 0 0 0 0 0 0 24 0 0 0 0 0 38 0 0 0 0 0 1 0 1:15 PM - 1:30 PM 0 0 0 0 0 0 19 0 0 0 0 0 43 0 1 0 0 0 0 0 TOTAL 0 0 0 0 0 0 183 0 0 2 0 0 348 0 2 1 0 2 1 0
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 0 0 0 0 0 0 25 0 0 0 0 0 44 0 0 0 0 0 0 0 4:15 PM - 4:30 PM 0 0 0 0 0 0 16 0 0 0 0 0 53 0 0 0 0 0 0 0 4:30 PM - 4:45 PM 0 0 0 0 0 0 15 0 0 0 0 0 42 0 0 0 0 0 0 0 4:45 PM - 5:00 PM 0 0 0 0 0 0 16 0 0 0 0 0 43 0 0 0 0 0 0 0 5:00 PM - 5:15 PM 0 0 0 0 0 0 19 0 0 0 0 0 43 0 0 0 0 0 0 0 5:15 PM - 5:30 PM 0 0 0 0 0 0 17 0 0 0 0 0 54 0 1 0 0 0 0 0 5:30 PM - 5:45 PM 0 0 0 0 0 0 10 0 0 0 0 0 42 0 0 0 0 0 0 0 5:45 PM - 6:00 PM 0 0 0 0 0 0 14 0 0 2 0 0 42 0 0 1 0 0 0 0 TOTAL 0 0 0 0 0 0 132 0 0 2 0 0 363 0 1 1 0 0 0 0
PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 11:45 AM - 12:45 PM 0 0 0 0 0 0 104 0 0 2 0 0 173 0 1 1 0 2 0 0 4:00 PM - 5:00 PM 0 0 0 0 0 0 72 0 0 0 0 0 182 0 0 0 0 0 0 0 PHF Trucks PHF
AM 0.897 1.1% PM 0 0 72 0 0.72
PM 0.920 0.0% AM 0 0 104 0 0.929
PHF 0.858 0.883
AM PM
0 0 0 0
0 0 2 0
182 173 0 0
0 0 1 0
PM AM
PHF
0.75 ##### PHF
##### 0 0 0 0 AM
##### 0 0 0 0 PM
Southbound
Southbound Eastbound
Eastbound WestboundNorthbound
Northbound Southbound Eastbound Westbound
Main St
Northbound Westbound
Main St
Canal St
Canal St
Turning Movement Report
Main St @ Canal St
Merced
Thursday, September 16, 2021 Clear
37.3014
-120.4833
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:
JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704
LOCATION LATITUDE
COUNTY LONGITUDE
COLLECTION DATE WEATHER
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 11:30 AM - 11:45 AM 0 0 0 5 0 0 0 0 0 0 0 2 0 0 0 3
11:45 AM - 12:00 PM 0 0 0 9 0 0 0 0 0 0 0 6 0 1 0 2
12:00 PM - 12:15 PM 0 0 0 9 0 0 0 0 0 1 0 9 0 0 0 2
12:15 PM - 12:30 PM 0 0 0 5 0 0 0 0 0 1 0 7 0 0 0 1
12:30 PM - 12:45 PM 0 0 0 7 0 0 0 0 0 0 0 7 0 0 0 3
12:45 PM - 1:00 PM 0 0 0 10 0 0 2 0 0 0 0 2 0 0 0 1
1:00 PM - 1:15 PM 0 0 0 4 0 0 1 0 0 0 0 5 0 1 0 0
1:15 PM - 1:30 PM 0 0 0 8 0 0 0 0 0 0 0 4 0 0 0 0
TOTAL 0 0 0 57 0 0 3 0 0 2 0 42 0 2 0 12
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 4:00 PM - 4:15 PM 0 0 0 7 0 0 0 0 0 0 0 3 0 0 0 5
4:15 PM - 4:30 PM 0 0 0 4 0 0 0 0 0 1 0 3 0 0 0 2
4:30 PM - 4:45 PM 0 0 0 5 0 0 0 0 0 0 0 5 0 2 1 3
4:45 PM - 5:00 PM 0 0 0 3 0 0 0 0 0 0 0 1 0 0 0 1
5:00 PM - 5:15 PM 0 0 0 3 1 0 0 0 0 0 0 3 0 0 1 4
5:15 PM - 5:30 PM 0 0 0 1 0 0 0 0 0 0 0 5 0 1 0 2
5:30 PM - 5:45 PM 0 0 0 10 0 0 0 0 0 1 0 2 0 0 0 1
5:45 PM - 6:00 PM 0 0 0 5 0 0 0 0 0 0 0 6 0 0 0 1
TOTAL 0 0 0 38 1 0 0 0 0 2 0 28 0 3 2 19
PEAK HOUR Left Thru Right Left Thru Right Left Thru Right Left Thru Right 11:45 AM - 12:45 PM 0 0 0 30 0 0 0 0 0 2 0 29 0 1 0 8
4:00 PM - 5:00 PM 0 0 0 19 0 0 0 0 0 1 0 12 0 2 1 11
Bikes Peds Peds <>
AM Peak Total 3 67 PM 0 0 0 19
PM Peak Total 4 42 AM 0 0 0 30
Peds <>
11 8
AM PM
0 0 0 1
1 2 1 2
0 0 0 0
PM AM
Peds <>
29 12
Peds <>
0 0 0 0 AM
0 0 0 0 PM
Turning Movement Report
Main St @ Canal St 37.3014
Merced -120.4833
Thursday, September 16, 2021 Clear
E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes
Westbound Bikes W.Leg
Peds
Canal St
Main St Main St
Canal St Page 2 of 3
Northbound Bikes N.Leg
Peds
Southbound Bikes
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:
JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704
LOCATION LATITUDE
COUNTY LONGITUDE
COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 11:30 AM - 11:45 AM 0 0 15 3 1 0 3 11 0 0 0 22 32 15 0 0 3 1 12 0 11:45 AM - 12:00 PM 0 0 8 4 1 0 4 13 1 2 0 19 28 13 0 0 9 2 9 0 12:00 PM - 12:15 PM 0 0 13 4 0 0 2 15 0 0 0 14 45 15 1 0 6 0 19 0 12:15 PM - 12:30 PM 0 0 17 12 2 0 2 11 0 1 0 12 45 15 0 0 9 3 15 0 12:30 PM - 12:45 PM 0 0 6 6 0 0 3 14 0 3 0 17 38 20 1 0 6 3 20 0 12:45 PM - 1:00 PM 0 0 22 5 2 0 2 14 0 1 0 11 39 18 1 0 14 3 10 1 1:00 PM - 1:15 PM 0 0 13 6 0 0 3 13 0 1 0 17 30 15 0 0 13 2 11 0 1:15 PM - 1:30 PM 0 0 19 9 1 0 4 8 0 2 0 12 43 8 1 0 5 0 15 0 TOTAL 0 0 113 49 7 0 23 99 1 10 0 124 300 119 4 0 65 14 111 1 Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 0 0 16 10 0 0 8 12 0 3 0 12 52 7 0 0 11 0 8 0 4:15 PM - 4:30 PM 0 0 14 9 3 0 5 12 0 0 0 13 45 11 0 0 8 1 15 0 4:30 PM - 4:45 PM 0 0 11 11 0 0 3 11 0 2 0 16 43 6 0 0 7 0 9 0 4:45 PM - 5:00 PM 0 0 10 4 1 0 5 15 0 1 0 6 43 5 0 0 11 1 19 1 5:00 PM - 5:15 PM 0 0 16 16 1 0 5 9 0 1 0 14 43 10 0 0 10 2 10 0 5:15 PM - 5:30 PM 0 0 14 9 1 0 1 13 0 1 0 11 47 9 0 0 13 0 9 0 5:30 PM - 5:45 PM 0 0 13 10 0 0 0 8 0 0 0 11 43 8 0 0 10 0 8 0 5:45 PM - 6:00 PM 0 0 7 8 1 0 2 7 0 2 0 11 31 3 0 0 4 2 10 0 TOTAL 0 0 101 77 7 0 29 87 0 10 0 94 347 59 0 0 74 6 88 1 PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 12:00 PM - 1:00 PM 0 0 58 27 4 0 9 54 0 5 0 54 167 68 3 0 35 9 64 1 4:00 PM - 5:00 PM 0 0 51 34 4 0 21 50 0 6 0 47 183 29 0 0 37 2 51 1 PHF Trucks PHF
AM 0.966 2.4% PM 0 50 21 0 0.888
PM 0.928 2.2% AM 0 54 9 0 0.926
PHF 0.912 0.963
AM PM
0 0 64 51
47 54 9 2
183 167 35 37
29 68 0 0
PM AM
PHF
0.931 0.726 PHF
0.733 0 0 58 27 AM
0.817 0 0 51 34 PM
Turning Movement Report
Main St @ K St
Merced
Thursday, September 16, 2021 Clear
37.3009
-120.4818
Main St
Northbound Westbound
Main St
K St
K St
Southbound
Southbound Eastbound
Eastbound WestboundNorthbound
Northbound Southbound Eastbound Westbound
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:
JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704
LOCATION LATITUDE
COUNTY LONGITUDE
COLLECTION DATE WEATHER
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 11:30 AM - 11:45 AM 0 0 0 4 0 0 0 2 0 0 0 5 0 0 0 0
11:45 AM - 12:00 PM 0 0 0 3 0 0 0 5 0 0 0 4 0 0 0 0
12:00 PM - 12:15 PM 0 0 0 10 0 0 0 9 0 0 0 4 0 0 0 2
12:15 PM - 12:30 PM 0 0 0 14 0 0 0 10 0 0 1 4 0 0 0 3
12:30 PM - 12:45 PM 0 0 0 10 0 0 0 8 0 0 0 1 0 0 0 0
12:45 PM - 1:00 PM 1 0 1 7 0 0 0 15 0 0 0 9 0 1 0 0
1:00 PM - 1:15 PM 0 1 0 3 0 0 0 7 0 1 0 0 0 0 0 3
1:15 PM - 1:30 PM 0 0 0 10 0 0 0 4 0 2 1 3 0 1 0 4
TOTAL 1 1 1 61 0 0 0 60 0 3 2 30 0 2 0 12
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 4:00 PM - 4:15 PM 0 0 1 6 0 0 0 4 0 1 1 0 0 0 0 1
4:15 PM - 4:30 PM 0 0 0 10 0 0 0 1 1 1 0 1 0 1 0 3
4:30 PM - 4:45 PM 0 0 0 2 0 0 0 7 0 0 0 1 0 2 0 2
4:45 PM - 5:00 PM 0 0 0 9 0 0 0 6 0 2 0 2 0 1 0 6
5:00 PM - 5:15 PM 0 0 0 8 0 0 0 6 0 0 1 3 0 0 0 1
5:15 PM - 5:30 PM 0 0 0 5 0 0 0 5 0 0 0 5 0 0 0 2
5:30 PM - 5:45 PM 0 0 0 6 0 0 0 8 0 1 0 0 0 0 0 6
5:45 PM - 6:00 PM 0 0 0 9 0 0 0 3 0 0 0 4 0 0 0 0
TOTAL 0 0 1 55 0 0 0 40 1 5 2 16 0 4 0 21
PEAK HOUR Left Thru Right Left Thru Right Left Thru Right Left Thru Right 12:00 PM - 1:00 PM 1 0 1 41 0 0 0 42 0 0 1 18 0 1 0 5
4:00 PM - 5:00 PM 0 0 1 27 0 0 0 18 1 4 1 4 0 4 0 12
Bikes Peds Peds <>
AM Peak Total 4 106 PM 0 0 0 27
PM Peak Total 11 61 AM 0 0 0 41
Peds <>
12 5
AM PM
1 0 0 0
4 0 1 4
1 1 0 0
PM AM
Peds <>
18 4
Peds <>
42 1 0 1 AM
18 0 0 1 PM
Westbound Bikes W.Leg
Peds
K St
Main St Main St
K St Page 2 of 3
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Turning Movement Report
Main St @ K St 37.3009
Merced -120.4818
Thursday, September 16, 2021 Clear
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:
JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704
LOCATION LATITUDE
COUNTY LONGITUDE
COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 11:30 AM - 11:45 AM 0 3 30 3 0 0 1 27 4 0 0 3 27 7 0 0 14 17 11 0 11:45 AM - 12:00 PM 0 1 30 4 0 0 2 17 2 1 0 1 27 5 0 0 15 19 10 0 12:00 PM - 12:15 PM 0 5 33 5 0 0 4 35 5 0 0 3 34 11 1 0 7 19 7 0 12:15 PM - 12:30 PM 0 6 39 6 0 0 3 29 4 0 0 6 34 10 0 0 17 22 12 0 12:30 PM - 12:45 PM 0 8 35 9 0 0 4 32 1 0 0 1 36 11 1 0 10 29 10 0 12:45 PM - 1:00 PM 0 4 25 7 0 0 5 30 1 0 0 3 35 5 1 0 10 29 10 1 1:00 PM - 1:15 PM 0 8 26 1 2 0 4 37 1 1 0 1 26 10 1 0 5 20 9 1 1:15 PM - 1:30 PM 0 2 28 4 0 0 5 34 2 1 0 4 36 14 1 0 9 20 5 0 TOTAL 0 37 246 39 2 0 28 241 20 3 0 22 255 73 5 0 87 175 74 2 Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 0 3 30 3 0 0 3 40 1 0 0 5 46 13 0 0 12 16 10 1 4:15 PM - 4:30 PM 0 6 40 3 0 0 3 31 1 1 0 5 38 7 1 0 9 21 8 0 4:30 PM - 4:45 PM 0 3 37 6 2 0 4 34 1 0 0 5 39 10 0 0 6 18 8 1 4:45 PM - 5:00 PM 0 7 41 6 0 0 7 27 2 2 0 3 35 8 0 0 14 28 10 0 5:00 PM - 5:15 PM 1 2 28 4 0 0 3 38 1 1 1 2 46 11 0 0 10 24 6 0 5:15 PM - 5:30 PM 0 6 26 7 0 0 2 38 6 0 0 2 39 5 1 0 6 31 6 0 5:30 PM - 5:45 PM 0 2 23 6 0 0 2 33 3 0 0 3 39 6 0 0 5 19 9 0 5:45 PM - 6:00 PM 0 7 26 6 0 0 5 20 3 0 1 3 25 6 0 0 11 15 1 0 TOTAL 1 36 251 41 2 0 29 261 18 4 2 28 307 66 2 0 73 172 58 2 PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 12:00 PM - 1:00 PM 0 23 132 27 0 0 16 126 11 0 0 13 139 37 3 0 44 99 39 1 4:00 PM - 5:00 PM 0 19 148 18 2 0 17 132 5 3 0 18 158 38 1 0 41 83 36 2 PHF Trucks PHF
AM 0.939 0.6% PM 5 132 17 0 0.875
PM 0.948 1.1% AM 11 126 16 0 0.869
PHF 0.836 0.945
AM PM
0 0 39 36
18 13 99 83
158 139 44 41
38 37 0 0
PM AM
PHF
0.892 0.769 PHF
0.875 0 23 132 27 AM
0.856 0 19 148 18 PM
Southbound
Southbound Eastbound
Eastbound WestboundNorthbound
Northbound Southbound Eastbound Westbound
Main St
Northbound Westbound
Main St
Martin Luther King Jr Wy
Martin Luther King Jr Wy
Turning Movement Report
Main St @ Martin Luther King Jr Wy
Merced
Thursday, September 16, 2021 Clear
37.3003
-120.4804
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:
JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704
LOCATION LATITUDE
COUNTY LONGITUDE
COLLECTION DATE WEATHER
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 11:30 AM - 11:45 AM 0 1 0 1 0 0 0 1 0 1 0 2 0 0 0 0
11:45 AM - 12:00 PM 0 0 0 1 0 0 0 2 0 0 0 0 0 0 0 2
12:00 PM - 12:15 PM 0 0 0 2 0 0 0 7 0 1 0 1 1 0 0 7
12:15 PM - 12:30 PM 0 0 0 1 0 1 0 2 0 0 0 2 0 0 0 0
12:30 PM - 12:45 PM 0 0 0 3 0 0 0 4 0 0 0 4 0 0 0 5
12:45 PM - 1:00 PM 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1
1:00 PM - 1:15 PM 0 0 0 4 0 0 0 1 0 0 0 3 0 0 0 4
1:15 PM - 1:30 PM 0 1 0 0 0 0 0 10 0 0 1 1 0 1 0 0
TOTAL 1 2 1 12 0 1 0 27 0 2 1 13 1 1 0 19
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 4:00 PM - 4:15 PM 0 1 0 0 0 0 0 2 1 0 1 0 0 0 0 3
4:15 PM - 4:30 PM 0 0 0 3 0 0 0 4 0 1 0 1 0 0 0 2
4:30 PM - 4:45 PM 0 0 0 2 0 0 0 6 0 1 0 3 0 2 0 1
4:45 PM - 5:00 PM 0 0 0 4 0 0 0 2 0 0 0 2 0 1 0 1
5:00 PM - 5:15 PM 0 0 0 2 0 0 0 3 0 0 0 1 1 1 0 1
5:15 PM - 5:30 PM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0
5:30 PM - 5:45 PM 0 0 0 3 0 0 0 1 0 1 0 0 0 0 0 4
5:45 PM - 6:00 PM 0 0 1 2 0 0 0 2 0 0 0 0 0 0 0 2
TOTAL 0 1 1 16 0 0 0 21 1 3 1 7 1 4 0 14
PEAK HOUR Left Thru Right Left Thru Right Left Thru Right Left Thru Right 12:00 PM - 1:00 PM 1 0 1 6 0 1 0 13 0 1 0 7 1 0 0 13
4:00 PM - 5:00 PM 0 1 0 9 0 0 0 14 1 2 1 6 0 3 0 7
Bikes Peds Peds <>
AM Peak Total 5 39 PM 0 0 0 9
PM Peak Total 8 36 AM 0 1 0 6
Peds <>
7 13
AM PM
1 0 0 0
2 1 0 3
1 0 1 0
PM AM
Peds <>
7 6
Peds <>
13 1 0 1 AM
14 0 1 0 PM
Turning Movement Report
Main St @ Martin Luther King Jr Wy 37.3003
Merced -120.4804
Thursday, September 16, 2021 Clear
E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes
Westbound Bikes W.Leg
Peds
Martin Luther King Jr Wy
Main St Main St
Martin Luther King Jr Wy Page 2 of 3
Northbound Bikes N.Leg
Peds
Southbound Bikes
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:
JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704
LOCATION LATITUDE
COUNTY LONGITUDE
COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 11:30 AM - 11:45 AM 0 14 7 11 3 0 4 4 6 0 0 10 145 16 4 0 3 146 7 5 11:45 AM - 12:00 PM 0 12 8 17 4 0 8 13 4 1 0 5 133 13 0 0 9 136 4 3 12:00 PM - 12:15 PM 0 15 8 17 4 0 3 18 6 1 0 5 148 17 7 0 17 177 8 0 12:15 PM - 12:30 PM 0 14 8 13 5 0 3 14 2 0 0 3 132 15 5 0 9 176 6 4 12:30 PM - 12:45 PM 0 16 7 18 1 0 6 8 5 0 0 4 170 15 4 0 7 189 7 3 12:45 PM - 1:00 PM 0 13 15 12 5 0 4 4 8 0 0 5 151 11 7 0 5 148 0 6 1:00 PM - 1:15 PM 0 11 13 10 0 0 1 12 3 1 0 5 145 17 6 0 4 196 3 1 1:15 PM - 1:30 PM 0 22 7 17 6 0 5 8 6 0 0 6 147 16 7 0 9 153 2 2 TOTAL 0 117 73 115 28 0 34 81 40 3 0 43 1171 120 40 0 63 1321 37 24 Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 0 13 7 16 1 0 1 6 14 1 0 2 177 18 1 0 9 172 3 5 4:15 PM - 4:30 PM 0 18 8 13 5 0 4 11 6 0 0 4 184 15 2 0 6 169 4 3 4:30 PM - 4:45 PM 0 11 11 8 4 0 7 6 6 0 0 4 190 10 2 0 11 181 4 0 4:45 PM - 5:00 PM 0 27 9 11 5 0 6 11 8 0 0 1 167 14 1 0 11 161 3 0 5:00 PM - 5:15 PM 0 22 14 7 0 0 7 17 15 0 0 2 163 11 4 0 7 153 3 0 5:15 PM - 5:30 PM 0 13 4 10 5 0 1 4 3 0 0 5 168 20 5 0 11 187 1 2 5:30 PM - 5:45 PM 0 9 6 5 3 0 2 6 2 0 0 2 150 13 2 0 9 121 3 1 5:45 PM - 6:00 PM 0 7 7 12 4 0 1 6 4 0 0 7 123 16 1 0 9 144 1 0 TOTAL 0 120 66 82 27 0 29 67 58 1 0 27 1322 117 18 0 73 1288 22 11 PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 12:00 PM - 1:00 PM 0 58 38 60 15 0 16 44 21 1 0 17 601 58 23 0 38 690 21 13 4:00 PM - 5:00 PM 0 69 35 48 15 0 18 34 34 1 0 11 718 57 6 0 37 683 14 8 PHF Trucks PHF
AM 0.919 3.1% PM 34 34 18 0 0.86
PM 0.979 1.7% AM 21 44 16 0 0.75
PHF 0.963 0.894
AM PM
0 0 21 14
11 17 690 683
718 601 38 37
57 58 0 0
PM AM
PHF
0.922 0.936 PHF
0.951 0 58 38 60 AM
0.809 0 69 35 48 PM
Southbound
Southbound Eastbound
Eastbound WestboundNorthbound
Northbound Southbound Eastbound Westbound
16th St
Northbound Westbound
16th St
0 St
0 St
Turning Movement Report
16th St @ O St
Merced
Thursday, December 9, 2021 Clear
37.302090°
-120.488484°
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:
JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704
LOCATION LATITUDE
COUNTY LONGITUDE
COLLECTION DATE WEATHER
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 11:30 AM - 11:45 AM 0 0 0 0 0 0 0 1 0 0 0 3 0 0 0 0
11:45 AM - 12:00 PM 0 0 0 0 0 0 0 1 0 1 0 1 0 0 0 0
12:00 PM - 12:15 PM 0 0 0 2 0 0 0 2 0 0 0 1 0 0 0 1
12:15 PM - 12:30 PM 0 0 0 1 0 0 0 3 0 0 0 2 0 0 0 0
12:30 PM - 12:45 PM 0 0 0 1 0 0 0 2 0 0 0 1 0 0 0 2
12:45 PM - 1:00 PM 1 0 0 1 0 2 1 3 0 0 0 1 0 1 0 4
1:00 PM - 1:15 PM 0 0 0 0 0 0 0 3 0 1 0 1 0 0 0 2
1:15 PM - 1:30 PM 0 0 0 0 0 0 0 4 0 1 0 2 0 0 0 0
TOTAL 1 0 0 5 0 2 1 19 0 3 0 12 0 1 0 9
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 4:00 PM - 4:15 PM 1 0 0 1 0 0 0 2 0 0 0 0 0 1 0 0
4:15 PM - 4:30 PM 0 0 0 3 0 0 1 1 0 1 0 2 0 0 0 0
4:30 PM - 4:45 PM 0 0 0 1 0 0 0 1 0 1 0 2 0 0 0 2
4:45 PM - 5:00 PM 0 0 0 2 1 0 0 0 0 1 0 5 0 0 1 0
5:00 PM - 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 2 0 1 0 1
5:15 PM - 5:30 PM 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM - 5:45 PM 0 0 0 0 0 0 0 1 0 0 0 3 0 0 0 0
5:45 PM - 6:00 PM 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 2
TOTAL 2 0 0 9 1 0 1 5 0 3 0 14 0 2 1 5
PEAK HOUR Left Thru Right Left Thru Right Left Thru Right Left Thru Right 12:00 PM - 1:00 PM 1 0 0 5 0 2 1 10 0 0 0 5 0 1 0 7
4:00 PM - 5:00 PM 1 0 0 7 1 0 1 4 0 3 0 9 0 1 1 2
Bikes Peds Peds <>
AM Peak Total 5 27 PM 1 0 1 7
PM Peak Total 8 22 AM 1 2 0 5
Peds <>
2 7
AM PM
0 0 0 1
3 0 1 1
0 0 0 0
PM AM
Peds <>
5 9
Peds <>
10 1 0 0 AM
4 1 0 0 PM
Turning Movement Report
16th St @ O St 37.302090°
Merced -120.488484°
Thursday, December 9, 2021 Clear
E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes
Westbound Bikes W.Leg
Peds
0 St
16th St 16th St
0 St Page 2 of 3
Northbound Bikes N.Leg
Peds
Southbound Bikes
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:
JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704
LOCATION LATITUDE
COUNTY LONGITUDE
COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 11:30 AM - 11:45 AM 0 0 0 0 0 0 3 0 10 0 0 5 166 0 0 0 0 170 5 5 11:45 AM - 12:00 PM 0 0 0 0 0 0 8 0 15 1 0 6 141 0 0 0 0 138 9 3 12:00 PM - 12:15 PM 0 0 0 1 0 0 8 0 16 0 0 4 175 0 0 0 1 185 8 6 12:15 PM - 12:30 PM 0 0 0 1 0 0 2 0 13 1 0 9 166 0 0 0 0 155 2 5 12:30 PM - 12:45 PM 0 0 0 0 0 0 5 0 15 0 0 6 164 1 0 0 0 159 12 7 12:45 PM - 1:00 PM 0 0 0 1 0 0 10 1 11 0 0 4 189 0 0 0 0 137 7 3 1:00 PM - 1:15 PM 0 0 0 2 0 0 4 1 5 0 0 7 139 0 0 0 0 159 7 7 1:15 PM - 1:30 PM 0 0 0 0 0 0 10 0 17 2 0 8 139 0 0 0 0 157 5 8 TOTAL 0 0 0 5 0 0 50 2 102 4 0 49 1279 1 0 0 1 1260 55 44 Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 0 0 0 1 0 0 10 0 20 0 0 6 176 0 0 0 0 189 10 7 4:15 PM - 4:30 PM 0 0 0 0 0 0 6 0 13 1 0 3 184 2 0 0 2 168 8 8 4:30 PM - 4:45 PM 0 0 0 0 0 0 7 0 15 0 0 4 189 0 0 0 2 181 13 2 4:45 PM - 5:00 PM 0 0 0 1 0 0 5 0 13 1 0 4 173 1 0 0 0 154 6 4 5:00 PM - 5:15 PM 0 1 0 0 0 0 8 0 12 0 0 6 183 0 0 0 2 149 4 3 5:15 PM - 5:30 PM 0 0 0 0 0 1 6 1 8 1 0 7 195 1 0 0 0 193 7 7 5:30 PM - 5:45 PM 0 0 0 0 0 0 6 0 5 0 0 8 159 0 0 0 1 148 10 0 5:45 PM - 6:00 PM 0 1 0 1 0 0 3 0 11 1 0 7 150 0 0 0 0 162 11 1 TOTAL 0 2 0 3 0 1 51 1 97 4 0 45 1409 4 0 0 7 1344 69 32 PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 12:00 PM - 1:00 PM 0 0 0 3 0 0 25 1 55 1 0 23 694 1 0 0 1 636 29 21 4:00 PM - 5:00 PM 0 0 0 2 0 0 28 0 61 2 0 17 722 3 0 0 4 692 37 21 PHF Trucks PHF
AM 0.922 1.5% PM 61 0 28 0 0.742
PM 0.950 1.5% AM 55 1 25 0 0.844
PHF 0.961 0.93
AM PM
0 0 29 37
17 23 636 692
722 694 1 4
3 1 0 0
PM AM
PHF
0.858 0.921 PHF
0.75 0 0 0 3 AM
0.500 0 0 0 2 PM
Turning Movement Report
N St @ 16th St
Merced
Tuesday, October 19, 2021 Clear
37.3016
-120.4869
16th St
Northbound Westbound
16th St
N St
N St
Southbound
Southbound Eastbound
Eastbound WestboundNorthbound
Northbound Southbound Eastbound Westbound
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:
JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704
LOCATION LATITUDE
COUNTY LONGITUDE
COLLECTION DATE WEATHER
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 11:30 AM - 11:45 AM 0 0 0 2 0 0 0 1 0 0 0 2 0 0 0 0
11:45 AM - 12:00 PM 0 0 0 0 0 0 0 2 0 0 0 1 0 2 0 0
12:00 PM - 12:15 PM 0 0 0 1 0 0 0 0 0 0 0 2 0 0 0 0
12:15 PM - 12:30 PM 0 0 0 4 0 0 0 1 0 0 0 4 0 0 0 0
12:30 PM - 12:45 PM 0 0 0 1 0 0 0 2 0 0 0 0 0 0 0 0
12:45 PM - 1:00 PM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0
1:00 PM - 1:15 PM 0 0 0 1 0 0 0 0 1 0 0 1 0 0 0 0
1:15 PM - 1:30 PM 0 0 0 2 0 0 0 1 0 0 0 1 0 0 0 1
TOTAL 0 0 0 11 0 0 0 8 1 0 0 11 0 2 0 1
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 4:00 PM - 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0
4:15 PM - 4:30 PM 0 0 0 1 0 0 0 1 0 1 0 1 0 0 0 0
4:30 PM - 4:45 PM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0
4:45 PM - 5:00 PM 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 1
5:00 PM - 5:15 PM 0 0 0 3 0 0 0 0 0 0 0 3 0 0 0 0
5:15 PM - 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0
5:30 PM - 5:45 PM 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0
5:45 PM - 6:00 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0
TOTAL 0 0 0 4 0 0 0 6 0 1 1 9 0 0 0 1
PEAK HOUR Left Thru Right Left Thru Right Left Thru Right Left Thru Right 12:00 PM - 1:00 PM 0 0 0 6 0 0 0 4 0 0 0 6 0 0 0 0
4:00 PM - 5:00 PM 0 0 0 1 0 0 0 3 0 1 0 5 0 0 0 1
Bikes Peds Peds <>
AM Peak Total 0 16 PM 0 0 0 1
PM Peak Total 1 10 AM 0 0 0 6
Peds <>
1 0
AM PM
0 0 0 0
1 0 0 0
0 0 0 0
PM AM
Peds <>
6 5
Peds <>
4 0 0 0 AM
3 0 0 0 PM
Westbound Bikes W.Leg
Peds
N St
16th St 16th St
N St Page 2 of 3
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Turning Movement Report
N St @ 16th St 37.3016
Merced -120.4869
Tuesday, October 19, 2021 Clear
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:
JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704
LOCATION LATITUDE
COUNTY LONGITUDE
COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 11:30 AM - 11:45 AM 0 13 47 10 2 0 33 43 36 2 0 36 121 15 11 0 13 115 20 1 11:45 AM - 12:00 PM 0 8 54 6 1 0 33 53 42 3 0 30 112 7 3 0 5 103 36 2 12:00 PM - 12:15 PM 0 16 55 18 1 0 49 51 50 1 0 31 135 16 6 0 9 129 30 6 12:15 PM - 12:30 PM 0 12 85 14 3 0 35 46 30 1 0 30 124 16 4 0 3 126 31 6 12:30 PM - 12:45 PM 0 14 66 9 2 0 33 47 44 2 0 28 129 8 6 0 12 118 25 3 12:45 PM - 1:00 PM 0 11 83 13 4 0 35 55 35 1 0 44 139 14 5 0 8 96 25 5 1:00 PM - 1:15 PM 0 14 58 12 1 0 34 65 36 3 0 24 108 13 4 0 7 125 26 6 1:15 PM - 1:30 PM 0 12 68 10 5 0 32 42 39 0 0 29 110 9 3 0 8 110 20 5 TOTAL 0 100 516 92 19 0 284 402 312 13 0 252 978 98 42 0 65 922 213 34 Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 0 18 67 7 0 0 39 56 44 1 0 38 115 11 3 0 4 135 36 6 4:15 PM - 4:30 PM 0 19 58 15 4 0 40 70 49 3 0 33 130 15 3 0 5 114 25 6 4:30 PM - 4:45 PM 0 19 85 8 1 0 38 58 53 1 0 33 135 15 4 0 3 123 27 3 4:45 PM - 5:00 PM 0 8 60 11 2 0 35 45 32 2 0 32 142 10 1 0 7 118 23 1 5:00 PM - 5:15 PM 0 13 64 15 1 0 53 55 42 0 0 36 150 10 3 0 8 109 23 7 5:15 PM - 5:30 PM 0 16 67 16 1 0 40 65 48 3 0 32 159 11 3 0 18 137 23 4 5:30 PM - 5:45 PM 0 12 58 10 1 0 31 45 33 1 0 33 120 11 7 0 3 107 21 1 5:45 PM - 6:00 PM 0 16 59 15 2 0 30 51 33 1 0 25 112 9 2 0 12 123 26 1 TOTAL 0 121 518 97 12 0 306 445 334 12 0 262 1063 92 26 0 60 966 204 29 PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 12:00 PM - 1:00 PM 0 53 289 54 10 0 152 199 159 5 0 133 527 54 21 0 32 469 111 20 4:30 PM - 5:30 PM 0 56 276 50 5 0 166 223 175 6 0 133 586 46 11 0 36 487 96 15 PHF Trucks PHF
AM 0.947 2.5% PM 175 223 166 0 0.922
PM 0.922 1.6% AM 159 199 152 0 0.85
PHF 0.947 0.906
AM PM
0 0 111 96
133 133 469 487
586 527 32 36
46 54 0 0
PM AM
PHF
0.911 0.869 PHF
0.892 0 53 289 54 AM
0.853 0 56 276 50 PM
Southbound
Southbound Eastbound
Eastbound WestboundNorthbound
Northbound Southbound Eastbound Westbound
16th St
Northbound Westbound
16th St
M St
M St
Turning Movement Report
M St @ 16th St
Merced
Tuesday, October 19, 2021 Clear
37.3010
-120.4854
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:
JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704
LOCATION LATITUDE
COUNTY LONGITUDE
COLLECTION DATE WEATHER
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 11:30 AM - 11:45 AM 0 1 0 0 0 0 0 1 0 0 0 2 0 0 0 0
11:45 AM - 12:00 PM 0 0 0 0 0 0 0 2 0 2 0 0 0 0 0 0
12:00 PM - 12:15 PM 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0
12:15 PM - 12:30 PM 0 0 0 3 0 0 0 0 0 0 1 2 0 0 0 1
12:30 PM - 12:45 PM 0 0 0 1 0 0 0 2 0 0 0 0 0 0 0 0
12:45 PM - 1:00 PM 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0
1:00 PM - 1:15 PM 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0
1:15 PM - 1:30 PM 0 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0
TOTAL 0 1 0 6 0 0 0 7 0 3 2 4 0 0 0 1
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 4:00 PM - 4:15 PM 0 1 0 0 0 0 0 1 0 0 0 0 0 0 0 0
4:15 PM - 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0
4:30 PM - 4:45 PM 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 1
4:45 PM - 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
5:00 PM - 5:15 PM 0 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0
5:15 PM - 5:30 PM 0 1 0 2 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM - 5:45 PM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM - 6:00 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0
TOTAL 0 4 1 3 1 0 0 2 0 0 0 1 0 1 0 2
PEAK HOUR Left Thru Right Left Thru Right Left Thru Right Left Thru Right 12:00 PM - 1:00 PM 0 0 0 4 0 0 0 3 0 1 2 2 0 0 0 1
4:30 PM - 5:30 PM 0 2 0 3 1 0 0 1 0 0 0 0 0 0 0 2
Bikes Peds Peds <>
AM Peak Total 3 10 PM 0 0 1 3
PM Peak Total 3 6 AM 0 0 0 4
Peds <>
2 1
AM PM
0 0 0 0
0 1 0 0
0 2 0 0
PM AM
Peds <>
2 0
Peds <>
3 0 0 0 AM
1 0 2 0 PM
Turning Movement Report
M St @ 16th St 37.3010
Merced -120.4854
Tuesday, October 19, 2021 Clear
E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes
Westbound Bikes W.Leg
Peds
M St
16th St 16th St
M St Page 2 of 3
Northbound Bikes N.Leg
Peds
Southbound Bikes
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:
JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704
LOCATION LATITUDE
COUNTY LONGITUDE
COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 11:30 AM - 11:45 AM 0 0 0 7 1 0 1 1 3 0 0 1 143 6 9 0 8 139 2 5 11:45 AM - 12:00 PM 0 6 1 6 0 0 2 4 8 0 1 3 145 3 0 0 12 156 8 4 12:00 PM - 12:15 PM 0 4 1 3 0 0 1 3 4 0 0 2 160 7 4 0 8 163 3 5 12:15 PM - 12:30 PM 0 3 0 6 0 0 1 0 8 0 1 3 133 6 9 0 9 152 5 4 12:30 PM - 12:45 PM 0 4 0 1 0 0 1 0 1 0 0 5 161 5 3 0 4 141 4 11 12:45 PM - 1:00 PM 0 2 0 10 0 0 2 2 7 0 0 6 151 5 7 0 11 141 2 4 1:00 PM - 1:15 PM 0 1 0 9 0 0 0 0 7 0 0 1 148 4 4 0 12 149 4 5 1:15 PM - 1:30 PM 0 3 0 8 0 0 2 0 1 0 0 3 167 5 6 0 6 166 4 9 TOTAL 0 23 2 50 1 0 10 10 39 0 2 24 1208 41 42 0 70 1207 32 47 Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 0 0 0 7 0 0 2 0 5 0 0 2 164 6 0 0 6 161 4 12 4:15 PM - 4:30 PM 0 0 0 2 0 0 1 1 4 0 0 2 159 1 5 0 3 154 3 6 4:30 PM - 4:45 PM 0 1 0 6 0 0 4 0 7 0 1 2 191 4 2 0 7 133 1 3 4:45 PM - 5:00 PM 0 0 0 2 0 0 5 0 12 0 0 1 193 5 8 0 1 144 7 1 5:00 PM - 5:15 PM 0 0 0 7 0 0 8 2 7 0 0 2 208 2 2 0 6 153 6 5 5:15 PM - 5:30 PM 0 0 0 6 0 0 0 0 3 0 0 6 172 6 3 0 8 148 2 3 5:30 PM - 5:45 PM 0 2 0 5 0 0 1 1 7 0 0 2 156 5 2 0 10 142 2 1 5:45 PM - 6:00 PM 0 0 0 3 0 0 2 0 4 0 0 0 150 1 4 0 8 132 7 3 TOTAL 0 3 0 38 0 0 23 4 49 0 1 17 1393 30 26 0 49 1167 32 34 PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 11:45 AM - 12:45 PM 0 17 2 16 0 0 5 7 21 0 2 13 599 21 16 0 33 612 20 24 4:30 PM - 5:30 PM 0 1 0 21 0 0 17 2 29 0 1 11 764 17 15 0 22 578 16 12 PHF Trucks PHF
AM 0.953 2.9% PM 29 2 17 0 0.706
PM 0.922 1.8% AM 21 7 5 0 0.589
PHF 0.935 0.928
AM PM
1 2 20 16
11 13 612 578
764 599 33 22
17 21 0 0
PM AM
PHF
0.945 0.933 PHF
0.673 0 17 2 16 AM
0.786 0 1 0 21 PM
Turning Movement Report
16th St @ Canal St
Merced
Thursday, September 16, 2021 Clear
37.3004
-120.4839
16th St
Northbound Westbound
16th St
Canal St
Canal St
Southbound
Southbound Eastbound
Eastbound WestboundNorthbound
Northbound Southbound Eastbound Westbound
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:
JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704
LOCATION LATITUDE
COUNTY LONGITUDE
COLLECTION DATE WEATHER
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 11:30 AM - 11:45 AM 0 0 0 0 0 0 0 3 0 0 0 1 0 0 0 0
11:45 AM - 12:00 PM 0 0 0 0 0 0 0 1 0 0 0 1 0 0 1 0
12:00 PM - 12:15 PM 0 0 0 0 0 0 0 2 0 0 0 0 0 1 0 1
12:15 PM - 12:30 PM 0 2 0 0 0 0 0 0 1 0 0 0 1 0 0 0
12:30 PM - 12:45 PM 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0
12:45 PM - 1:00 PM 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0
1:00 PM - 1:15 PM 0 0 0 0 0 0 0 0 0 0 0 3 1 0 0 0
1:15 PM - 1:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
TOTAL 0 2 0 0 0 0 0 9 1 0 0 6 2 1 1 1
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 4:00 PM - 4:15 PM 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 3
4:15 PM - 4:30 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 1 0 0
4:30 PM - 4:45 PM 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM - 5:00 PM 0 1 0 0 0 0 0 0 0 1 0 0 0 1 1 1
5:00 PM - 5:15 PM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1
5:15 PM - 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0
5:30 PM - 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0
5:45 PM - 6:00 PM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0
TOTAL 0 4 0 0 0 0 0 3 0 1 0 2 0 3 1 5
PEAK HOUR Left Thru Right Left Thru Right Left Thru Right Left Thru Right 11:45 AM - 12:45 PM 0 2 0 0 0 0 0 5 1 0 0 1 1 1 1 1
4:30 PM - 5:30 PM 0 3 0 0 0 0 0 1 0 1 0 0 0 2 1 2
Bikes Peds Peds <>
AM Peak Total 6 7 PM 0 0 0 0
PM Peak Total 7 3 AM 0 0 0 0
Peds <>
2 1
AM PM
0 1 1 1
1 0 1 2
0 0 1 0
PM AM
Peds <>
1 0
Peds <>
5 0 2 0 AM
1 0 3 0 PM
Westbound Bikes W.Leg
Peds
Canal St
16th St 16th St
Canal St Page 2 of 3
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Turning Movement Report
16th St @ Canal St 37.3004
Merced -120.4839
Thursday, September 16, 2021 Clear
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:
JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704
LOCATION LATITUDE
COUNTY LONGITUDE
COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 11:30 AM - 11:45 AM 0 1 0 2 0 0 4 0 22 1 0 9 136 6 9 0 3 132 4 5 11:45 AM - 12:00 PM 0 6 1 1 1 0 3 1 21 3 0 8 138 2 5 0 2 154 5 5 12:00 PM - 12:15 PM 0 3 0 3 0 0 3 1 24 1 0 7 152 4 4 0 5 145 2 4 12:15 PM - 12:30 PM 0 4 1 2 0 0 6 0 17 1 0 18 122 4 9 0 6 140 2 3 12:30 PM - 12:45 PM 0 1 0 4 0 0 7 1 27 3 0 10 148 3 4 0 6 122 3 9 12:45 PM - 1:00 PM 0 2 0 2 0 0 5 1 32 1 0 19 137 3 7 0 6 122 5 3 1:00 PM - 1:15 PM 0 5 1 2 1 0 4 0 28 0 0 14 131 4 4 0 7 131 2 5 1:15 PM - 1:30 PM 0 3 0 10 0 0 3 1 21 2 0 10 154 6 6 1 9 153 1 6 TOTAL 0 25 3 26 2 0 35 5 192 12 0 95 1118 32 48 1 44 1099 24 40 Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 0 6 1 3 0 0 5 1 21 3 0 12 162 1 0 0 12 147 10 10 4:15 PM - 4:30 PM 0 2 1 3 0 0 7 1 19 0 0 8 146 2 5 0 8 137 6 6 4:30 PM - 4:45 PM 0 1 2 1 0 0 6 1 27 2 0 11 188 5 0 0 7 118 4 1 4:45 PM - 5:00 PM 0 3 1 10 0 0 8 1 19 1 0 9 183 3 8 0 6 134 3 1 5:00 PM - 5:15 PM 0 0 0 1 0 0 7 0 18 1 0 12 197 3 2 0 2 146 7 3 5:15 PM - 5:30 PM 0 5 0 3 0 0 2 1 21 1 0 12 174 4 3 1 5 131 6 2 5:30 PM - 5:45 PM 0 5 0 6 0 0 7 1 18 0 0 10 139 7 1 0 5 134 4 1 5:45 PM - 6:00 PM 0 2 0 5 0 0 3 1 17 2 0 5 149 6 5 0 5 129 4 1 TOTAL 0 24 5 32 0 0 45 7 160 10 0 79 1338 31 24 1 50 1076 44 25 PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 12:30 PM - 1:30 PM 0 11 1 18 1 0 19 3 108 6 0 53 570 16 21 1 28 528 11 23 4:30 PM - 5:30 PM 0 9 3 15 0 0 23 3 85 5 0 44 742 15 13 1 20 529 20 7 PHF Trucks PHF
AM 0.919 3.7% PM 85 3 23 0 0.816
PM 0.960 1.7% AM 108 3 19 0 0.855
PHF 0.945 0.94
AM PM
0 0 11 20
44 53 528 529
742 570 28 20
15 16 1 1
PM AM
PHF
0.866 0.919 PHF
0.577 0 11 1 18 AM
0.482 0 9 3 15 PM
Turning Movement Report
16th St @ K St
Merced
Thursday, September 16, 2021 Clear
37.2999
-120.4824
16th St
Northbound Westbound
16th St
K St
Driveway
Southbound
Southbound Eastbound
Eastbound WestboundNorthbound
Northbound Southbound Eastbound Westbound
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:
JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704
LOCATION LATITUDE
COUNTY LONGITUDE
COLLECTION DATE WEATHER
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 11:30 AM - 11:45 AM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0
11:45 AM - 12:00 PM 1 0 0 0 0 0 0 1 0 0 0 1 0 0 0 2
12:00 PM - 12:15 PM 0 0 0 0 0 0 0 4 0 0 0 0 0 0 0 2
12:15 PM - 12:30 PM 0 0 0 0 0 0 0 2 0 0 0 0 0 1 0 1
12:30 PM - 12:45 PM 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 1
12:45 PM - 1:00 PM 0 1 0 0 0 0 0 1 0 0 0 0 1 0 0 0
1:00 PM - 1:15 PM 1 0 0 0 0 0 0 0 0 0 1 1 0 1 1 0
1:15 PM - 1:30 PM 0 0 0 0 1 0 0 3 0 1 0 0 1 0 0 1
TOTAL 2 1 0 0 1 0 0 13 0 2 1 2 2 2 1 7
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 4:00 PM - 4:15 PM 0 1 0 0 0 0 0 1 0 0 0 0 0 0 0 0
4:15 PM - 4:30 PM 0 0 0 0 0 0 0 1 0 0 0 0 0 1 0 0
4:30 PM - 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3
4:45 PM - 5:00 PM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0
5:00 PM - 5:15 PM 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0
5:15 PM - 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM - 5:45 PM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1
5:45 PM - 6:00 PM 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0
TOTAL 0 1 0 0 0 0 0 6 0 1 0 1 0 1 0 4
PEAK HOUR Left Thru Right Left Thru Right Left Thru Right Left Thru Right 12:30 PM - 1:30 PM 1 1 0 0 1 0 0 5 0 2 1 1 2 1 1 2
4:30 PM - 5:30 PM 0 0 0 0 0 0 0 2 0 0 0 1 0 0 0 3
Bikes Peds Peds <>
AM Peak Total 10 8 PM 0 0 0 0
PM Peak Total 0 6 AM 0 0 1 0
Peds <>
3 2
AM PM
0 0 1 0
0 2 1 0
0 1 2 0
PM AM
Peds <>
1 1
Peds <>
5 1 1 0 AM
2 0 0 0 PM
Westbound Bikes W.Leg
Peds
K St
16th St 16th St
Driveway Page 2 of 3
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Turning Movement Report
16th St @ K St 37.2999
Merced -120.4824
Thursday, September 16, 2021 Clear
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:
JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704
LOCATION LATITUDE
COUNTY LONGITUDE
COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 11:30 AM - 11:45 AM 0 33 28 44 1 0 8 25 15 0 0 6 101 40 7 0 43 89 1 7 11:45 AM - 12:00 PM 0 37 25 30 1 0 6 20 13 1 0 3 90 53 3 0 42 112 5 4 12:00 PM - 12:15 PM 1 40 37 44 1 0 7 42 8 0 0 3 111 45 4 0 49 98 7 4 12:15 PM - 12:30 PM 0 38 37 39 2 0 3 47 6 0 0 10 86 42 6 0 44 101 4 0 12:30 PM - 12:45 PM 0 35 39 40 1 0 6 43 11 1 0 4 105 51 3 0 36 85 5 8 12:45 PM - 1:00 PM 0 31 30 46 0 0 3 35 9 1 0 4 84 43 3 0 31 94 4 3 1:00 PM - 1:15 PM 1 53 25 46 9 0 5 35 10 3 0 3 93 50 3 0 30 84 6 1 1:15 PM - 1:30 PM 0 53 22 41 4 0 6 37 18 1 0 8 108 54 6 0 42 89 3 3 TOTAL 2 320 243 330 19 0 44 284 90 7 0 41 778 378 35 0 317 752 35 30 Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 0 47 33 37 2 0 4 47 12 1 0 3 123 51 2 0 48 108 0 7 4:15 PM - 4:30 PM 0 36 43 48 3 0 5 43 8 1 0 1 114 39 2 0 36 105 4 3 4:30 PM - 4:45 PM 0 32 37 49 2 0 5 36 10 1 0 3 135 51 0 0 37 89 2 1 4:45 PM - 5:00 PM 0 39 39 50 0 0 6 30 12 0 0 11 136 51 7 0 48 90 2 1 5:00 PM - 5:15 PM 0 45 26 43 1 0 8 40 7 2 0 7 144 62 1 0 43 103 0 3 5:15 PM - 5:30 PM 0 46 26 63 1 0 8 44 10 0 0 5 126 57 2 0 39 90 3 1 5:30 PM - 5:45 PM 0 41 25 46 0 0 3 38 6 0 0 4 101 44 1 0 29 93 2 1 5:45 PM - 6:00 PM 0 35 28 44 0 0 3 27 5 0 0 6 109 46 4 0 38 93 5 1 TOTAL 0 321 257 380 9 0 42 305 70 5 0 40 988 401 19 0 318 771 18 18 PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 11:45 AM - 12:45 PM 1 150 138 153 5 0 22 152 38 2 0 20 392 191 16 0 171 396 21 16 4:30 PM - 5:30 PM 0 162 128 205 4 0 27 150 39 3 0 26 541 221 10 0 167 372 7 6 PHF Trucks PHF
AM 0.938 2.1% PM 39 150 27 0 0.871
PM 0.968 1.1% AM 38 152 22 0 0.883
PHF 0.925 0.942
AM PM
0 0 21 7
26 20 396 372
541 392 171 167
221 191 0 0
PM AM
PHF
0.925 0.935 PHF
0.906 1 150 138 153 AM
0.917 0 162 128 205 PM
Turning Movement Report
16th St @ Martin Luther King Jr Wy
Merced
Thursday, September 16, 2021 Clear
37.2993
-120.4809
16th St
Northbound Westbound
16th St
Martin Luther King Jr Wy
Martin Luther King Jr Wy
Southbound
Southbound Eastbound
Eastbound WestboundNorthbound
Northbound Southbound Eastbound Westbound
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:
JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704
LOCATION LATITUDE
COUNTY LONGITUDE
COLLECTION DATE WEATHER
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 11:30 AM - 11:45 AM 0 0 1 1 0 0 0 1 0 0 0 0 0 0 0 2
11:45 AM - 12:00 PM 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0
12:00 PM - 12:15 PM 0 1 0 0 0 1 0 2 0 0 0 1 0 0 0 0
12:15 PM - 12:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:30 PM - 12:45 PM 0 1 0 0 0 0 0 1 0 0 0 2 0 0 0 0
12:45 PM - 1:00 PM 0 1 0 2 0 0 0 0 0 0 0 0 0 0 0 4
1:00 PM - 1:15 PM 0 0 0 1 0 0 1 1 0 0 0 0 0 1 0 2
1:15 PM - 1:30 PM 0 1 0 0 0 0 0 0 0 0 0 1 0 0 0 0
TOTAL 1 4 2 4 0 1 1 5 0 0 0 4 0 1 0 8
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 4:00 PM - 4:15 PM 0 0 2 0 0 1 0 0 0 0 0 0 0 0 0 0
4:15 PM - 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 2 2 1 0
4:30 PM - 4:45 PM 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0
4:45 PM - 5:00 PM 0 0 1 0 0 0 0 0 0 0 0 1 1 0 0 0
5:00 PM - 5:15 PM 0 0 1 0 0 2 1 1 0 0 0 1 0 1 0 1
5:15 PM - 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
5:30 PM - 5:45 PM 0 1 0 0 0 0 0 0 0 0 1 0 0 0 0 0
5:45 PM - 6:00 PM 0 0 1 0 0 0 0 0 0 1 0 1 0 1 0 2
TOTAL 0 1 6 0 0 4 1 1 0 1 1 3 3 4 1 4
PEAK HOUR Left Thru Right Left Thru Right Left Thru Right Left Thru Right 11:45 AM - 12:45 PM 1 2 1 0 0 1 0 3 0 0 0 3 0 0 0 0
4:30 PM - 5:30 PM 0 0 3 0 0 3 1 1 0 0 0 2 1 1 0 2
Bikes Peds Peds <>
AM Peak Total 5 6 PM 1 3 0 0
PM Peak Total 9 5 AM 0 1 0 0
Peds <>
2 0
AM PM
0 0 0 0
0 0 0 1
0 0 0 1
PM AM
Peds <>
3 2
Peds <>
3 1 2 1 AM
1 0 0 3 PM
Westbound Bikes W.Leg
Peds
Martin Luther King Jr Wy
16th St 16th St
Martin Luther King Jr Wy Page 2 of 3
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Turning Movement Report
16th St @ Martin Luther King Jr Wy 37.2993
Merced -120.4809
Thursday, September 16, 2021 Clear
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 Page | B
(559) 570-8991
Appendix B: Methodology
www.JLBtraffic.com
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 Page | B-1
[email protected] (559) 570-8991
Appendix B - Level of Service Methodology
Levels of Service Methodology
The description and procedures for calculating capacity and level of service (LOS) are found in the Transportation Research Board, Highway Capacity Manual (HCM). The HCM 2010 represents the research on capacity and quality of service for transportation facilities.
Quality of service requires quantitative measures to characterize operational conditions within a traffic stream. Level of service is a quality measure describing operational conditions within a traffic stream, generally in terms of such service measures as speed and travel time, freedom to maneuver, traffic interruptions, comfort and convenience.
Six levels of service are defined for each type of facility that has analysis procedures available. Letters designate each level of service (LOS), from A to F, with LOS A representing the best operating conditions and LOS F the worst. Each LOS represents a range of operating conditions and the driver’s perception of these conditions. Safety is not included in the measures that establish a LOS.
Urban Streets (Automobile Mode)
The term “urban streets” refers to urban arterials and collectors, including those in downtown areas.
Arterial streets are roads that primarily serve longer through trips. However, providing access to abutting commercial and residential land uses is also an important function of arterials. Collector streets provide both land access and traffic circulation within residential, commercial and industrial areas. Their access function is more important than that of arterials, and unlike arterials their operation is not always dominated by traffic signals. Downtown streets are signalized facilities that often resemble arterials.
They not only move through traffic but also provide access to local businesses for passenger cars, transit buses, and trucks. Pedestrian conflicts and lane obstructions created by stopping or standing taxicabs, buses, trucks and parking vehicles that cause turbulence in the traffic flow are typical of downtown streets.
Flow Characteristics
The speed of vehicles on urban streets is influenced by three main factors, street environment, interaction among vehicles and traffic control.
The street environment includes the geometric characteristics of the facility, the character of roadside activity, and adjacent land uses. Thus, the environment reflects the number and width of lanes, type of median, driveway/access point density, spacing between signalized intersections, existence of parking, level of pedestrian and bicyclist activity and speed limit.
The interaction among vehicles is determined by traffic density, the proportion of trucks and buses, and turning movements. This interaction affects the operation of vehicles at intersections and, to a lesser extent, between signals.
Traffic controls (including signals and signs) forces a portion of all vehicles to slow or stop. The delays and speed changes caused by traffic control devices reduce vehicle speeds; however, such controls are needed to establish right-of-way.
www.JLBtraffic.com
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 Page | B-2
[email protected] (559) 570-8991
Appendix B - Level of Service Methodology
Levels of Service (Automobile Mode)
The average travel speed for through vehicles along an urban street is the determinant of the operating level of service (LOS). The travel speed along a segment, section or entire length of an urban street is dependent on the running speed between signalized intersections and the amount of control delay incurred at signalized intersections.
LOS A describes primarily free-flow operation. Vehicles are completely unimpeded in their ability to maneuver within the traffic stream. Control delay at signalized intersections is minimal. Travel speeds exceed 85 of the base free flow speed (FFS).
LOS B describes reasonably unimpeded operation. The ability to maneuver within the traffic stream is only slightly restricted and control delay at the boundary intersections is not significant. The travel speed is between 67 and 85 percent of the base FFS.
LOS C describes stable operations. The ability to maneuver and change lanes in midblock location may be more restricted than at LOS B. Longer queues at the boundary intersections may contribute to lower travel speeds. The travel speed is between 50 and 67 percent of the base FFS.
LOS D indicates a less stable condition in which small increases in flow may cause substantial increases in delay and decreases in travel speed. This operation may be due to adverse signal progression, high volumes, inappropriate signal timing, at the boundary intersections. The travel speed is between 40 and 50 percent of the base FFS.
LOS E is characterized unstable operation and significant delay. Such operations may be due to some combination of adverse progression, high volume, and inappropriate signal timing at the boundary intersections. The travel speed is between 30 and 40 percent of the base FFS.
LOS F is characterized by street flow at extremely low speed. Congestion is likely occurring at the boundary intersections, as indicated by high delay and extensive queuing. The travel speed is 30 percent or less of the base FFS.
Table A-1: Urban Street Levels of Service (Automobile Mode) Travel Speed as a Percentage of Base Free-Flow Speed (%) LOS by Critical Volume-to-Capacity Ratio v/c ≤ 1.0 v/c > 1.0
>85 A F
>67 to 85 B F
>50 to 67 C F
>40 to 50 D F
>30 to 40 E F
≤30 F F
a = The Critical volume-to-capacity ratio is based on consideration of the through movement-to-capacity ratio at each boundary intersection in the subject direction of travel. The critical volume-to-capacity ratio is the largest ratio of those considered.
Source: Highway Capacity Manual 2010, Exhibit 16-4. Urban Street LOS Criteria (Automobile Mode)
www.JLBtraffic.com
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 Page | B-3
[email protected] (559) 570-8991
Appendix B - Level of Service Methodology
Intersection Levels of Service
One of the more important elements limiting, and often interrupting the flow of traffic on a highway is the intersection. Flow on an interrupted facility is usually dominated by points of fixed operation such as traffic signals, stop and yield signs.
Signalized Intersections – Performance Measures
For signalized intersections the performance measures include automobile volume-to-capacity ratio, automobile delay, queue storage length, ratio of pedestrian delay, pedestrian circulation area, pedestrian perception score, bicycle delay, and bicycle perception score. LOS is also considered a performance measure. For the automobile mode average control delay per vehicle per approach is determined for the peak hour. A weighted average of control delay per vehicle is then determined for the intersection. A LOS designation is given to the weighted average control delay to better describe the level of operation. A description of LOS for signalized intersections is found in Table A-2.
www.JLBtraffic.com
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 Page | B-4
[email protected] (559) 570-8991
Appendix B - Level of Service Methodology
Table A-2: Signalized Intersection Levels of Service Description (Automobile Mode) Level
of
Service
Description
Average
Control
Delay
(Seconds per
Vehicle)
A
Operations with a control delay of 10 seconds/vehicle or less and a volume -to-capacity ratio no greater than 1.0. This level is typically assigned when volume -to-capacity ratio is and either progression is exceptionally favorable or the cycle length is ver y short. If it’s due to favorable progression, most vehicles arrive during the green indication and travel through the intersection without stopping.
≤10
B
Operations with control delay between 10.1 to 20.0 seconds/vehicle and a volume -to- capacity ratio no greater than 1.0. This level is typically assigned when the volume -to- capacity ratio is low and either progression is highly favorable or the cycle lengt h is short. More vehicles stop than with LOS A.
>10.0 to
20.0 C
Operations with average control delays between 20.1 to 35.0 seconds/vehicle and a volume-to-capacity ratio no greater than 1.0. This level is typically assigned when the volume-to-capacity ratio no greater than 1.0. This level is typically assigned when progression is favorable or the cycle length is moderate. Individual cycle failures (i.e., one or more queued vehicles are not able to depart as a result of insufficient capacity during the cycle) may begin to appear at this level. The number of vehicles stopping is significant, although many vehicles still pass through the intersection without stopping. >20 to 35
D
Operations with control delay between 35.1 to 55.0 seconds/vehicle and a volume -to- capacity ratio no greater than 1.0. This level is typically assigned when the volume -to- capacity ratio is high and either progression is ineffective or the cycle length is long.
Many vehicles stop, and individual cycle failures are noticeable. >35 to 55
E
Operations with control delay between 55.1 to 80.0 seconds/vehicle and a volume -to- capacity ratio no greater than 1.0. This level is typically assigned when the volume -to- capacity ratio is high, progression is unfavorable, and the cycle length is long. Individual cycle failures are frequent.
>55 to 80
F
Operations with unacceptable control delay exceeding 80.0 seconds/vehicle and a volume-to-capacity ratio greater than 1.0. This level is typically assigned when the volume-to-capacity ratio is very high, progression is very poor, and the cycle length is long. Most cycles fail to clear the queue.
>80
Source: Highway Capacity Manual 2010
Unsignalized Intersections
The HCM 2010 procedures use control delay as a measure of effectiveness to determine level of service.
Delay is a measure of driver discomfort, frustration, fuel consumption, and increased travel time. The delay experienced by a motorist is made up of a number of factors that relate to control, traffic and incidents. Total delay is the difference between the travel time actually experienced and the reference travel time that would result during base conditions, i.e., in the absence of traffic control, geometric delay, any incidents, and any other vehicles. Control delay is the increased time of travel for a vehicle approaching and passing through an unsignalized intersection, compared with a free-flow vehicle if it were not required to slow or stop at the intersection.
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Appendix B - Level of Service Methodology
All-Way Stop Controlled Intersections
All-way stop controlled intersections is a form of traffic controls in which all approaches to an intersection are required to stop. Similar to signalized intersections, at all-way stop controlled intersections the average control delay per vehicle per approach is determined for the peak hour. A weighted average of control delay per vehicle is then determined for the intersection as a whole. In other words, the delay measured for all-way stop controlled intersections is a measure of the average delay for all vehicles passing through the intersection during the peak hour. A LOS designation is given to the weighted average control delay to better describe the level of operation.
Two-Way Stop Controlled Intersections
Two-way stop controlled (TWSC) intersections in which stop signs are used to assign the right-of-way, are the most prevalent type of intersection in the United States. At TWSC intersections the stop- controlled approaches are referred as the minor street approaches and can be either public streets or private driveways. The approaches that are not controlled by stop signs are referred to as the major street approaches.
The capacity of movements subject to delay are determined using the "critical gap" method of capacity analysis. Expected average control delay based on movement volume and movement capacity is calculated. A LOS for TWSC intersection is determined by the computed or measured control delay for each minor movement. LOS is not defined for the intersection as a whole for three main reasons: (a) major-street through vehicles are assumed to experience zero delay; (b) the disproportionate number of major-street through vehicles at the typical TWSC intersection skews the weighted average of all movements, resulting in a very low overall average delay from all vehicles; and (c) the resulting low delay can mask important LOS deficiencies for minor movements. Table A-3 provides a description of LOS at unsignalized intersections.
Table A-3: Unsignalized Intersection Level of Service Description (Automobile Mode) Control Delay (Seconds per Vehicle) LOS by Volume-to-Capacity Ratio v/c ≤ 1.0 v/c > 1.0
≤10 A F
>10 to 15 B F
>15 to 25 C F
>25 to 35 D F
>35 to 50 E F
>50 F F
Source: HCM 2010 Exhibit 19-1.
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Appendix B - Level of Service Methodology
Segment Levels of Service
Basic Freeway and Multilane Highway Segments
For segments of multilane highways and basic freeways outside the influence of merging, diverging, and weaving maneuvers, LOS is defined by density. Density describes a motorist's proximity to other vehicles and is related to a motorist's freedom to maneuver within the traffic stream. Chapter 12 of the Highway Capacity Manual categorizes each LOS as follows:
LOS A describes free-flow operations. FFS prevails on the freeway or multilane highway, and vehicles are almost completely unimpeded in their ability to maneuver within the traffic stream. The effects of incidents or point breakdowns are easily absorbed.
LOS B represents reasonably free-flow operations, and FFS on the freeway or multilane highway is maintained. The ability to maneuver within the traffic stream is only slightly restricted, and the general level of physical and psychological comfort provided to drivers is still high. The effects of minor incidents are still easily absorbed.
LOS C provides for flow with speeds near the FFS of the freeway or multilane highway. Freedom to maneuver within the traffic stream is noticeably restricted, and lane changes require more care and vigilance on the part of the driver. Minor incidents may still be absorbed, but the local deterioration in service quality will be significant. Queues may be expected to form behind any significant blockages.
LOS D is the level at which speeds begin to decline with increasing flows, with density increasing more quickly. Freedom to maneuver within the traffic stream is seriously limited, and drivers experience reduced physical and psychological comfort levels. Even minor incidents can be expected to create queuing, because the traffic stream has little space to absorb disruptions.
LOS E describes operation at or near capacity. Operations on the freeway or multilane highway at this level are highly volatile because there are virtually no usable gaps within the traffic stream, leaving little room to maneuver within the traffic stream. Any disruption to the traffic stream, such as vehicles entering from a ramp or an access point or a vehicle changing lanes, can establish a disruption wave that propagates throughout the upstream traffic stream. Toward the upper boundary of LOS E, the traffic stream has no ability to dissipate even the most minor disruption, and any incident can be expected to produce a serious breakdown and substantial queuing. The physical and psychological comfort afforded to drivers is poor.
LOS F describes unstable flow. Such conditions exist within queues forming behind bottlenecks.
Breakdowns occur for a number of reasons:
• Traffic incidents can temporarily reduce the capacity of a short segment, so that the number of vehicles arriving at a point is greater than the number of vehicles that can move through it. • Points of recurring congestion, such as merge or weaving segments and lane drops, experience very high demand in which the number of vehicles arriving is greater than the number of vehicles that can be discharged.
• In analyses using forecast volumes, the projected flow rate can exceed the estimated capacity of a given location.
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Appendix B - Level of Service Methodology
Basic Freeway
Basic Freeway segments generally have four to eight lanes and posted speed limits between 50 and 75 mi/hr. The performance measures include capacity, free flow speed, demand and volume-to-capacity ration, space mean speed, average density and LOS. The LOS is dependent on the number of lanes, base free-flow speed, lane width, right side lateral clearance, total ramp density, hourly demand volume, peak hour factor and total truck percentage. Table A-5 provides a description of LOS for Basic Freeway Segments.
Multilane Highway
Multilane Highway segments generally have four to six lanes and posted speed limits between 40 and 55 mi/hr. The performance measures include capacity, free flow speed, demand and volume-to-capacity ration, space mean speed, average density and LOS. The LOS is dependent on the number of lanes, base free-flow speed, lane width, right side lateral clearance, left side lateral clearance, access point density, terrain type, median type, hourly demand volume, peak hour factor and total truck percentage. Table A- 5 provides a description of LOS for Multilane Highway Segments.
Table A-5: Basic Freeway and Multilane Highway Segment Level of Service Description Density (Passenger Cars per Mile per Lane) LOS by Volume-to-Capacity Ratio v/c ≤ 1.0 v/c > 1.0
≤11 A F
>11 to 18 B F
>18 to 26 C F
>26 to 35 D F
>35 to 45 E F
>45 or Demand Exceeds Capacity F F
Source: HCM 2010 Exhibit 12-15.
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Appendix B - Level of Service Methodology
Two-Lane Highway Segments
Two-Lane Highways generally have one lane per direction and only allows passing maneuvers to take place in the opposing lane of traffic. If allowed, passing maneuvers are limited by the availability of gaps in the opposing traffic stream and by the availability of sufficient sight distance for a driver to discern the approach of an opposing vehicle safely. A principle measure of LOS is percent time spent following and follower density. This is the average percent of time that vehicles must travel in platoons behind slower vehicles due to the inability to pass. Chapter 15 of the Highway Capacity Manual categorizes each LOS as follows:
At LOS A, motorists experience high operating speeds on Class I highways and little difficulty in passing.
Platoons of three or more vehicles are rare. On Class II highways, speed is controlled primarily by roadway conditions, but a small amount of platooning would be expected. On Class III highways, motorists can maintain operating speeds at or near the facility's FFS.
At LOS B, passing demand and passing capacity are balanced. On both Class I and Class II highways, the degree of platooning becomes noticeable. Some speed reductions are present on Class I highways. On Class III highways, maintenance of FFS operation becomes difficult, but the speed reduction is still relatively small.
At LOS C, most vehicles travel in platoons. Speeds are noticeably curtailed on all three classes of highway.
At LOS D, platooning increases significantly. Passing demand is high on both Class I and Class II facilities,
but passing capacity approaches zero. A high percentage of vehicles travels in platoons, and PTSF is noticeable. On Class III highways, the fall-off from FFS is significant.
At LOS E demand is approaching capacity. Passing on Class I and II highways is virtually impossible, and PTSF is more than 80%. Speeds are seriously curtailed. On Class III highways, speed is less than two- thirds the FFS. The lower limit of LOS E represents capacity.
LOS F exists whenever demand flow in one or both directions exceeds the segment's capacity. Operating conditions are unstable, and heavy congestion exists on all classes of two-lane highway.
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Appendix B - Level of Service Methodology
Two-Lane Highway
The performance measures include average travel speed, segment travel time, percent followers, volume to capacity ratio, follower density and LOS. The LOS is dependent on Highway Class (I, II, or III), lane width, shoulder width, access point density, terrain type, free flow speed, passing lane length, demand flow rate, opposing demand flow rate peak hour factor and total truck percentage. Table A-6 and A-7 provide a description of LOS for Two-Lane Highway Segments.
Table A-6: Two-Lane Highway Segment Level of Service Description LOS Class I Highways Class II Highways Class III Highways ATS (Mile per Hour) PTSF (%) PTSF (%) PFFS (%)
A >55 ≤35 ≤40 >91.7
B >50 to 55 >35 to 50 >40 to 55 >83.3 to 91.7
C >45 to 50 >50 to 65 >55 to 70 >75.0 to 83.3
D >40 to 45 >65 to 80 >70 to 85 >66.7 to 75.0
E ≤40 >80 >85 ≤66.7
F Demand exceeds capacity
Source: HCM 2010 Exhibit 15-3.
Table A-7: Two-Lane Highway Segment Level of Service Description Follower Density (Followers per Mile per Lane) LOS by Volume-to-Capacity Ratio v/c ≤ 1.0 v/c > 1.0
≤2.0 A F
>2.0 to 4.0 B F
>4.0 to 8.0 C F
>8.0 to 12.0 D F
>12.0 E F
Demand Exceeds Capacity F F
Source: Highway Capacity Software 7.0 Two-Lane Highway Analysis
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Appendix C: Existing Traffic Conditions
HCM 6th TWSC Existing AM Peak
1: O St & 18th St 01/27/2022
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Intersection
Int Delay, s/veh 4.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 6 130 4 19 148 5 7 27 23 1 45 17
Future Vol, veh/h 6 130 4 19 148 5 7 27 23 1 45 17
Conflicting Peds, #/hr 0 05500200002
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 83 83 83 75 75 75 69 69 69
Heavy Vehicles, % 3 33333333333
Mvmt Flow 7 141 4 23 178 6 9 36 31 1 65 25
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 184 0 0 150 0 0 436 392 148 418 391 183 Stage 1 - ----- 1 6 2 1 6 2- 2 2 7 2 2 7-
Stage 2 - ----- 2 7 4 2 3 0- 1 9 1 1 6 4-
Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 Critical Hdwy Stg 1 - ----- 6.13 5.53 - 6.13 5.53 -
Critical Hdwy Stg 2 - ----- 6.13 5.53 - 6.13 5.53 -
Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1385 - - 1425 - - 529 542 896 544 543 857 Stage 1 - ----- 8 3 8 7 6 2- 7 7 3 7 1 4-
Stage 2 - ----- 7 3 0 7 1 2- 8 0 8 7 6 1-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1385 - - 1418 - - 454 526 892 489 527 855 Mov Cap-2 Maneuver - ----- 4 5 4 5 2 6- 4 8 9 5 2 7-
Stage 1 - ----- 8 2 9 7 5 4- 7 6 8 7 0 1-
Stage 2 - ----- 6 3 0 6 9 9- 7 3 9 7 5 3-
Approach EB WB NB SB
HCM Control Delay, s 0.3 0.8 11.7 12.3
HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 616 1385 - - 1418 - - 587
HCM Lane V/C Ratio 0.123 0.005 - - 0.016 - - 0.156
HCM Control Delay (s) 11.7 7.6 0 - 7.6 0 - 12.3
HCM Lane LOS B A A - A A - B
HCM 95th %tile Q(veh) 0.4 0 - - 0 - - 0.5
HCM 6th AWSC Existing AM Peak
2: N St & 18th St 01/27/2022
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Intersection
Intersection Delay, s/veh 9
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT Lane Configurations
Traffic Vol, veh/h 18 150 9 32 138 8 4 10 13 31 19 19
Future Vol, veh/h 18 150 9 32 138 8 4 10 13 31 19 19
Peak Hour Factor 0.87 0.87 0.87 0.91 0.91 0.91 0.81 0.81 0.81 0.81 0.90 0.90 Heavy Vehicles, % 333333333333
Mvmt Flow 21 172 10 35 152 9 5 12 16 38 21 21
Number of Lanes 110110001001
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 2 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 2 2
HCM Control Delay 9.3 9.1 8.2 8.4
HCM LOS A A A A
Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1
Vol Left, % 19% 100% 0% 100% 0% 35%
Vol Thru, % 24% 0% 94% 0% 95% 35%
Vol Right, % 57% 0% 6% 0% 5% 30%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 58 18 159 32 146 54
LT Vol 11 18 0 32 0 19
Through Vol 14 0 150 0 138 19
R T V o l 3 30908 1 6
Lane Flow Rate 72 21 183 35 160 60
Geometry Grp 277772
Degree of Util (X) 0.093 0.032 0.254 0.054 0.223 0.082
Departure Headway (Hd) 4.693 5.549 5.007 5.553 5.012 4.906 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 763 645 716 645 716 729
Service Time 2.729 3.282 2.74 3.287 2.746 2.943
HCM Lane V/C Ratio 0.094 0.033 0.256 0.054 0.223 0.082
HCM Control Delay 8.2 8.5 9.4 8.6 9.2 8.4
HCM Lane LOS AAAAAA
HCM 95th-tile Q 0.3 0.1 1 0.2 0.9 0.3
HCM 6th AWSC Existing AM Peak
2: N St & 18th St 01/27/2022
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Intersection
Intersection Delay, s/veh
Intersection LOS
Movement SBR
Lane Configurations
Traffic Vol, veh/h 16
Future Vol, veh/h 16
Peak Hour Factor 0.90
Heavy Vehicles, % 3
Mvmt Flow 18
Number of Lanes 0
Approach
Opposing Approach
Opposing Lanes
Conflicting Approach Left
Conflicting Lanes Left
Conflicting Approach Right
Conflicting Lanes Right
HCM Control Delay
HCM LOS
HCM 6th Signalized Intersection Summary Existing AM Peak 3: M St & 18th St 01/27/2022
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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 68 104 31 42 119 75 15 473 54 47 486 43 Future Volume (veh/h) 68 104 31 42 119 75 15 473 54 47 486 43 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 0.99 0.97 0.98 0.98 0.99 0.97 0.99 0.99 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 80 122 36 47 132 83 18 556 64 49 512 45 Peak Hour Factor 0.85 0.85 0.85 0.90 0.90 0.90 0.85 0.85 0.85 0.95 0.95 0.95 Percent Heavy Veh, % 333333333333
Cap, veh/h 173 212 62 260 196 123 166 686 79 787 1942 170 Arrive On Green 0.03 0.16 0.16 0.06 0.19 0.19 0.02 0.43 0.43 0.38 0.59 0.59 Sat Flow, veh/h 1767 1366 403 1767 1054 663 1767 3177 365 1767 3276 287 Grp Volume(v), veh/h 80 0 158 47 0 215 18 308 312 49 275 282 Grp Sat Flow(s),veh/h/ln 1767 0 1769 1767 0 1717 1767 1763 1779 1767 1763 1801 Q Serve(g_s), s 0.0 0.0 8.0 0.0 0.0 11.2 0.8 14.6 14.8 0.0 7.2 7.3 Cycle Q Clear(g_c), s 0.0 0.0 8.0 0.0 0.0 11.2 0.8 14.6 14.8 0.0 7.2 7.3 Prop In Lane 1.00 0.23 1.00 0.39 1.00 0.20 1.00 0.16
Lane Grp Cap(c), veh/h 173 0 274 260 0 320 166 381 384 787 1045 1068 V/C Ratio(X) 0.46 0.00 0.58 0.18 0.00 0.67 0.11 0.81 0.81 0.06 0.26 0.26 Avail Cap(c_a), veh/h 263 0 604 260 0 533 234 650 656 787 1045 1068 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.96 0.00 0.96 0.98 0.98 0.98 1.00 1.00 1.00 Uniform Delay (d), s/veh 44.1 0.0 37.6 38.2 0.0 36.3 31.7 25.5 25.6 16.9 9.4 9.4 Incr Delay (d2), s/veh 1.9 0.0 1.9 0.3 0.0 2.4 0.3 16.5 16.7 0.0 0.6 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 1.9 0.0 3.6 1.0 0.0 4.8 0.3 6.3 6.4 0.6 2.7 2.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.1 0.0 39.5 38.5 0.0 38.7 31.9 42.0 42.3 16.9 10.0 10.0 LnGrp LOS D A D D A DCDDBBB
Approach Vol, veh/h 238 262 638 606
Approach Delay, s/veh 41.7 38.7 41.8 10.6
Approach LOS D D D B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 41.5 25.3 10.1 19.1 5.3 61.5 7.1 22.1 Change Period (Y+Rc), s 4.6 * 4.6 * 4.2 * 4.2 * 4.2 4.6 * 4.2 * 4.2 Max Green Setting (Gmax), s 5.8 * 35 * 4.8 * 33 * 4.8 36.4 * 7.8 * 30 Max Q Clear Time (g_c+I1), s 2.0 16.8 2.0 10.0 2.8 9.3 2.0 13.2 Green Ext Time (p_c), s 0.0 3.5 0.0 0.8 0.0 3.4 0.1 1.1 Intersection Summary
HCM 6th Ctrl Delay 30.5
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
HCM Signalized Intersection Capacity Analysis Existing AM Peak 4: Canal St & 18th St 01/27/2022
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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 18 104 28 34 222 31 0 0 0 24 33 48 Future Volume (vph) 18 104 28 34 222 31 0 0 0 24 33 48
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.6 4.6 4.6 4.6 4.6
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 0.99 1.00 0.99 0.98
Flpb, ped/bikes 0.98 1.00 0.98 1.00 1.00
Frt 1.00 0.97 1.00 0.98 0.94
Flt Protected 0.95 1.00 0.95 1.00 0.99
Satd. Flow (prot) 1709 1769 1714 1798 1676
Flt Permitted 0.58 1.00 0.67 1.00 0.99
Satd. Flow (perm) 1035 1769 1202 1798 1676
Peak-hour factor, PHF 0.92 0.92 0.92 0.94 0.94 0.94 0.25 0.25 0.25 0.77 0.77 0.77 Adj. Flow (vph) 20 113 30 36 236 33 0 0 0 31 43 62
RTOR Reduction (vph) 0 16 00800000 3 90
Lane Group Flow (vph) 20 127 0 36 261 00000 9 70
Confl. Peds. (#/hr) 21 15 15 21 12 14 14 12
Turn Type Perm NA Perm NA Perm NA
Protected Phases 2 2 4
Permitted Phases 2 2 4
Actuated Green, G (s) 28.8 28.8 28.8 28.8 22.0
Effective Green, g (s) 28.8 28.8 28.8 28.8 22.0
Actuated g/C Ratio 0.48 0.48 0.48 0.48 0.37
Clearance Time (s) 4.6 4.6 4.6 4.6 4.6
Lane Grp Cap (vph) 496 849 576 863 614
v/s Ratio Prot 0.07 c0.14
v/s Ratio Perm 0.02 0.03 0.06
v/c Ratio 0.04 0.15 0.06 0.30 0.16
Uniform Delay, d1 8.3 8.7 8.4 9.5 12.8
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.2 0.4 0.2 0.9 0.5
Delay (s) 8.4 9.1 8.6 10.4 13.3
Level of Service A A A B B
Approach Delay (s) 9.0 10.2 0.0 13.3
Approach LOS ABAB
Intersection Summary
HCM 2000 Control Delay 10.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.24
Actuated Cycle Length (s) 60.0 Sum of lost time (s) 9.2 Intersection Capacity Utilization 54.3% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th AWSC Existing AM Peak
5: K St & 18th St 01/27/2022
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Intersection
Intersection Delay, s/veh10.1
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 26 106 19 4 165 5 98 55 11 23 41 16
Future Vol, veh/h 26 106 19 4 165 5 98 55 11 23 41 16
Peak Hour Factor 0.79 0.79 0.79 0.84 0.84 0.84 0.85 0.85 0.85 0.95 0.95 0.95 Heavy Vehicles, % 3 33333333333
Mvmt Flow 33 134 24 5 196 6 115 65 13 24 43 17
Number of Lanes 1 10110010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 2 2
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 2 2
HCM Control Delay 9.8 10.7 10.3 9
HCM LOS A B B A
Lane NBLn1 EBLn1 EBLn2WBLn1WBLn2 SBLn1
Vol Left, % 60% 100% 0% 100% 0% 29%
Vol Thru, % 34% 0% 85% 0% 97% 51%
Vol Right, % 7% 0% 15% 0% 3% 20%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 164 26 125 4 170 80
LT Vol 98 26 0 4 0 23
Through Vol 55 0 106 0 165 41
RT Vol 11 0 19 0 5 16
Lane Flow Rate 193 33 158 5 202 84
Geometry Grp 277772
Degree of Util (X) 0.277 0.055 0.237 0.008 0.307 0.122
Departure Headway (Hd) 5.175 6 5.387 5.982 5.457 5.201
Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 689 592 660 593 652 681
Service Time 3.253 3.787 3.174 3.768 3.242 3.295
HCM Lane V/C Ratio 0.28 0.056 0.239 0.008 0.31 0.123
HCM Control Delay 10.3 9.1 9.9 8.8 10.7 9
HCM Lane LOS BAAABA
HCM 95th-tile Q 1.1 0.2 0.9 0 1.3 0.4
HCM 6th AWSC Existing AM Peak
6: MLK Jr Wy & 18th St 01/27/2022
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Intersection
Intersection Delay, s/veh 9.4
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 12 83 53 10 81 8 79 91 15 15 77 7
Future Vol, veh/h 12 83 53 10 81 8 79 91 15 15 77 7
Peak Hour Factor 0.81 0.81 0.81 0.83 0.83 0.83 0.83 0.83 0.83 0.88 0.88 0.88 Heavy Vehicles, % 3 33333333333
Mvmt Flow 15 102 65 12 98 10 95 110 18 17 88 8
Number of Lanes 0 10010010010
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 RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 9.3 9 10 8.9
HCM LOS A A A A
Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 43% 8% 10% 15%
Vol Thru, % 49% 56% 82% 78%
Vol Right, % 8% 36% 8% 7%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 185 148 99 99
LT Vol 79 12 10 15
Through Vol 91 83 81 77
RT Vol 15 53 8 7
Lane Flow Rate 223 183 119 112
Geometry Grp 1111
Degree of Util (X) 0.301 0.24 0.165 0.155
Departure Headway (Hd) 4.857 4.728 4.976 4.952
Convergence, Y/N Yes Yes Yes Yes
Cap 736 755 716 719
Service Time 2.917 2.79 3.043 3.021
HCM Lane V/C Ratio 0.303 0.242 0.166 0.156
HCM Control Delay 10 9.3 9 8.9
HCM Lane LOS AAAA
HCM 95th-tile Q 1.3 0.9 0.6 0.5
HCM 6th TWSC Existing AM Peak
7: O St & Main St 01/27/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 10
Intersection
Int Delay, s/veh 5.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 15 149 25 4 52 6 27 31 21 12 55 13
Future Vol, veh/h 15 149 25 4 52 6 27 31 21 12 55 13
Conflicting Peds, #/hr 3 01103103301
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 50 - - 40 --------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 91 91 91 67 67 67 73 73 73 71 71 71
Heavy Vehicles, % 3 33333333333
Mvmt Flow 16 164 27 6 78 9 37 42 29 17 77 18
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 90 0 0 192 0 0 354 313 182 346 322 87 Stage 1 - ----- 2 1 1 2 1 1- 9 8 9 8-
Stage 2 - ----- 1 4 3 1 0 2- 2 4 8 2 2 4-
Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 Critical Hdwy Stg 1 - ----- 6.13 5.53 - 6.13 5.53 -
Critical Hdwy Stg 2 - ----- 6.13 5.53 - 6.13 5.53 -
Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1499 - - 1375 - - 599 601 858 606 594 969 Stage 1 - ----- 7 8 9 7 2 6- 9 0 6 8 1 2-
Stage 2 - ----- 8 5 7 8 0 9- 7 5 4 7 1 6-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1495 - - 1374 - - 521 590 855 544 583 965 Mov Cap-2 Maneuver - ----- 5 2 1 5 9 0- 5 4 4 5 8 3-
Stage 1 - ----- 7 8 0 7 1 7- 8 9 3 8 0 6-
Stage 2 - ----- 7 5 6 8 0 3- 6 7 6 7 0 7-
Approach EB WB NB SB
HCM Control Delay, s 0.6 0.5 12.1 12.1
HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 613 1495 - - 1374 - - 616
HCM Lane V/C Ratio 0.177 0.011 - - 0.004 - - 0.183
HCM Control Delay (s) 12.1 7.4 - - 7.6 - - 12.1
HCM Lane LOS B A - - A - - B
HCM 95th %tile Q(veh) 0.6 0 - - 0 - - 0.7
HCM Signalized Intersection Capacity Analysis Existing AM Peak 8: N St & Main St 01/27/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 11
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 11 128 14 6 42 11 10 32 12 8 39 22 Future Volume (vph) 11 128 14 6 42 11 10 32 12 8 39 22
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 4.2 4.2 4.2 4.2 4.2
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 0.99 0.99 0.99
Flpb, ped/bikes 0.99 1.00 0.99 1.00 1.00 1.00
Frt 1.00 0.99 1.00 0.97 0.97 0.96
Flt Protected 0.95 1.00 0.95 1.00 0.99 0.99
Satd. Flow (prot) 1727 1811 1730 1774 1749 1727
Flt Permitted 0.72 1.00 0.65 1.00 0.96 0.98
Satd. Flow (perm) 1307 1811 1182 1774 1693 1698
Peak-hour factor, PHF 0.83 0.83 0.83 0.92 0.92 0.92 0.71 0.71 0.71 0.78 0.78 0.78 Adj. Flow (vph) 13 154 17 7 46 12 14 45 17 10 50 28
RTOR Reduction (vph) 0600600 1 000 1 70
Lane Group Flow (vph) 13 165 0 7 52 0 0 66 0 0 71 0
Confl. Peds. (#/hr) 11 11 11 11 12 12 12 12
Turn Type Perm NA Perm NA Perm NA Perm NA
Protected Phases 4422
Permitted Phases 4422
Actuated Green, G (s) 30.8 30.8 30.8 30.8 24.8 24.8
Effective Green, g (s) 30.8 30.8 30.8 30.8 24.8 24.8
Actuated g/C Ratio 0.48 0.48 0.48 0.48 0.39 0.39
Clearance Time (s) 4.2 4.2 4.2 4.2 4.2 4.2
Lane Grp Cap (vph) 628 871 568 853 656 657
v/s Ratio Prot c0.09 0.03
v/s Ratio Perm 0.01 0.01 0.04 c0.04
v/c Ratio 0.02 0.19 0.01 0.06 0.10 0.11
Uniform Delay, d1 8.7 9.5 8.7 8.9 12.5 12.5
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 0.5 0.0 0.1 0.3 0.3
Delay (s) 8.8 10.0 8.7 9.0 12.8 12.9
Level of Service A A A A B B
Approach Delay (s) 9.9 9.0 12.8 12.9
Approach LOS AABB
Intersection Summary
HCM 2000 Control Delay 10.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.15
Actuated Cycle Length (s) 64.0 Sum of lost time (s) 8.4 Intersection Capacity Utilization 38.7% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Existing AM Peak 9: M St & Main St 01/27/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 13
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 32 95 21 0 0 0 17 515 32 29 506 40 Future Volume (vph) 32 95 21 0 0 0 17 515 32 29 506 40
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 4.2 4.2 4.2
Lane Util. Factor 1.00 1.00 0.95 0.95
Frpb, ped/bikes 1.00 1.00 1.00 1.00
Flpb, ped/bikes 0.98 1.00 1.00 1.00
Frt 1.00 0.97 0.99 0.99
Flt Protected 0.95 1.00 1.00 1.00
Satd. Flow (prot) 1714 1790 3465 3453
Flt Permitted 0.95 1.00 0.93 0.90
Satd. Flow (perm) 1714 1790 3224 3119
Peak-hour factor, PHF 0.90 0.90 0.90 0.25 0.25 0.25 0.88 0.88 0.88 0.87 0.87 0.87 Adj. Flow (vph) 36 106 23 0 0 0 19 585 36 33 582 46
RTOR Reduction (vph) 0 10 0000020030
Lane Group Flow (vph) 36 119 00000 6 3 800 6 5 80
Confl. Peds. (#/hr) 16 4 4 16 3 2 2 3
Turn Type Perm NA Perm NA Perm NA
Protected Phases 2 4 4
Permitted Phases 2 4 4
Actuated Green, G (s) 12.6 12.6 75.0 75.0
Effective Green, g (s) 12.6 12.6 75.0 75.0
Actuated g/C Ratio 0.13 0.13 0.78 0.78
Clearance Time (s) 4.2 4.2 4.2 4.2
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 224 234 2518 2436
v/s Ratio Prot c0.07
v/s Ratio Perm 0.02 0.20 c0.21
v/c Ratio 0.16 0.51 0.25 0.27
Uniform Delay, d1 37.0 38.8 2.9 2.9
Progression Factor 1.00 1.00 0.47 0.64
Incremental Delay, d2 0.3 1.7 0.2 0.3
Delay (s) 37.3 40.5 1.6 2.1
Level of Service D D A A
Approach Delay (s) 39.8 0.0 1.6 2.1
Approach LOS D A A A
Intersection Summary
HCM 2000 Control Delay 6.1 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.30
Actuated Cycle Length (s) 96.0 Sum of lost time (s) 8.4 Intersection Capacity Utilization 50.2% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Existing AM Peak 10: Main St & Canal St 01/27/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 16
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 0 173 0 0 104 0
Future Volume (veh/h) 0 173 0 0 104 0
Initial Q (Qb), veh 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00
Work Zone On Approach No No
Adj Sat Flow, veh/h/ln 0 1856 1856 0
Adj Flow Rate, veh/h 0 197 112 0
Peak Hour Factor 0.88 0.88 0.93 0.93
Percent Heavy Veh, % 0 3 3 0
Cap, veh/h 0 1645 0 0
Arrive On Green 0.00 0.89 0.00 0.00
Sat Flow, veh/h 0 1856 0
Grp Volume(v), veh/h 0 197 0.0
Grp Sat Flow(s),veh/h/ln 0 1856
Q Serve(g_s), s 0.0 0.5
Cycle Q Clear(g_c), s 0.0 0.5
Prop In Lane 0.00
Lane Grp Cap(c), veh/h 0 1645
V/C Ratio(X) 0.00 0.12
Avail Cap(c_a), veh/h 0 1645
HCM Platoon Ratio 1.00 1.00
Upstream Filter(I) 0.00 1.00
Uniform Delay (d), s/veh 0.0 0.3
Incr Delay (d2), s/veh 0.0 0.1
Initial Q Delay(d3),s/veh 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 0.4
LnGrp LOS A A
Approach Vol, veh/h 197
Approach Delay, s/veh 0.4
Approach LOS A
Timer - Assigned Phs 2
Phs Duration (G+Y+Rc), s 37.0
Change Period (Y+Rc), s * 4.2
Max Green Setting (Gmax), s * 33
Max Q Clear Time (g_c+I1), s 2.5
Green Ext Time (p_c), s 1.1
Intersection Summary
HCM 6th Ctrl Delay 0.4
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
HCM Signalized Intersection Capacity Analysis Existing AM Peak 11: K St & Main St 01/27/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 17
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 54 167 68 35 0 71 0 58 27 9 54 0
Future Volume (vph) 54 167 68 35 0 71 0 58 27 9 54 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 16 12 12 12 12 12 12 12 12
Total Lost time (s) 4.2 4.5 4.2 4.2
Lane Util. Factor 1.00 1.00 1.00 1.00
Frpb, ped/bikes 0.98 0.94 0.98 1.00
Flpb, ped/bikes 0.99 0.98 1.00 1.00
Frt 0.97 0.91 0.96 1.00
Flt Protected 0.99 0.98 1.00 0.99
Satd. Flow (prot) 1707 1525 1734 1823
Flt Permitted 0.93 0.86 1.00 0.97
Satd. Flow (perm) 1610 1331 1734 1775
Peak-hour factor, PHF 0.96 0.96 0.96 0.93 0.93 0.93 0.73 0.73 0.73 0.93 0.93 0.93 Adj. Flow (vph) 56 174 71 38 0 76 0 79 37 10 58 0
RTOR Reduction (vph) 0 17 0 0 36 0 0 24 0000
Lane Group Flow (vph) 0 284 0 0 78 0 0 92 0 0 68 0
Confl. Peds. (#/hr) 41 42 42 41 5 18 18 5
Turn Type Perm NA Perm NA NA Perm NA
Protected Phases 2644
Permitted Phases 2 6 4
Actuated Green, G (s) 33.8 33.5 21.8 21.8
Effective Green, g (s) 33.8 33.5 21.8 21.8
Actuated g/C Ratio 0.53 0.52 0.34 0.34
Clearance Time (s) 4.2 4.5 4.2 4.2
Lane Grp Cap (vph) 850 696 590 604
v/s Ratio Prot c0.05
v/s Ratio Perm c0.18 0.06 0.04
v/c Ratio 0.33 0.11 0.16 0.11
Uniform Delay, d1 8.6 7.7 14.7 14.5
Progression Factor 0.62 0.58 1.00 1.00
Incremental Delay, d2 1.0 0.3 0.6 0.4
Delay (s) 6.5 4.8 15.2 14.8
Level of Service AABB
Approach Delay (s) 6.5 4.8 15.2 14.8
Approach LOS AABB
Intersection Summary
HCM 2000 Control Delay 8.8 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.26
Actuated Cycle Length (s) 64.0 Sum of lost time (s) 8.7 Intersection Capacity Utilization 39.2% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Existing AM Peak 12: MLK Jr Wy & Main St 01/27/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 19
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 13 139 37 44 99 39 23 132 27 16 126 11 Future Volume (vph) 13 139 37 44 99 39 23 132 27 16 126 11 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 10 12 12 12 12 12 12 12 12 10 12 12
Total Lost time (s) 4.2 4.2 4.2 4.2 4.2 4.2 4.2 4.2 4.2 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 0.99 1.00 1.00 0.97 1.00 0.99 1.00 1.00 Flpb, ped/bikes 0.99 1.00 0.98 1.00 1.00 0.99 1.00 0.99 1.00 Frt 1.00 0.97 1.00 1.00 0.85 1.00 0.97 1.00 0.99
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1621 1771 1723 1845 1521 1727 1788 1623 1816 Flt Permitted 0.69 1.00 0.64 1.00 1.00 0.66 1.00 0.64 1.00 Satd. Flow (perm) 1170 1771 1160 1845 1521 1194 1788 1099 1816 Peak-hour factor, PHF 0.95 0.95 0.95 0.89 0.89 0.89 0.88 0.88 0.88 0.87 0.87 0.87 Adj. Flow (vph) 14 146 39 49 111 44 26 150 31 18 145 13 RTOR Reduction (vph) 0 15 0 0 0 26 0 12 0050
Lane Group Flow (vph) 14 170 0 49 111 18 26 169 0 18 153 0 Confl. Peds. (#/hr) 6 13 13 6 13 7 7 13
Turn Type Perm NA Perm NA Perm Perm NA Perm NA
Protected Phases 4422
Permitted Phases 4 4 4 2 2
Actuated Green, G (s) 26.8 26.8 26.8 26.8 26.8 28.8 28.8 28.8 28.8 Effective Green, g (s) 26.8 26.8 26.8 26.8 26.8 28.8 28.8 28.8 28.8 Actuated g/C Ratio 0.42 0.42 0.42 0.42 0.42 0.45 0.45 0.45 0.45 Clearance Time (s) 4.2 4.2 4.2 4.2 4.2 4.2 4.2 4.2 4.2
Lane Grp Cap (vph) 489 741 485 772 636 537 804 494 817
v/s Ratio Prot c0.10 0.06 c0.09 0.08
v/s Ratio Perm 0.01 0.04 0.01 0.02 0.02
v/c Ratio 0.03 0.23 0.10 0.14 0.03 0.05 0.21 0.04 0.19
Uniform Delay, d1 10.9 12.0 11.3 11.5 10.9 9.9 10.7 9.8 10.6 Progression Factor 1.07 0.94 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 0.7 0.4 0.4 0.1 0.2 0.6 0.1 0.5 Delay (s) 11.9 11.9 11.7 11.9 11.0 10.1 11.3 10.0 11.1
Level of Service B B BBBBB AB
Approach Delay (s) 11.9 11.7 11.1 11.0
Approach LOS BBBB
Intersection Summary
HCM 2000 Control Delay 11.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.22
Actuated Cycle Length (s) 64.0 Sum of lost time (s) 8.4 Intersection Capacity Utilization 49.7% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Existing AM Peak 13: O St & 16th St 01/27/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 22
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 17 601 58 38 690 21 58 38 60 16 44 21 Future Volume (veh/h) 17 601 58 38 690 21 58 38 60 16 44 21 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 1.00 0.98 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 19 675 65 41 750 23 61 40 63 21 59 28 Peak Hour Factor 0.89 0.89 0.89 0.92 0.92 0.92 0.95 0.95 0.95 0.75 0.75 0.75 Percent Heavy Veh, % 333333333333
Cap, veh/h 37 832 80 739 2282 70 79 75 118 59 125 59
Arrive On Green 0.02 0.26 0.26 0.84 1.00 1.00 0.04 0.12 0.12 0.03 0.11 0.11 Sat Flow, veh/h 1767 3243 312 1767 3491 107 1767 642 1010 1767 1181 560 Grp Volume(v), veh/h 19 367 373 41 379 394 61 0 103 21 0 87 Grp Sat Flow(s),veh/h/ln 1767 1763 1792 1767 1763 1835 1767 0 1652 1767 0 1741 Q Serve(g_s), s 1.0 18.7 18.8 0.4 0.0 0.0 3.3 0.0 5.6 1.1 0.0 4.5 Cycle Q Clear(g_c), s 1.0 18.7 18.8 0.4 0.0 0.0 3.3 0.0 5.6 1.1 0.0 4.5 Prop In Lane 1.00 0.17 1.00 0.06 1.00 0.61 1.00 0.32
Lane Grp Cap(c), veh/h 37 452 460 739 1152 1200 79 0 193 59 0 185 V/C Ratio(X) 0.52 0.81 0.81 0.06 0.33 0.33 0.78 0.00 0.53 0.36 0.00 0.47 Avail Cap(c_a), veh/h 107 639 650 739 1152 1200 180 0 530 107 0 486 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 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 46.5 33.5 33.5 4.6 0.0 0.0 45.4 0.0 39.9 45.4 0.0 40.4 Incr Delay (d2), s/veh 10.9 14.6 14.5 0.0 0.8 0.7 14.9 0.0 2.3 3.6 0.0 1.9 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 0.6 9.6 9.7 0.2 0.2 0.2 1.8 0.0 2.4 0.5 0.0 2.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 57.5 48.1 48.0 4.6 0.8 0.7 60.3 0.0 42.2 49.0 0.0 42.2 LnGrp LOS E D D AAAEADDAD
Approach Vol, veh/h 759 814 164 108
Approach Delay, s/veh 48.3 0.9 48.9 43.5
Approach LOS D A D D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 44.3 28.8 8.5 14.4 6.2 67.0 7.4 15.4 Change Period (Y+Rc), s * 4.2 * 4.2 * 4.2 * 4.2 * 4.2 * 4.2 * 4.2 * 4.2 Max Green Setting (Gmax), s * 7.8 * 35 * 9.8 * 27 * 5.8 * 37 * 5.8 * 31 Max Q Clear Time (g_c+I1), s 2.4 20.8 5.3 6.5 3.0 2.0 3.1 7.6 Green Ext Time (p_c), s 0.0 3.8 0.0 0.4 0.0 5.6 0.0 0.5 Intersection Summary
HCM 6th Ctrl Delay 27.2
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
HCM 6th TWSC Existing AM Peak
14: Private Drwy/N St & 16th St 01/27/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 23
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 23 694 1 1 636 29 0 0 3 25 1 55
Future Vol, veh/h 23 694 1 1 636 29 0 0 3 25 1 55
Conflicting Peds, #/hr 6 04406006600
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 75 - - 50 --------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 93 93 93 86 86 86 75 75 75 84 84 84
Heavy Vehicles, % 3 33333333333
Mvmt Flow 25 746 1 1 740 34 0 0 4 30 1 65
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 780 0 0 751 0 0 1174 1583 384 1194 1566 393 Stage 1 - ----- 8 0 1 8 0 1- 7 6 5 7 6 5-
Stage 2 - ----- 3 7 3 7 8 2- 4 2 9 8 0 1-
Critical Hdwy 4.16 - - 4.16 - - 7.56 6.56 6.96 7.56 6.56 6.96 Critical Hdwy Stg 1 - ----- 6.56 5.56 - 6.56 5.56 -
Critical Hdwy Stg 2 - ----- 6.56 5.56 - 6.56 5.56 -
Follow-up Hdwy 2.23 - - 2.23 - - 3.53 4.03 3.33 3.53 4.03 3.33 Pot Cap-1 Maneuver 827 - - 848 - - 146 107 611 141 109 603 Stage 1 - ----- 3 4 2 3 9 3- 3 6 0 4 0 8-
Stage 2 - ----- 6 1 7 4 0 1- 5 7 2 3 9 3-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 822 - - 845 - - 125 103 605 135 105 600 Mov Cap-2 Maneuver - ----- 1 2 5 1 0 3- 1 3 5 1 0 5-
Stage 1 - ----- 3 3 0 3 8 0- 3 4 7 4 0 5-
Stage 2 - ----- 5 4 7 3 9 8- 5 4 8 3 8 0-
Approach EB WB NB SB
HCM Control Delay, s 0.3 0 11 24.2
HCM LOS B C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 605 822 - - 845 - - 283
HCM Lane V/C Ratio 0.007 0.03 - - 0.001 - - 0.341
HCM Control Delay (s) 11 9.5 - - 9.3 - - 24.2
HCM Lane LOS B A - - A - - C
HCM 95th %tile Q(veh) 0 0.1 - - 0 - - 1.5
HCM 6th Signalized Intersection Summary Existing AM Peak 15: M St & 16th St 01/27/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 25
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 133 527 54 32 469 111 53 289 54 152 199 159 Future Volume (veh/h) 133 527 54 32 469 111 53 289 54 152 199 159 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 146 579 59 35 515 122 60 325 61 179 234 187 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.89 0.89 0.89 0.85 0.85 0.85 Percent Heavy Veh, % 333333333333
Cap, veh/h 549 1705 173 44 672 158 77 462 86 199 417 352 Arrive On Green 0.62 1.00 1.00 0.01 0.08 0.08 0.04 0.16 0.16 0.11 0.22 0.22 Sat Flow, veh/h 1767 3229 328 1767 2828 667 1767 2967 550 1767 1856 1568 Grp Volume(v), veh/h 146 315 323 35 320 317 60 192 194 179 234 187 Grp Sat Flow(s),veh/h/ln 1767 1763 1795 1767 1763 1732 1767 1763 1754 1767 1856 1568 Q Serve(g_s), s 3.6 0.0 0.0 1.9 17.1 17.2 3.2 9.9 10.1 9.6 10.7 4.8 Cycle Q Clear(g_c), s 3.6 0.0 0.0 1.9 17.1 17.2 3.2 9.9 10.1 9.6 10.7 4.8 Prop In Lane 1.00 0.18 1.00 0.38 1.00 0.31 1.00 1.00
Lane Grp Cap(c), veh/h 549 930 947 44 419 411 77 275 273 199 417 352 V/C Ratio(X) 0.27 0.34 0.34 0.80 0.76 0.77 0.78 0.70 0.71 0.90 0.56 0.53 Avail Cap(c_a), veh/h 549 930 947 107 551 541 164 533 530 199 590 498 HCM Platoon Ratio 2.00 2.00 2.00 0.33 0.33 0.33 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 0.97 0.97 0.97 Uniform Delay (d), s/veh 13.2 0.0 0.0 47.4 41.6 41.7 45.4 38.4 38.5 42.1 33.0 7.6 Incr Delay (d2), s/veh 0.3 1.0 1.0 27.6 12.5 13.1 15.2 3.2 3.4 36.8 1.2 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 1.3 0.3 0.3 1.2 9.5 9.4 1.7 4.5 4.6 6.1 4.8 3.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 13.5 1.0 1.0 75.0 54.1 54.7 60.7 41.6 41.9 78.9 34.2 8.8 LnGrp LOS BAAEDDEDDECA
Approach Vol, veh/h 784 672 446 600
Approach Delay, s/veh 3.3 55.5 44.3 39.6
Approach LOS A E D D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.6 54.9 8.4 26.2 34.0 27.4 15.4 19.2 Change Period (Y+Rc), s * 4.2 * 4.2 * 4.2 4.6 4.2 * 4.6 * 4.6 * 4.2 Max Green Setting (Gmax), s * 5.8 * 34 * 8.9 30.5 9.0 * 30 * 11 * 29 Max Q Clear Time (g_c+I1), s 3.9 2.0 5.2 12.7 5.6 19.2 11.6 12.1 Green Ext Time (p_c), s 0.0 4.1 0.0 1.8 0.1 2.9 0.0 2.1 Intersection Summary
HCM 6th Ctrl Delay 33.3
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
HCM 6th TWSC Existing AM Peak
16: Canal St & 16th St 01/27/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 26
Intersection
Int Delay, s/veh 2.1
Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 2 13 599 21 33 612 20 17 2 16 5 7 21 Future Vol, veh/h 2 13 599 21 33 612 20 17 2 16 5 7 21
Conflicting Peds, #/hr 0 005500101101
Sign Control Free Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - - None - - None - - None - - None
Storage Length - 75 - - 75 --------
Veh in Median Storage, # - - 0 - - 0 - - 0 - - 0 -
Grade, % - - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 93 93 93 93 95 95 95 67 67 67 59 59 59 Heavy Vehicles, % 3 333333333333
Mvmt Flow 2 14 644 23 35 644 21 25 3 24 8 12 36
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 665 665 0 0 672 0 0 1092 1428 340 1082 1429 334 Stage 1 - ------ 6 9 3 6 9 3- 7 2 5 7 2 5-
Stage 2 - ------ 3 9 9 7 3 5- 3 5 7 7 0 4-
Critical Hdwy 6.46 4.16 - - 4.16 - - 7.56 6.56 6.96 7.56 6.56 6.96 Critical Hdwy Stg 1 - ------ 6.56 5.56 - 6.56 5.56 -
Critical Hdwy Stg 2 - ------ 6.56 5.56 - 6.56 5.56 -
Follow-up Hdwy 2.53 2.23 - - 2.23 - - 3.53 4.03 3.33 3.53 4.03 3.33 Pot Cap-1 Maneuver 540 913 - - 908 - - 168 133 653 171 132 659 Stage 1 - ------ 3 9 7 4 4 0- 3 8 0 4 2 6-
Stage 2 - ------ 5 9 6 4 2 1- 6 3 1 4 3 5-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 830 830 - - 904 - - 140 125 649 155 124 658 Mov Cap-2 Maneuver - ------ 1 4 0 1 2 5- 1 5 5 1 2 4-
Stage 1 - ------ 3 8 7 4 2 9- 3 7 3 4 0 9-
Stage 2 - ------ 5 2 6 4 0 5- 5 9 1 4 2 5-
Approach EB WB NB SB
HCM Control Delay, s 0.2 0.5 26.9 21.5
HCM LOS D C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 216 830 - - 904 - - 274
HCM Lane V/C Ratio 0.242 0.019 - - 0.038 - - 0.204
HCM Control Delay (s) 26.9 9.4 - - 9.1 - - 21.5
HCM Lane LOS D A - - A - - C
HCM 95th %tile Q(veh) 0.9 0.1 - - 0.1 - - 0.7
HCM 6th TWSC Existing AM Peak
17: Private Drwy/K St & 16th St 01/27/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 27
Intersection
Int Delay, s/veh 3.2
Movement EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 53 570 16 1 28 528 11 11 1 18 19 3 108 Future Vol, veh/h 53 570 16 1 28 528 11 11 1 18 19 3 108 Conflicting Peds, #/hr 0 050500201102
Sign Control Free Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - - None - - None - - None
Storage Length 75 - - - 95 --------
Veh in Median Storage, # - 0 - - - 0 - - 0 - - 0 -
Grade, % - 0 - - - 0 - - 0 - - 0 -
Peak Hour Factor 94 94 94 87 87 87 87 58 58 58 86 86 86 Heavy Vehicles, % 3 333333333333
Mvmt Flow 56 606 17 1 32 607 13 19 2 31 22 3 126
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 620 0 0 623 628 0 0 1105 1418 318 1097 1420 312 Stage 1 - ------ 7 3 2 7 3 2- 6 8 0 6 8 0-
Stage 2 - ------ 3 7 3 6 8 6- 4 1 7 7 4 0-
Critical Hdwy 4.16 - - 6.46 4.16 - - 7.56 6.56 6.96 7.56 6.56 6.96 Critical Hdwy Stg 1 - ------ 6.56 5.56 - 6.56 5.56 -
Critical Hdwy Stg 2 - ------ 6.56 5.56 - 6.56 5.56 -
Follow-up Hdwy 2.23 - - 2.53 2.23 - - 3.53 4.03 3.33 3.53 4.03 3.33 Pot Cap-1 Maneuver 950 - - 574 943 - - 164 135 675 166 134 681 Stage 1 - ------ 3 7 7 4 2 3- 4 0 5 4 4 6-
Stage 2 - ------ 6 1 7 4 4 4- 5 8 1 4 1 9-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 950 - - 917 917 - - 121 122 671 145 121 680 Mov Cap-2 Maneuver - ------ 1 2 1 1 2 2- 1 4 5 1 2 1-
Stage 1 - ------ 3 5 3 3 9 6- 3 8 1 4 3 0-
Stage 2 - ------ 4 8 0 4 2 8- 5 1 9 3 9 2-
Approach EB WB NB SB
HCM Control Delay, s 0.7 0.5 24.3 18.7
HCM LOS C C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 238 950 - - 917 - - 413
HCM Lane V/C Ratio 0.217 0.059 - - 0.036 - - 0.366
HCM Control Delay (s) 24.3 9 - - 9.1 - - 18.7
HCM Lane LOS C A - - A - - C
HCM 95th %tile Q(veh) 0.8 0.2 - - 0.1 - - 1.6
HCM 6th Signalized Intersection Summary Existing AM Peak 18: MLK Jr Wy & 16th St 01/27/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 29
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 20 392 191 171 396 21 150 138 153 22 152 38 Future Volume (veh/h) 20 392 191 171 396 21 150 138 153 22 152 38 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 21 417 203 184 426 23 165 152 168 25 173 43 Peak Hour Factor 0.94 0.94 0.94 0.93 0.93 0.93 0.91 0.91 0.91 0.88 0.88 0.88 Percent Heavy Veh, % 333333333333
Cap, veh/h 26 534 257 572 1840 99 196 464 392 34 227 56 Arrive On Green 0.00 0.08 0.08 0.32 0.54 0.54 0.11 0.25 0.25 0.02 0.16 0.16 Sat Flow, veh/h 1767 2304 1109 1767 3402 183 1767 1856 1567 1767 1433 356 Grp Volume(v), veh/h 21 318 302 184 220 229 165 152 168 25 0 216 Grp Sat Flow(s),veh/h/ln 1767 1763 1651 1767 1763 1822 1767 1856 1567 1767 0 1789 Q Serve(g_s), s 1.1 17.0 17.3 7.5 6.3 6.3 8.8 6.4 3.9 1.4 0.0 11.1 Cycle Q Clear(g_c), s 1.1 17.0 17.3 7.5 6.3 6.3 8.8 6.4 3.9 1.4 0.0 11.1 Prop In Lane 1.00 0.67 1.00 0.10 1.00 1.00 1.00 0.20
Lane Grp Cap(c), veh/h 26 409 383 572 954 986 196 464 392 34 0 283 V/C Ratio(X) 0.81 0.78 0.79 0.32 0.23 0.23 0.84 0.33 0.43 0.73 0.00 0.76 Avail Cap(c_a), veh/h 99 525 492 572 954 986 199 657 555 88 0 522 HCM Platoon Ratio 0.33 0.33 0.33 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 0.99 0.00 0.99 Uniform Delay (d), s/veh 47.6 41.9 42.0 24.5 11.6 11.6 41.8 29.4 6.2 46.8 0.0 38.7 Incr Delay (d2), s/veh 41.9 13.6 15.2 0.3 0.6 0.6 26.1 0.4 0.7 25.7 0.0 4.2 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 9.5 9.2 3.1 2.4 2.5 5.2 2.9 3.1 0.8 0.0 5.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 89.6 55.5 57.2 24.8 12.1 12.1 67.9 29.8 6.9 72.6 0.0 42.9 LnGrp LOS F E E C B B E C A E A D
Approach Vol, veh/h 641 633 485 241
Approach Delay, s/veh 57.4 15.8 34.8 46.0
Approach LOS E B C D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 35.3 26.5 14.9 19.4 5.6 56.1 6.0 28.2 Change Period (Y+Rc), s * 4.2 * 4.2 * 4.2 * 4.2 * 4.2 * 4.2 * 4.2 * 4.2 Max Green Setting (Gmax), s * 12 * 29 * 11 * 28 * 5.4 * 35 * 4.8 * 34 Max Q Clear Time (g_c+I1), s 9.5 19.3 10.8 13.1 3.1 8.3 3.4 8.4 Green Ext Time (p_c), s 0.1 2.6 0.0 1.0 0.0 2.6 0.0 1.4 Intersection Summary
HCM 6th Ctrl Delay 37.4
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
HCM 6th TWSC Existing PM Peak
1: O St & 18th St 01/27/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 1
Intersection
Int Delay, s/veh 4.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 9 129 16 12 148 5 11 29 27 5 48 15
Future Vol, veh/h 9 129 16 12 148 5 11 29 27 5 48 15
Conflicting Peds, #/hr 1 04401505505
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 84 84 84 94 94 94 73 73 73 63 63 63
Heavy Vehicles, % 3 33333333333
Mvmt Flow 11 154 19 13 157 5 15 40 37 8 76 24
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 163 0 0 177 0 0 431 379 173 416 386 166 Stage 1 - ----- 1 9 0 1 9 0- 1 8 7 1 8 7-
Stage 2 - ----- 2 4 1 1 8 9- 2 2 9 1 9 9-
Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 Critical Hdwy Stg 1 - ----- 6.13 5.53 - 6.13 5.53 -
Critical Hdwy Stg 2 - ----- 6.13 5.53 - 6.13 5.53 -
Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1410 - - 1393 - - 533 552 868 545 547 876 Stage 1 - ----- 8 0 9 7 4 1- 8 1 2 7 4 3-
Stage 2 - ----- 7 6 0 7 4 2- 7 7 2 7 3 5-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1409 - - 1388 - - 451 539 861 482 534 871 Mov Cap-2 Maneuver - ----- 4 5 1 5 3 9- 4 8 2 5 3 4-
Stage 1 - ----- 7 9 8 7 3 1- 8 0 4 7 3 5-
Stage 2 - ----- 6 5 3 7 3 4- 6 8 9 7 2 5-
Approach EB WB NB SB
HCM Control Delay, s 0.4 0.6 11.9 12.6
HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 612 1409 - - 1388 - - 579
HCM Lane V/C Ratio 0.15 0.008 - - 0.009 - - 0.186
HCM Control Delay (s) 11.9 7.6 0 - 7.6 0 - 12.6
HCM Lane LOS B A A - A A - B
HCM 95th %tile Q(veh) 0.5 0 - - 0 - - 0.7
HCM 6th AWSC Existing PM Peak
2: N St & 18th St 01/27/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 2
Intersection
Intersection Delay, s/veh 9.3
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT Lane Configurations
Traffic Vol, veh/h 8 134 13 20 149 8 1 7 19 26 15 25
Future Vol, veh/h 8 134 13 20 149 8 1 7 19 26 15 25
Peak Hour Factor 0.86 0.86 0.86 0.79 0.79 0.79 0.74 0.74 0.74 0.74 0.67 0.67 Heavy Vehicles, % 333333333333
Mvmt Flow 9 156 15 25 189 10 1 9 26 35 22 37
Number of Lanes 110110001001
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 2 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 2 2
HCM Control Delay 9.4 9.7 8.3 8.6
HCM LOS A A A A
Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1
Vol Left, % 13% 100% 0% 100% 0% 25%
Vol Thru, % 37% 0% 91% 0% 95% 42%
Vol Right, % 50% 0% 9% 0% 5% 32%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 53 8 147 20 157 59
LT Vol 7 8 0 20 0 15
Through Vol 19 0 134 0 149 25
RT Vol 26 0 13 0 8 19
Lane Flow Rate 72 9 171 25 199 88
Geometry Grp 277772
Degree of Util (X) 0.095 0.015 0.242 0.039 0.28 0.12
Departure Headway (Hd) 4.793 5.654 5.089 5.61 5.071 4.898 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 745 632 704 637 707 729
Service Time 2.841 3.396 2.831 3.351 2.812 2.944
HCM Lane V/C Ratio 0.097 0.014 0.243 0.039 0.281 0.121
HCM Control Delay 8.3 8.5 9.5 8.6 9.8 8.6
HCM Lane LOS AAAAAA
HCM 95th-tile Q 0.3 0 0.9 0.1 1.1 0.4
HCM 6th AWSC Existing PM Peak
2: N St & 18th St 01/27/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 3
Intersection
Intersection Delay, s/veh
Intersection LOS
Movement SBR
Lane Configurations
Traffic Vol, veh/h 19
Future Vol, veh/h 19
Peak Hour Factor 0.67
Heavy Vehicles, % 3
Mvmt Flow 28
Number of Lanes 0
Approach
Opposing Approach
Opposing Lanes
Conflicting Approach Left
Conflicting Lanes Left
Conflicting Approach Right
Conflicting Lanes Right
HCM Control Delay
HCM LOS
HCM 6th Signalized Intersection Summary Existing PM Peak 3: M St & 18th St 01/27/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 78 88 41 45 90 75 10 480 52 42 550 46 Future Volume (veh/h) 78 88 41 45 90 75 10 480 52 42 550 46 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 0.99 0.97 0.98 0.98 1.00 1.00 1.00 0.99 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 93 105 49 51 102 85 11 516 56 49 647 54 Peak Hour Factor 0.84 0.84 0.84 0.88 0.88 0.88 0.93 0.93 0.93 0.85 0.85 0.85 Percent Heavy Veh, % 333333333333
Cap, veh/h 186 178 83 249 158 132 754 1882 204 274 815 68 Arrive On Green 0.03 0.15 0.15 0.05 0.17 0.17 0.73 1.00 1.00 0.03 0.25 0.25 Sat Flow, veh/h 1767 1185 553 1767 925 771 1767 3208 347 1767 3292 274 Grp Volume(v), veh/h 93 0 154 51 0 187 11 283 289 49 346 355 Grp Sat Flow(s),veh/h/ln 1767 0 1739 1767 0 1696 1767 1763 1792 1767 1763 1804 Q Serve(g_s), s 0.0 0.0 7.9 0.0 0.0 9.9 0.0 0.0 0.0 2.1 17.6 17.7 Cycle Q Clear(g_c), s 0.0 0.0 7.9 0.0 0.0 9.9 0.0 0.0 0.0 2.1 17.6 17.7 Prop In Lane 1.00 0.32 1.00 0.45 1.00 0.19 1.00 0.15
Lane Grp Cap(c), veh/h 186 0 261 249 0 290 754 1034 1051 274 436 446 V/C Ratio(X) 0.50 0.00 0.59 0.20 0.00 0.64 0.01 0.27 0.28 0.18 0.79 0.80 Avail Cap(c_a), veh/h 274 0 594 249 0 509 754 1034 1051 343 705 722 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.97 0.00 0.97 0.98 0.98 0.98 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.7 0.0 38.0 38.8 0.0 37.1 7.1 0.0 0.0 29.7 33.8 33.8 Incr Delay (d2), s/veh 2.1 0.0 2.1 0.4 0.0 2.3 0.0 0.6 0.6 0.3 13.8 13.6 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 2.2 0.0 3.5 1.1 0.0 4.2 0.1 0.2 0.2 0.9 9.0 9.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.7 0.0 40.2 39.2 0.0 39.4 7.1 0.6 0.6 30.0 47.6 47.5 LnGrp LOS D A D D A D A A A C D D
Approach Vol, veh/h 247 238 583 750
Approach Delay, s/veh 42.3 39.3 0.8 46.4
Approach LOS D D A D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.2 60.9 9.3 18.6 39.8 28.4 7.2 20.6 Change Period (Y+Rc), s * 4.2 4.6 * 4.2 * 4.2 4.6 * 4.6 * 4.2 * 4.2 Max Green Setting (Gmax), s * 6.8 35.4 * 3.8 * 33 3.8 * 38 * 7.8 * 29 Max Q Clear Time (g_c+I1), s 4.1 2.0 2.0 9.9 2.0 19.7 2.0 11.9 Green Ext Time (p_c), s 0.0 3.6 0.0 0.8 0.0 4.1 0.1 0.9 Intersection Summary
HCM 6th Ctrl Delay 30.3
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
HCM Signalized Intersection Capacity Analysis Existing PM Peak 4: Canal St & 18th St 01/27/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 9 107 16 28 217 12 0 0 0 22 18 35
Future Volume (vph) 9 107 16 28 217 12 0 0 0 22 18 35
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.6 4.6 4.6 4.6 4.6
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.99
Flpb, ped/bikes 1.00 1.00 0.99 1.00 1.00
Frt 1.00 0.98 1.00 0.99 0.94
Flt Protected 0.95 1.00 0.95 1.00 0.99
Satd. Flow (prot) 1746 1802 1740 1828 1679
Flt Permitted 0.59 1.00 0.64 1.00 0.99
Satd. Flow (perm) 1086 1802 1175 1828 1679
Peak-hour factor, PHF 0.67 0.67 0.67 0.90 0.90 0.90 0.25 0.25 0.25 0.89 0.89 0.89 Adj. Flow (vph) 13 160 24 31 241 13 0 0 0 25 20 39
RTOR Reduction (vph) 0900300000 2 50
Lane Group Flow (vph) 13 175 0 31 251 00000 5 90
Confl. Peds. (#/hr) 3 5 5 3 6 3 3 6
Turn Type Perm NA Perm NA Perm NA
Protected Phases 2 2 4
Permitted Phases 2 2 4
Actuated Green, G (s) 28.8 28.8 28.8 28.8 22.0
Effective Green, g (s) 28.8 28.8 28.8 28.8 22.0
Actuated g/C Ratio 0.48 0.48 0.48 0.48 0.37
Clearance Time (s) 4.6 4.6 4.6 4.6 4.6
Lane Grp Cap (vph) 521 864 564 877 615
v/s Ratio Prot 0.10 c0.14
v/s Ratio Perm 0.01 0.03 0.04
v/c Ratio 0.02 0.20 0.05 0.29 0.10
Uniform Delay, d1 8.2 9.0 8.3 9.4 12.5
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 0.5 0.2 0.8 0.3
Delay (s) 8.3 9.5 8.5 10.2 12.8
Level of Service A A A B B
Approach Delay (s) 9.4 10.0 0.0 12.8
Approach LOS ABAB
Intersection Summary
HCM 2000 Control Delay 10.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.20
Actuated Cycle Length (s) 60.0 Sum of lost time (s) 9.2 Intersection Capacity Utilization 50.0% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th AWSC Existing PM Peak
5: K St & 18th St 01/27/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 8
Intersection
Intersection Delay, s/veh 9.8
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 16 121 14 8 160 13 83 52 24 15 42 18 Future Vol, veh/h 16 121 14 8 160 13 83 52 24 15 42 18
Peak Hour Factor 0.77 0.77 0.77 0.94 0.94 0.94 0.97 0.97 0.97 0.72 0.72 0.72 Heavy Vehicles, % 3 33333333333
Mvmt Flow 21 157 18 9 170 14 86 54 25 21 58 25
Number of Lanes 1 10110010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 2 2
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 2 2
HCM Control Delay 10 10.1 9.7 9.1
HCM LOS A B A A
Lane NBLn1 EBLn1 EBLn2WBLn1WBLn2 SBLn1
Vol Left, % 52% 100% 0% 100% 0% 20%
Vol Thru, % 33% 0% 90% 0% 92% 56%
Vol Right, % 15% 0% 10% 0% 8% 24%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 159 16 135 8 173 75
LT Vol 83 16 0 8 0 15
Through Vol 52 0 121 0 160 42
RT Vol 24 0 14 0 13 18
Lane Flow Rate 164 21 175 9 184 104
Geometry Grp 277772
Degree of Util (X) 0.233 0.034 0.261 0.014 0.276 0.147
Departure Headway (Hd) 5.11 5.943 5.365 5.949 5.391 5.083 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 697 598 664 597 661 699
Service Time 3.182 3.724 3.145 3.728 3.17 3.164
HCM Lane V/C Ratio 0.235 0.035 0.264 0.015 0.278 0.149
HCM Control Delay 9.7 8.9 10.1 8.8 10.2 9.1
HCM Lane LOS AABABA
HCM 95th-tile Q 0.9 0.1 1 0 1.1 0.5
HCM 6th AWSC Existing PM Peak
6: MLK Jr Wy & 18th St 01/27/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 9
Intersection
Intersection Delay, s/veh 9.9
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 12 104 51 5 86 13 70 112 11 8 93 9
Future Vol, veh/h 12 104 51 5 86 13 70 112 11 8 93 9
Peak Hour Factor 0.68 0.68 0.68 0.81 0.81 0.81 0.93 0.93 0.93 0.87 0.87 0.87 Heavy Vehicles, % 3 33333333333
Mvmt Flow 18 153 75 6 106 16 75 120 12 9 107 10
Number of Lanes 0 10010010010
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 RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 10.2 9.3 10.2 9.3
HCM LOS B A B A
Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 36% 7% 5% 7%
Vol Thru, % 58% 62% 83% 85%
Vol Right, % 6% 31% 12% 8%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 193 167 104 110
LT Vol 70 12 5 8
Through Vol 112 104 86 93
RT Vol 11 51 13 9
Lane Flow Rate 208 246 128 126
Geometry Grp 1111
Degree of Util (X) 0.292 0.327 0.18 0.179
Departure Headway (Hd) 5.057 4.787 5.039 5.1
Convergence, Y/N Yes Yes Yes Yes
Cap 704 744 704 695
Service Time 3.142 2.864 3.128 3.194
HCM Lane V/C Ratio 0.295 0.331 0.182 0.181
HCM Control Delay 10.2 10.2 9.3 9.3
HCM Lane LOS BBAA
HCM 95th-tile Q 1.2 1.4 0.7 0.6
HCM 6th TWSC Existing PM Peak
7: O St & Main St 01/27/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 10
Intersection
Int Delay, s/veh 5.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 18 155 30 9 48 8 19 43 13 4 59 20
Future Vol, veh/h 18 155 30 9 48 8 19 43 13 4 59 20
Conflicting Peds, #/hr 2 0220230 1 1 1 103
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 50 - - 40 --------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 86 86 86 71 71 71 78 78 78 72 72 72
Heavy Vehicles, % 3 33333333333
Mvmt Flow 21 180 35 13 68 11 24 55 17 6 82 28
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 81 0 0 217 0 0 400 349 211 389 361 79 Stage 1 - ----- 2 4 2 2 4 2- 1 0 2 1 0 2-
Stage 2 - ----- 1 5 8 1 0 7- 2 8 7 2 5 9-
Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 Critical Hdwy Stg 1 - ----- 6.13 5.53 - 6.13 5.53 -
Critical Hdwy Stg 2 - ----- 6.13 5.53 - 6.13 5.53 -
Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1510 - - 1347 - - 559 573 827 568 565 979 Stage 1 - ----- 7 5 9 7 0 4- 9 0 2 8 0 9-
Stage 2 - ----- 8 4 2 8 0 5- 7 1 8 6 9 2-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1507 - - 1344 - - 470 557 817 499 549 974 Mov Cap-2 Maneuver - ----- 4 7 0 5 5 7- 4 9 9 5 4 9-
Stage 1 - ----- 7 4 7 6 9 3- 8 8 8 7 9 9-
Stage 2 - ----- 7 2 5 7 9 5- 6 3 2 6 8 1-
Approach EB WB NB SB
HCM Control Delay, s 0.7 1.1 12.7 12.3
HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 562 1507 - - 1344 - - 610
HCM Lane V/C Ratio 0.171 0.014 - - 0.009 - - 0.189
HCM Control Delay (s) 12.7 7.4 - - 7.7 - - 12.3
HCM Lane LOS B A - - A - - B
HCM 95th %tile Q(veh) 0.6 0 - - 0 - - 0.7
HCM Signalized Intersection Capacity Analysis Existing PM Peak 8: N St & Main St 01/27/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 11
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 12 141 11 3 42 19 7 25 17 11 38 21 Future Volume (vph) 12 141 11 3 42 19 7 25 17 11 38 21
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 4.2 4.2 4.2 4.2 4.2
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 0.99 0.98 0.98
Flpb, ped/bikes 0.98 1.00 0.99 1.00 1.00 1.00
Frt 1.00 0.99 1.00 0.95 0.95 0.96
Flt Protected 0.95 1.00 0.95 1.00 0.99 0.99
Satd. Flow (prot) 1720 1821 1730 1737 1714 1723
Flt Permitted 0.71 1.00 0.65 1.00 0.98 0.97
Satd. Flow (perm) 1280 1821 1183 1737 1683 1683
Peak-hour factor, PHF 0.89 0.89 0.89 0.80 0.80 0.80 0.94 0.94 0.94 0.77 0.77 0.77 Adj. Flow (vph) 13 158 12 4 52 24 7 27 18 14 49 27
RTOR Reduction (vph) 0400 1 200 1 100 1 70
Lane Group Flow (vph) 13 166 0 4 65 0 0 41 0 0 73 0
Confl. Peds. (#/hr) 14 11 11 14 16 12 12 16
Turn Type Perm NA Perm NA Perm NA Perm NA
Protected Phases 4422
Permitted Phases 4422
Actuated Green, G (s) 30.8 30.8 30.8 30.8 24.8 24.8
Effective Green, g (s) 30.8 30.8 30.8 30.8 24.8 24.8
Actuated g/C Ratio 0.48 0.48 0.48 0.48 0.39 0.39
Clearance Time (s) 4.2 4.2 4.2 4.2 4.2 4.2
Lane Grp Cap (vph) 616 876 569 835 652 652
v/s Ratio Prot c0.09 0.04
v/s Ratio Perm 0.01 0.00 0.02 c0.04
v/c Ratio 0.02 0.19 0.01 0.08 0.06 0.11
Uniform Delay, d1 8.7 9.5 8.6 8.9 12.3 12.6
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 0.5 0.0 0.2 0.2 0.4
Delay (s) 8.8 10.0 8.7 9.1 12.5 12.9
Level of Service A A A A B B
Approach Delay (s) 9.9 9.1 12.5 12.9
Approach LOS AABB
Intersection Summary
HCM 2000 Control Delay 10.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.16
Actuated Cycle Length (s) 64.0 Sum of lost time (s) 8.4 Intersection Capacity Utilization 38.7% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Existing PM Peak 9: M St & Main St 01/27/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 13
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 43 93 29 0 0 0 13 500 25 32 559 46 Future Volume (vph) 43 93 29 0 0 0 13 500 25 32 559 46
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 4.2 4.2 4.2
Lane Util. Factor 1.00 1.00 0.95 0.95
Frpb, ped/bikes 1.00 1.00 1.00 1.00
Flpb, ped/bikes 0.97 1.00 1.00 1.00
Frt 1.00 0.96 0.99 0.99
Flt Protected 0.95 1.00 1.00 1.00
Satd. Flow (prot) 1697 1772 3471 3451
Flt Permitted 0.95 1.00 0.94 0.90
Satd. Flow (perm) 1697 1772 3250 3127
Peak-hour factor, PHF 0.86 0.86 0.86 0.25 0.25 0.25 0.93 0.93 0.93 0.88 0.88 0.88 Adj. Flow (vph) 50 108 34 0 0 0 14 538 27 36 635 52
RTOR Reduction (vph) 0 15 0000020030
Lane Group Flow (vph) 50 127 00000 5 7 700 7 2 00
Confl. Peds. (#/hr) 23 3 3 23 2 4 4 2
Turn Type Perm NA Perm NA Perm NA
Protected Phases 2 4 4
Permitted Phases 2 4 4
Actuated Green, G (s) 12.9 12.9 74.7 74.7
Effective Green, g (s) 12.9 12.9 74.7 74.7
Actuated g/C Ratio 0.13 0.13 0.78 0.78
Clearance Time (s) 4.2 4.2 4.2 4.2
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 228 238 2528 2433
v/s Ratio Prot c0.07
v/s Ratio Perm 0.03 0.18 c0.23
v/c Ratio 0.22 0.53 0.23 0.30
Uniform Delay, d1 37.1 38.8 2.9 3.1
Progression Factor 1.00 1.00 0.39 0.21
Incremental Delay, d2 0.5 2.3 0.2 0.3
Delay (s) 37.5 41.1 1.3 0.9
Level of Service D D A A
Approach Delay (s) 40.1 0.0 1.3 0.9
Approach LOS D A A A
Intersection Summary
HCM 2000 Control Delay 6.1 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.33
Actuated Cycle Length (s) 96.0 Sum of lost time (s) 8.4 Intersection Capacity Utilization 52.0% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Existing PM Peak 10: Main St & Canal St 01/27/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 16
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 0 183 0 0 73 0
Future Volume (veh/h) 0 183 0 0 73 0
Initial Q (Qb), veh 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00
Work Zone On Approach No No
Adj Sat Flow, veh/h/ln 0 1856 1856 0
Adj Flow Rate, veh/h 0 213 101 0
Peak Hour Factor 0.86 0.86 0.72 0.72
Percent Heavy Veh, % 0 3 3 0
Cap, veh/h 0 1645 0 0
Arrive On Green 0.00 0.89 0.00 0.00
Sat Flow, veh/h 0 1856 0
Grp Volume(v), veh/h 0 213 0.0
Grp Sat Flow(s),veh/h/ln 0 1856
Q Serve(g_s), s 0.0 0.5
Cycle Q Clear(g_c), s 0.0 0.5
Prop In Lane 0.00
Lane Grp Cap(c), veh/h 0 1645
V/C Ratio(X) 0.00 0.13
Avail Cap(c_a), veh/h 0 1645
HCM Platoon Ratio 1.00 1.00
Upstream Filter(I) 0.00 1.00
Uniform Delay (d), s/veh 0.0 0.3
Incr Delay (d2), s/veh 0.0 0.2
Initial Q Delay(d3),s/veh 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 0.4
LnGrp LOS A A
Approach Vol, veh/h 213
Approach Delay, s/veh 0.4
Approach LOS A
Timer - Assigned Phs 2
Phs Duration (G+Y+Rc), s 37.0
Change Period (Y+Rc), s * 4.2
Max Green Setting (Gmax), s * 33
Max Q Clear Time (g_c+I1), s 2.5
Green Ext Time (p_c), s 1.3
Intersection Summary
HCM 6th Ctrl Delay 0.4
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
HCM Signalized Intersection Capacity Analysis Existing PM Peak 11: K St & Main St 01/27/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 17
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 49 183 29 37 0 53 0 51 34 21 50 0
Future Volume (vph) 49 183 29 37 0 53 0 51 34 21 50 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 16 12 12 12 12 12 12 12 12
Total Lost time (s) 4.2 4.5 4.2 4.2
Lane Util. Factor 1.00 1.00 1.00 1.00
Frpb, ped/bikes 0.99 0.96 0.99 1.00
Flpb, ped/bikes 0.99 0.99 1.00 1.00
Frt 0.98 0.92 0.95 1.00
Flt Protected 0.99 0.98 1.00 0.99
Satd. Flow (prot) 1774 1578 1726 1814
Flt Permitted 0.93 0.82 1.00 0.92
Satd. Flow (perm) 1670 1322 1726 1691
Peak-hour factor, PHF 0.91 0.91 0.91 0.73 0.73 0.73 0.82 0.82 0.82 0.89 0.89 0.89 Adj. Flow (vph) 54 201 32 51 0 73 0 62 41 24 56 0
RTOR Reduction (vph) 0700 3 500 2 70000
Lane Group Flow (vph) 0 280 0 0 89 0 0 76 0 0 80 0
Confl. Peds. (#/hr) 27 18 18 27 12 4 4 12
Turn Type Perm NA Perm NA NA Perm NA
Protected Phases 2644
Permitted Phases 2 6 4
Actuated Green, G (s) 33.8 33.5 21.8 21.8
Effective Green, g (s) 33.8 33.5 21.8 21.8
Actuated g/C Ratio 0.53 0.52 0.34 0.34
Clearance Time (s) 4.2 4.5 4.2 4.2
Lane Grp Cap (vph) 881 691 587 575
v/s Ratio Prot 0.04
v/s Ratio Perm c0.17 0.07 c0.05
v/c Ratio 0.32 0.13 0.13 0.14
Uniform Delay, d1 8.6 7.8 14.6 14.6
Progression Factor 2.08 0.45 1.00 1.00
Incremental Delay, d2 0.9 0.4 0.5 0.5
Delay (s) 18.8 3.9 15.0 15.1
Level of Service BABB
Approach Delay (s) 18.8 3.9 15.0 15.1
Approach LOS BABB
Intersection Summary
HCM 2000 Control Delay 14.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.25
Actuated Cycle Length (s) 64.0 Sum of lost time (s) 8.7 Intersection Capacity Utilization 35.7% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Existing PM Peak 12: MLK Jr Wy & Main St 01/27/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 19
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 18 158 38 41 83 36 19 148 18 17 132 5 Future Volume (vph) 18 158 38 41 83 36 19 148 18 17 132 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 10 12 12 12 12 12 12 12 12 10 12 12
Total Lost time (s) 4.2 4.2 4.2 4.2 4.2 4.2 4.2 4.2 4.2 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 0.99 1.00 1.00 0.97 1.00 1.00 1.00 1.00 Flpb, ped/bikes 0.99 1.00 0.98 1.00 1.00 0.99 1.00 0.99 1.00 Frt 1.00 0.97 1.00 1.00 0.85 1.00 0.98 1.00 0.99
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1614 1776 1724 1845 1513 1739 1809 1625 1832 Flt Permitted 0.69 1.00 0.58 1.00 1.00 0.66 1.00 0.64 1.00 Satd. Flow (perm) 1168 1776 1058 1845 1513 1204 1809 1087 1832 Peak-hour factor, PHF 0.84 0.84 0.84 0.77 0.77 0.77 0.86 0.86 0.86 0.88 0.88 0.88 Adj. Flow (vph) 21 188 45 53 108 47 22 172 21 19 150 6
RTOR Reduction (vph) 0 13 0 0 0 27 070020
Lane Group Flow (vph) 21 220 0 53 108 20 22 186 0 19 154 0 Confl. Peds. (#/hr) 9 14 14 9 7 6 6 7
Turn Type Perm NA Perm NA Perm Perm NA Perm NA
Protected Phases 4422
Permitted Phases 4 4 4 2 2
Actuated Green, G (s) 26.8 26.8 26.8 26.8 26.8 28.8 28.8 28.8 28.8 Effective Green, g (s) 26.8 26.8 26.8 26.8 26.8 28.8 28.8 28.8 28.8 Actuated g/C Ratio 0.42 0.42 0.42 0.42 0.42 0.45 0.45 0.45 0.45 Clearance Time (s) 4.2 4.2 4.2 4.2 4.2 4.2 4.2 4.2 4.2
Lane Grp Cap (vph) 489 743 443 772 633 541 814 489 824
v/s Ratio Prot c0.12 0.06 c0.10 0.08
v/s Ratio Perm 0.02 0.05 0.01 0.02 0.02
v/c Ratio 0.04 0.30 0.12 0.14 0.03 0.04 0.23 0.04 0.19
Uniform Delay, d1 11.0 12.3 11.4 11.5 11.0 9.9 10.8 9.9 10.6 Progression Factor 0.42 0.34 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 1.0 0.6 0.4 0.1 0.1 0.7 0.1 0.5 Delay (s) 4.8 5.2 11.9 11.9 11.0 10.0 11.4 10.0 11.1
Level of Service A A BBBBB BB
Approach Delay (s) 5.2 11.7 11.3 11.0
Approach LOS ABBB
Intersection Summary
HCM 2000 Control Delay 9.5 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.26
Actuated Cycle Length (s) 64.0 Sum of lost time (s) 8.4 Intersection Capacity Utilization 49.7% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Existing PM Peak 13: O St & 16th St 01/27/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 22
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 11 718 57 38 683 14 69 35 48 18 34 34 Future Volume (veh/h) 11 718 57 38 683 14 69 35 48 18 34 34 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.98 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 11 748 59 40 727 15 85 43 59 21 40 40 Peak Hour Factor 0.96 0.96 0.96 0.94 0.94 0.94 0.81 0.81 0.81 0.86 0.86 0.86 Percent Heavy Veh, % 333333333333
Cap, veh/h 23 911 72 663 2252 46 109 87 119 88 94 94
Arrive On Green 0.01 0.28 0.28 0.75 1.00 1.00 0.06 0.12 0.12 0.05 0.11 0.11 Sat Flow, veh/h 1767 3307 261 1767 3532 73 1767 699 959 1767 840 840 Grp Volume(v), veh/h 11 399 408 40 363 379 85 0 102 21 0 80 Grp Sat Flow(s),veh/h/ln 1767 1763 1805 1767 1763 1842 1767 0 1658 1767 0 1680 Q Serve(g_s), s 0.6 20.3 20.3 0.6 0.0 0.0 4.6 0.0 5.5 1.1 0.0 4.3 Cycle Q Clear(g_c), s 0.6 20.3 20.3 0.6 0.0 0.0 4.6 0.0 5.5 1.1 0.0 4.3 Prop In Lane 1.00 0.14 1.00 0.04 1.00 0.58 1.00 0.50
Lane Grp Cap(c), veh/h 23 486 497 663 1124 1175 109 0 206 88 0 189 V/C Ratio(X) 0.47 0.82 0.82 0.06 0.32 0.32 0.78 0.00 0.50 0.24 0.00 0.42 Avail Cap(c_a), veh/h 94 654 669 663 1124 1175 199 0 535 107 0 455 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 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 47.0 32.5 32.6 7.5 0.0 0.0 44.4 0.0 39.2 43.9 0.0 39.7 Incr Delay (d2), s/veh 13.9 14.4 14.1 0.0 0.8 0.7 11.3 0.0 1.8 1.4 0.0 1.5 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 0.3 10.3 10.5 0.2 0.2 0.2 2.3 0.0 2.3 0.5 0.0 1.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 61.0 46.9 46.7 7.6 0.8 0.7 55.7 0.0 41.1 45.2 0.0 41.2 LnGrp LOS E D D AAAEADDAD
Approach Vol, veh/h 818 782 187 101
Approach Delay, s/veh 47.0 1.1 47.7 42.1
Approach LOS D A D D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 40.2 30.7 10.1 15.0 5.5 65.4 9.0 16.1 Change Period (Y+Rc), s * 4.2 * 4.2 * 4.2 * 4.2 * 4.2 * 4.2 * 4.2 * 4.2 Max Green Setting (Gmax), s * 6.8 * 36 * 11 * 26 * 5.1 * 37 * 5.8 * 31 Max Q Clear Time (g_c+I1), s 2.6 22.3 6.6 6.3 2.6 2.0 3.1 7.5 Green Ext Time (p_c), s 0.0 4.1 0.1 0.3 0.0 5.3 0.0 0.5 Intersection Summary
HCM 6th Ctrl Delay 27.8
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
HCM 6th TWSC Existing PM Peak
14: Private Drwy/N St & 16th St 01/27/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 23
Intersection
Int Delay, s/veh 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 17 722 3 4 692 37 0 0 2 28 0 61
Future Vol, veh/h 17 722 3 4 692 37 0 0 2 28 0 61
Conflicting Peds, #/hr 1 03301105501
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 75 - - 50 --------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 96 96 96 92 92 92 50 50 50 74 74 74
Heavy Vehicles, % 3 33333333333
Mvmt Flow 18 752 3 4 752 40 0 0 4 38 0 82
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 793 0 0 758 0 0 1178 1594 386 1198 1575 398 Stage 1 - ----- 7 9 3 7 9 3- 7 8 1 7 8 1-
Stage 2 - ----- 3 8 5 8 0 1- 4 1 7 7 9 4-
Critical Hdwy 4.16 - - 4.16 - - 7.56 6.56 6.96 7.56 6.56 6.96 Critical Hdwy Stg 1 - ----- 6.56 5.56 - 6.56 5.56 -
Critical Hdwy Stg 2 - ----- 6.56 5.56 - 6.56 5.56 -
Follow-up Hdwy 2.23 - - 2.23 - - 3.53 4.03 3.33 3.53 4.03 3.33 Pot Cap-1 Maneuver 817 - - 843 - - 145 105 610 140 108 599 Stage 1 - ----- 3 4 6 3 9 6- 3 5 2 4 0 1-
Stage 2 - ----- 6 0 7 3 9 3- 5 8 1 3 9 6-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 816 - - 841 - - 122 102 605 136 105 598 Mov Cap-2 Maneuver - ----- 1 2 2 1 0 2- 1 3 6 1 0 5-
Stage 1 - ----- 3 3 7 3 8 6- 3 4 4 3 9 9-
Stage 2 - ----- 5 2 0 3 9 1- 5 6 2 3 8 6-
Approach EB WB NB SB
HCM Control Delay, s 0.2 0.1 11 26.1
HCM LOS B D
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 605 816 - - 841 - - 289
HCM Lane V/C Ratio 0.007 0.022 - - 0.005 - - 0.416
HCM Control Delay (s) 11 9.5 - - 9.3 - - 26.1
HCM Lane LOS B A - - A - - D
HCM 95th %tile Q(veh) 0 0.1 - - 0 - - 2
HCM 6th Signalized Intersection Summary Existing PM Peak 15: M St & 16th St 01/27/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 25
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 133 586 46 36 487 96 56 276 50 166 223 175 Future Volume (veh/h) 133 586 46 36 487 96 56 276 50 166 223 175 Initial Q (Qb), veh 000000000000
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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 140 617 48 41 560 110 66 325 59 180 242 190 Peak Hour Factor 0.95 0.95 0.95 0.87 0.87 0.87 0.85 0.85 0.85 0.92 0.92 0.92 Percent Heavy Veh, % 333333333333
Cap, veh/h 539 1736 135 52 716 140 85 463 83 199 407 344 Arrive On Green 0.61 1.00 1.00 0.01 0.08 0.08 0.05 0.16 0.16 0.04 0.07 0.07 Sat Flow, veh/h 1767 3314 257 1767 2937 575 1767 2984 535 1767 1856 1568 Grp Volume(v), veh/h 140 328 337 41 335 335 66 190 194 180 242 190 Grp Sat Flow(s),veh/h/ln 1767 1763 1808 1767 1763 1750 1767 1763 1757 1767 1856 1568 Q Serve(g_s), s 3.5 0.0 0.0 2.2 17.9 18.0 3.5 9.8 10.0 9.7 12.1 5.5 Cycle Q Clear(g_c), s 3.5 0.0 0.0 2.2 17.9 18.0 3.5 9.8 10.0 9.7 12.1 5.5 Prop In Lane 1.00 0.14 1.00 0.33 1.00 0.30 1.00 1.00
Lane Grp Cap(c), veh/h 539 924 947 52 430 427 85 273 272 199 407 344 V/C Ratio(X) 0.26 0.35 0.36 0.79 0.78 0.78 0.78 0.70 0.71 0.91 0.59 0.55 Avail Cap(c_a), veh/h 539 924 947 107 555 550 169 533 531 199 584 493 HCM Platoon Ratio 2.00 2.00 2.00 0.33 0.33 0.33 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.96 0.96 0.96 Uniform Delay (d), s/veh 13.7 0.0 0.0 47.2 41.6 41.7 45.2 38.4 38.5 45.7 40.4 9.7 Incr Delay (d2), s/veh 0.3 1.1 1.0 23.0 13.1 13.5 13.9 3.2 3.4 37.6 1.3 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 0.3 0.3 1.3 10.0 10.0 1.9 4.4 4.5 6.6 6.1 4.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 13.9 1.1 1.0 70.2 54.7 55.1 59.1 41.6 41.9 83.3 41.7 11.0 LnGrp LOS BAAEDEEDDFDB
Approach Vol, veh/h 805 711 450 612
Approach Delay, s/veh 3.3 55.8 44.3 44.4
Approach LOS A E D D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.0 54.5 8.8 25.7 33.5 28.0 15.4 19.1 Change Period (Y+Rc), s * 4.2 * 4.2 * 4.2 4.6 4.2 * 4.6 * 4.6 * 4.2 Max Green Setting (Gmax), s * 5.8 * 34 * 9.2 30.2 8.8 * 30 * 11 * 29 Max Q Clear Time (g_c+I1), s 4.2 2.0 5.5 14.1 5.5 20.0 11.7 12.0 Green Ext Time (p_c), s 0.0 4.3 0.0 1.8 0.1 2.9 0.0 2.1 Intersection Summary
HCM 6th Ctrl Delay 34.7
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
HCM 6th TWSC Existing PM Peak
16: Canal St & 16th St 01/27/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 26
Intersection
Int Delay, s/veh 1.3
Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 1 11 764 17 22 578 16 1 0 21 17 2 29 Future Vol, veh/h 1 11 764 17 22 578 16 1 0 21 17 2 29
Conflicting Peds, #/hr 0 001100200002
Sign Control Free Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - - None - - None - - None - - None
Storage Length - 75 - - 75 --------
Veh in Median Storage, # - - 0 - - 0 - - 0 - - 0 -
Grade, % - - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 94 94 94 94 93 93 93 79 79 79 71 71 71 Heavy Vehicles, % 3 333333333333
Mvmt Flow 1 12 813 18 24 622 17 1 0 27 24 3 41
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 639 639 0 0 832 0 0 1212 1536 417 1112 1537 322 Stage 1 - ------ 8 4 9 8 4 9- 6 7 9 6 7 9-
Stage 2 - ------ 3 6 3 6 8 7- 4 3 3 8 5 8-
Critical Hdwy 6.46 4.16 - - 4.16 - - 7.56 6.56 6.96 7.56 6.56 6.96 Critical Hdwy Stg 1 - ------ 6.56 5.56 - 6.56 5.56 -
Critical Hdwy Stg 2 - ------ 6.56 5.56 - 6.56 5.56 -
Follow-up Hdwy 2.53 2.23 - - 2.23 - - 3.53 4.03 3.33 3.53 4.03 3.33 Pot Cap-1 Maneuver 561 934 - - 790 - - 137 114 582 162 114 671 Stage 1 - ------ 3 2 0 3 7 3- 4 0 5 4 4 7-
Stage 2 - ------ 6 2 6 4 4 3- 5 6 9 3 6 9-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 880 880 - - 789 - - 122 109 581 149 109 670 Mov Cap-2 Maneuver - ------ 1 2 2 1 0 9- 1 4 9 1 0 9-
Stage 1 - ------ 3 1 5 3 6 7- 3 9 9 4 3 4-
Stage 2 - ------ 5 6 5 4 3 0- 5 3 5 3 6 3-
Approach EB WB NB SB
HCM Control Delay, s 0.1 0.3 12.7 22.5
HCM LOS B C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 496 880 - - 789 - - 273
HCM Lane V/C Ratio 0.056 0.015 - - 0.03 - - 0.248
HCM Control Delay (s) 12.7 9.2 - - 9.7 - - 22.5
HCM Lane LOS B A - - A - - C
HCM 95th %tile Q(veh) 0.2 0 - - 0.1 - - 1
HCM 6th TWSC Existing PM Peak
17: Private Drwy/K St & 16th St 01/27/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 27
Intersection
Int Delay, s/veh 3.3
Movement EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 44 742 15 1 20 529 20 9 3 15 23 3 85 Future Vol, veh/h 44 742 15 1 20 529 20 9 3 15 23 3 85
Conflicting Peds, #/hr 0 020200301103
Sign Control Free Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - - None - - None - - None
Storage Length 75 - - - 95 --------
Veh in Median Storage, # - 0 - - - 0 - - 0 - - 0 -
Grade, % - 0 - - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 92 92 92 92 48 48 48 82 82 82 Heavy Vehicles, % 3 333333333333
Mvmt Flow 46 781 16 1 22 575 22 19 6 31 28 4 104
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 597 0 0 797 799 0 0 1222 1526 402 1119 1523 302 Stage 1 - ------ 8 8 3 8 8 3- 6 3 2 6 3 2-
Stage 2 - ------ 3 3 9 6 4 3- 4 8 7 8 9 1-
Critical Hdwy 4.16 - - 6.46 4.16 - - 7.56 6.56 6.96 7.56 6.56 6.96 Critical Hdwy Stg 1 - ------ 6.56 5.56 - 6.56 5.56 -
Critical Hdwy Stg 2 - ------ 6.56 5.56 - 6.56 5.56 -
Follow-up Hdwy 2.23 - - 2.53 2.23 - - 3.53 4.03 3.33 3.53 4.03 3.33 Pot Cap-1 Maneuver 969 - - 445 813 - - 134 116 595 160 116 691 Stage 1 - ------ 3 0 5 3 6 0- 4 3 3 4 7 0-
Stage 2 - ------ 6 4 6 4 6 4- 5 2 8 3 5 7-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 969 - - 779 779 - - 104 107 593 136 107 689 Mov Cap-2 Maneuver - ------ 1 0 4 1 0 7- 1 3 6 1 0 7-
Stage 1 - ------ 2 9 0 3 4 2- 4 1 3 4 5 6-
Stage 2 - ------ 5 2 7 4 5 0- 4 6 7 3 4 0-
Approach EB WB NB SB
HCM Control Delay, s 0.5 0.4 31.1 21.9
HCM LOS D C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 193 969 - - 779 - - 346
HCM Lane V/C Ratio 0.291 0.048 - - 0.029 - - 0.391
HCM Control Delay (s) 31.1 8.9 - - 9.8 - - 21.9
HCM Lane LOS D A - - A - - C
HCM 95th %tile Q(veh) 1.2 0.1 - - 0.1 - - 1.8
HCM 6th Signalized Intersection Summary Existing PM Peak 18: MLK Jr Wy & 16th St 01/27/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 29
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 26 541 221 167 372 7 162 128 205 27 150 39 Future Volume (veh/h) 26 541 221 167 372 7 162 128 205 27 150 39 Initial Q (Qb), veh 000000000000
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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 28 582 238 178 396 7 176 139 223 31 172 45 Peak Hour Factor 0.93 0.93 0.93 0.94 0.94 0.94 0.92 0.92 0.92 0.87 0.87 0.87 Percent Heavy Veh, % 333333333333
Cap, veh/h 34 668 273 491 1887 33 208 466 394 39 221 58 Arrive On Green 0.01 0.18 0.18 0.28 0.53 0.53 0.12 0.25 0.25 0.02 0.16 0.16 Sat Flow, veh/h 1767 2441 997 1767 3544 63 1767 1856 1569 1767 1417 371 Grp Volume(v), veh/h 28 420 400 178 197 206 176 139 223 31 0 217 Grp Sat Flow(s),veh/h/ln 1767 1763 1675 1767 1763 1844 1767 1856 1569 1767 0 1787 Q Serve(g_s), s 1.5 22.2 22.3 7.8 5.6 5.7 9.4 5.8 6.1 1.7 0.0 11.2 Cycle Q Clear(g_c), s 1.5 22.2 22.3 7.8 5.6 5.7 9.4 5.8 6.1 1.7 0.0 11.2 Prop In Lane 1.00 0.59 1.00 0.03 1.00 1.00 1.00 0.21
Lane Grp Cap(c), veh/h 34 483 459 491 939 982 208 466 394 39 0 278 V/C Ratio(X) 0.82 0.87 0.87 0.36 0.21 0.21 0.85 0.30 0.57 0.79 0.00 0.78 Avail Cap(c_a), veh/h 107 525 499 491 939 982 217 657 556 107 0 521 HCM Platoon Ratio 0.67 0.67 0.67 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 0.99 0.00 0.99 Uniform Delay (d), s/veh 47.2 37.5 37.6 27.8 11.8 11.8 41.5 29.1 8.2 46.7 0.0 38.9 Incr Delay (d2), s/veh 36.1 18.9 19.9 0.4 0.5 0.5 24.8 0.4 1.3 28.1 0.0 4.7 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 1.0 12.4 11.9 3.3 2.2 2.3 5.5 2.6 4.2 1.0 0.0 5.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 83.3 56.4 57.5 28.3 12.3 12.3 66.3 29.5 9.5 74.8 0.0 43.6 LnGrp LOS F E E C B B E C A E A D
Approach Vol, veh/h 848 581 538 248
Approach Delay, s/veh 57.8 17.2 33.2 47.5
Approach LOS E B C D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 30.9 30.5 15.5 19.1 6.1 55.3 6.3 28.3 Change Period (Y+Rc), s * 4.2 * 4.2 * 4.2 * 4.2 * 4.2 * 4.2 * 4.2 * 4.2 Max Green Setting (Gmax), s * 11 * 29 * 12 * 28 * 5.8 * 34 * 5.8 * 34 Max Q Clear Time (g_c+I1), s 9.8 24.3 11.4 13.2 3.5 7.7 3.7 8.1 Green Ext Time (p_c), s 0.0 2.0 0.0 1.0 0.0 2.3 0.0 1.6 Intersection Summary
HCM 6th Ctrl Delay 40.0
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
Queuing and Blocking Report Existing AM Peak
Baseline 01/27/2022
Baseline SimTraffic Report
JLB Traffic Engineering, Inc. Page 1
Intersection: 1: O St & 18th St
Movement NB SB
Directions Served LTR LTR
Maximum Queue (ft) 78 54
Average Queue (ft) 33 27
95th Queue (ft) 58 53
Link Distance (ft) 345 736
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 2: N St & 18th St
Movement EB EB WB WB NB SB
Directions Served L TR L TR ULTR LTR
Maximum Queue (ft) 50 103 54 98 55 90
Average Queue (ft) 13 49 22 42 31 31
95th Queue (ft) 39 77 46 69 55 59
Link Distance (ft) 190 420 340 770
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 55 50
Storage Blk Time (%) 0202
Queuing Penalty (veh) 0001
Intersection: 3: M St & 18th St
Movement EB EB WB WB NB NB NB SB SB SB
Directions Served L TR L TR L T TR L T TR
Maximum Queue (ft) 119 129 100 183 31 72 115 109 138 133 Average Queue (ft) 42 67 27 114 6 25 40 24 72 54
95th Queue (ft) 81 115 76 180 26 59 95 66 132 103
Link Distance (ft) 420 418 337 337 1165 1165
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 50 50 80 60
Storage Blk Time (%) 16 25 5 39 0 0 7
Queuing Penalty (veh) 21 17 9 17 0 1 4
Queuing and Blocking Report Existing AM Peak
Baseline 01/27/2022
Baseline SimTraffic Report
JLB Traffic Engineering, Inc. Page 2
Intersection: 4: Canal St & 18th St
Movement EB EB WB WB SB
Directions Served L TR L TR LTR
Maximum Queue (ft) 31 91 47 150 119
Average Queue (ft) 9 43 12 63 46
95th Queue (ft) 30 75 36 107 82
Link Distance (ft) 418 436 1163
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 50 50
Storage Blk Time (%) 0 5 1 11
Queuing Penalty (veh) 0124
Intersection: 5: K St & 18th St
Movement EB EB WB WB NB SB
Directions Served L TR L TR LTR LTR
Maximum Queue (ft) 31 94 32 72 118 101
Average Queue (ft) 21 43 3 40 49 35
95th Queue (ft) 45 69 19 62 80 67
Link Distance (ft) 436 417 335 1166
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 50 50
Storage Blk Time (%) 0302
Queuing Penalty (veh) 0100
Intersection: 6: MLK Jr Wy & 18th St
Movement EB WB NB SB
Directions Served LTR LTR LTR LTR
Maximum Queue (ft) 52 73 96 55
Average Queue (ft) 33 33 53 36
95th Queue (ft) 47 55 82 56
Link Distance (ft) 417 1408 330 1439
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report Existing AM Peak
Baseline 01/27/2022
Baseline SimTraffic Report
JLB Traffic Engineering, Inc. Page 3
Intersection: 7: O St & Main St
Movement WB NB SB
Directions Served L LTR LTR
Maximum Queue (ft) 31 77 54
Average Queue (ft) 1 41 30
95th Queue (ft) 10 72 51
Link Distance (ft) 132 345
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 40
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Intersection: 8: N St & Main St
Movement EB EB WB WB NB SB
Directions Served L TR L TR LTR LTR
Maximum Queue (ft) 31 119 31 53 75 94
Average Queue (ft) 11 43 4 17 27 34
95th Queue (ft) 35 89 22 45 67 79
Link Distance (ft) 428 421 326 340
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 40 50
Storage Blk Time (%) 0801
Queuing Penalty (veh) 1100
Intersection: 9: M St & Main St
Movement EB EB NB NB SB SB
Directions Served L TR LT TR LT TR
Maximum Queue (ft) 71 113 134 141 170 114
Average Queue (ft) 23 50 30 47 51 24
95th Queue (ft) 52 97 83 104 110 70
Link Distance (ft) 421 326 326 337 337
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 55
Storage Blk Time (%) 2 11
Queuing Penalty (veh) 3 4
Queuing and Blocking Report Existing AM Peak
Baseline 01/27/2022
Baseline SimTraffic Report
JLB Traffic Engineering, Inc. Page 4
Intersection: 10: Main St & Canal St
Movement EB SB
Directions Served T L
Maximum Queue (ft) 138 120
Average Queue (ft) 43 49
95th Queue (ft) 93 90
Link Distance (ft) 426 355
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 11: K St & Main St
Movement EB B40 WB NB SB
Directions Served LTR T LTR TR LT
Maximum Queue (ft) 196 54 71 96 96
Average Queue (ft) 85 2 27 42 35
95th Queue (ft) 153 18 58 74 74
Link Distance (ft) 114 279 416 324 335
Upstream Blk Time (%) 2
Queuing Penalty (veh) 7
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 12: MLK Jr Wy & Main St
Movement EB EB WB WB WB NB NB SB SB
Directions Served L TR L T R L TR L TR
Maximum Queue (ft) 31 97 72 95 51 117 141 63 107
Average Queue (ft) 5 43 20 43 16 19 62 8 32
95th Queue (ft) 22 83 51 79 42 63 131 32 79
Link Distance (ft) 416 1418 1418 326 330
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 50 50 75 75
Storage Blk Time (%) 0818 0601
Queuing Penalty (veh) 0113 0100
Queuing and Blocking Report Existing AM Peak
Baseline 01/27/2022
Baseline SimTraffic Report
JLB Traffic Engineering, Inc. Page 5
Intersection: 13: O St & 16th St
Movement EB EB EB WB WB WB NB NB SB SB
Directions Served L T TR L T TR L TR L TR
Maximum Queue (ft) 52 244 224 106 139 136 100 118 59 74 Average Queue (ft) 17 101 80 35 48 63 38 61 19 36
95th Queue (ft) 46 170 168 74 99 122 71 113 55 73
Link Distance (ft) 1314 1314 408 408 431 148
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 75 75 50 50
Storage Blk Time (%) 13 1 4 13 19 7 9
Queuing Penalty (veh) 2 5 2 12 11 4 1
Intersection: 14: Private Drwy/N St & 16th St
Movement EB EB EB WB WB NB SB
Directions Served L T TR T TR LTR LTR
Maximum Queue (ft) 50 50 75 71 88 30 72
Average Queue (ft) 17 33342 3 8
95th Queue (ft) 44 19 27 25 31 15 63
Link Distance (ft) 408 408 412 412 100 326
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 75
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Intersection: 15: M St & 16th St
Movement EB EB EB WB WB WB NB NB NB SB SB SB
Directions Served L T TR L T TR L T TR L T R
Maximum Queue (ft) 174 236 228 129 167 249 99 162 176 223 219 97 Average Queue (ft) 73 63 75 32 115 139 50 98 94 104 91 48 95th Queue (ft) 135 142 162 87 179 209 97 158 159 183 171 79 Link Distance (ft) 412 412 420 420 1285 1285 326 326
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100 85 50 200
Storage Blk Time (%) 7 1 2 10 16 45 1 2
Queuing Penalty (veh) 20 2 5 3 23 24 2 2
Queuing and Blocking Report Existing AM Peak
Baseline 01/27/2022
Baseline SimTraffic Report
JLB Traffic Engineering, Inc. Page 6
Intersection: 16: Canal St & 16th St
Movement EB EB EB WB NB SB
Directions Served UL T TR L LTR LTR
Maximum Queue (ft) 30 97 74 52 70 54
Average Queue (ft) 5 3 2 10 25 26
95th Queue (ft) 22 32 25 35 52 56
Link Distance (ft) 420 420 1281 163
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 75 75
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Intersection: 17: Private Drwy/K St & 16th St
Movement EB EB WB WB NB SB
Directions Served L TR UL TR LTR LTR
Maximum Queue (ft) 56 30 31 22 55 95
Average Queue (ft) 17 2 8 1 20 48
95th Queue (ft) 51 14 30 7 48 83
Link Distance (ft) 434 399 136 324
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 75 95
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Intersection: 18: MLK Jr Wy & 16th St
Movement EB EB EB WB WB WB NB NB NB SB SB
Directions Served L T TR L T TR L T R L TR
Maximum Queue (ft) 80 114 166 167 166 145 160 382 76 164 248 Average Queue (ft) 17 66 101 109 62 52 129 135 48 35 107 95th Queue (ft) 49 110 160 166 119 99 182 276 78 100 205 Link Distance (ft) 399 399 1389 1389 1818 1818 326
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 170 100 105 50
Storage Blk Time (%) 18 1 30 7 7 39
Queuing Penalty (veh) 35 2 42 11 13 8
Network Summary
Network wide Queuing Penalty: 329
Queuing and Blocking Report Existing PM Peak
Baseline 01/27/2022
Baseline SimTraffic Report
JLB Traffic Engineering, Inc. Page 1
Intersection: 1: O St & 18th St
Movement EB WB NB SB
Directions Served LTR LTR LTR LTR
Maximum Queue (ft) 31 31 55 55
Average Queue (ft) 1 1 35 29
95th Queue (ft) 10 10 48 54
Link Distance (ft) 1356 195 345 736
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 2: N St & 18th St
Movement EB EB WB WB NB SB
Directions Served L TR L TR ULTR LTR
Maximum Queue (ft) 31 71 31 155 79 53
Average Queue (ft) 8 36 9 57 33 29
95th Queue (ft) 30 54 31 104 56 44
Link Distance (ft) 190 420 340 770
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 55 50
Storage Blk Time (%) 1 0 4
Queuing Penalty (veh) 0 0 1
Intersection: 3: M St & 18th St
Movement EB EB WB WB NB NB NB SB SB SB
Directions Served L TR L TR L T TR L T TR
Maximum Queue (ft) 120 156 98 297 32 90 119 52 118 184
Average Queue (ft) 57 71 31 105 6 22 31 25 72 65
95th Queue (ft) 102 128 71 213 26 65 84 50 114 132
Link Distance (ft) 420 418 337 337 1165 1165
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 50 50 80 60
Storage Blk Time (%) 20 22 8 31 1 0 8
Queuing Penalty (veh) 26 17 14 14 0 0 3
Queuing and Blocking Report Existing PM Peak
Baseline 01/27/2022
Baseline SimTraffic Report
JLB Traffic Engineering, Inc. Page 2
Intersection: 4: Canal St & 18th St
Movement EB EB WB WB SB
Directions Served L TR L TR LTR
Maximum Queue (ft) 31 97 67 183 55
Average Queue (ft) 5 39 17 76 30
95th Queue (ft) 24 74 44 138 57
Link Distance (ft) 418 436 1163
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 50 50
Storage Blk Time (%) 0 3 1 12
Queuing Penalty (veh) 0033
Intersection: 5: K St & 18th St
Movement EB EB WB WB NB SB
Directions Served L TR L TR LTR LTR
Maximum Queue (ft) 52 79 31 100 78 74
Average Queue (ft) 10 42 7 51 41 37
95th Queue (ft) 36 65 28 80 62 63
Link Distance (ft) 436 417 343 1166
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 50 50
Storage Blk Time (%) 0104
Queuing Penalty (veh) 0000
Intersection: 6: MLK Jr Wy & 18th St
Movement EB WB NB SB
Directions Served LTR LTR LTR LTR
Maximum Queue (ft) 79 101 98 68
Average Queue (ft) 35 43 57 37
95th Queue (ft) 60 71 86 55
Link Distance (ft) 417 1408 330 1439
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report Existing PM Peak
Baseline 01/27/2022
Baseline SimTraffic Report
JLB Traffic Engineering, Inc. Page 3
Intersection: 7: O St & Main St
Movement EB WB NB SB
Directions Served L L LTR LTR
Maximum Queue (ft) 31 31 73 55
Average Queue (ft) 3 4 34 30
95th Queue (ft) 18 19 64 49
Link Distance (ft) 132 345
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 50 40
Storage Blk Time (%) 0 0
Queuing Penalty (veh) 0 0
Intersection: 8: N St & Main St
Movement EB EB WB NB SB
Directions Served L TR TR LTR LTR
Maximum Queue (ft) 93 148 122 109 72
Average Queue (ft) 7 56 28 24 23
95th Queue (ft) 38 103 69 70 58
Link Distance (ft) 428 421 326 340
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 40
Storage Blk Time (%) 0 13 2
Queuing Penalty (veh) 0 2 0
Intersection: 9: M St & Main St
Movement EB EB NB NB SB SB
Directions Served L TR LT TR LT TR
Maximum Queue (ft) 86 180 70 96 153 113
Average Queue (ft) 32 70 29 45 63 27
95th Queue (ft) 71 139 62 93 115 71
Link Distance (ft) 421 326 326 337 337
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 55
Storage Blk Time (%) 6 22
Queuing Penalty (veh) 7 10
Queuing and Blocking Report Existing PM Peak
Baseline 01/27/2022
Baseline SimTraffic Report
JLB Traffic Engineering, Inc. Page 4
Intersection: 10: Main St & Canal St
Movement EB SB
Directions Served T L
Maximum Queue (ft) 163 94
Average Queue (ft) 66 36
95th Queue (ft) 136 73
Link Distance (ft) 426 355
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 11: K St & Main St
Movement EB B40 WB NB SB
Directions Served LTR T LTR TR LT
Maximum Queue (ft) 177 42 77 96 116
Average Queue (ft) 91 3 21 36 45
95th Queue (ft) 162 17 59 78 96
Link Distance (ft) 114 279 416 332 343
Upstream Blk Time (%) 5
Queuing Penalty (veh) 12
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 12: MLK Jr Wy & Main St
Movement EB EB WB WB WB NB NB SB SB
Directions Served L TR L T R L TR L TR
Maximum Queue (ft) 31 96 68 75 53 74 178 43 106
Average Queue (ft) 6 42 21 35 20 13 67 5 32
95th Queue (ft) 27 80 56 73 48 44 136 24 76
Link Distance (ft) 416 1418 1418 326 330
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 50 50 75 75
Storage Blk Time (%) 0624 18 1
Queuing Penalty (veh) 0112 11 0
Queuing and Blocking Report Existing PM Peak
Baseline 01/27/2022
Baseline SimTraffic Report
JLB Traffic Engineering, Inc. Page 5
Intersection: 13: O St & 16th St
Movement EB EB EB WB WB WB NB NB SB SB
Directions Served L T TR L T TR L TR L TR
Maximum Queue (ft) 50 275 247 72 180 202 99 169 54 94
Average Queue (ft) 12 137 118 34 55 77 51 56 20 42
95th Queue (ft) 40 249 218 70 136 161 93 118 48 77
Link Distance (ft) 1314 1314 408 408 431 148
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 75 75 50 50
Storage Blk Time (%) 23 1 4 23 10 2 10
Queuing Penalty (veh) 2 2 2 19 7 2 2
Intersection: 14: Private Drwy/N St & 16th St
Movement EB EB WB WB WB NB SB
Directions Served L T L T TR LTR LTR
Maximum Queue (ft) 45 28 25 65 33 30 92
Average Queue (ft) 922222 4 2
95th Queue (ft) 30 14 12 21 13 15 76
Link Distance (ft) 408 412 412 100 326
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 75 50
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Intersection: 15: M St & 16th St
Movement EB EB EB WB WB WB NB NB NB SB SB SB
Directions Served L T TR L T TR L T TR L T R
Maximum Queue (ft) 174 298 288 130 199 267 100 203 177 188 203 115 Average Queue (ft) 108 89 89 33 120 149 48 102 88 114 92 57 95th Queue (ft) 182 212 189 91 199 234 94 166 154 182 172 92 Link Distance (ft) 412 412 420 420 1285 1285 326 326
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100 85 50 200
Storage Blk Time (%) 18 2 0 16 18 39 0 0
Queuing Penalty (veh) 52 3 0 6 25 22 0 1
Queuing and Blocking Report Existing PM Peak
Baseline 01/27/2022
Baseline SimTraffic Report
JLB Traffic Engineering, Inc. Page 6
Intersection: 16: Canal St & 16th St
Movement EB WB WB NB SB
Directions Served UL L TR LTR LTR
Maximum Queue (ft) 30 30 70 67 56
Average Queue (ft) 8 5 2 17 26
95th Queue (ft) 30 22 23 49 54
Link Distance (ft) 434 1281 163
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 75 75
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 17: Private Drwy/K St & 16th St
Movement EB EB WB NB SB
Directions Served L TR UL LTR LTR
Maximum Queue (ft) 31 73 52 30 89
Average Queue (ft) 15 3 10 20 45
95th Queue (ft) 39 25 35 44 73
Link Distance (ft) 434 136 332
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 75 95
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 18: MLK Jr Wy & 16th St
Movement EB EB EB WB WB WB NB NB NB SB SB
Directions Served L T TR L T TR L T R L TR
Maximum Queue (ft) 46 295 330 174 247 221 159 284 102 88 200 Average Queue (ft) 14 104 147 117 109 56 114 98 55 25 96 95th Queue (ft) 38 196 251 187 220 143 162 219 85 60 167 Link Distance (ft) 399 399 1389 1389 1818 1818 326
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 170 100 105 50
Storage Blk Time (%) 1 26 1 17 2 4 43
Queuing Penalty (veh) 0 48 2 22 3 7 12
Network Summary
Network wide Queuing Penalty: 357
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 Page | D
(559) 570-8991
Appendix D: Existing plus Project Traffic Conditions
HCM 6th TWSC Existing plus Project AM Peak
1: O St & 18th St 03/24/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 1
Intersection
Int Delay, s/veh 6.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 6 131 3 19 70 5 11 36 86 9 37 17
Future Vol, veh/h 6 131 3 19 70 5 11 36 86 9 37 17
Conflicting Peds, #/hr 0 05500200002
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 83 83 83 75 75 75 69 69 69
Heavy Vehicles, % 3 33333333333
Mvmt Flow 7 142 3 23 84 6 15 48 115 13 54 25
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 90 0 0 150 0 0 338 299 149 372 297 89 Stage 1 - ----- 1 6 3 1 6 3- 1 3 3 1 3 3-
Stage 2 - ----- 1 7 5 1 3 6- 2 3 9 1 6 4-
Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 Critical Hdwy Stg 1 - ----- 6.13 5.53 - 6.13 5.53 -
Critical Hdwy Stg 2 - ----- 6.13 5.53 - 6.13 5.53 -
Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1499 - - 1425 - - 614 611 895 583 613 966 Stage 1 - ----- 8 3 7 7 6 1- 8 6 8 7 8 4-
Stage 2 - ----- 8 2 4 7 8 2- 7 6 2 7 6 1-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1499 - - 1418 - - 544 595 891 469 596 964 Mov Cap-2 Maneuver - ----- 5 4 4 5 9 5- 4 6 9 5 9 6-
Stage 1 - ----- 8 2 9 7 5 3- 8 6 4 7 7 1-
Stage 2 - ----- 7 3 3 7 6 9- 6 1 9 7 5 3-
Approach EB WB NB SB
HCM Control Delay, s 0.3 1.5 11.3 11.6
HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 750 1499 - - 1418 - - 637
HCM Lane V/C Ratio 0.236 0.004 - - 0.016 - - 0.143
HCM Control Delay (s) 11.3 7.4 0 - 7.6 0 - 11.6
HCM Lane LOS B A A - A A - B
HCM 95th %tile Q(veh) 0.9 0 - - 0 - - 0.5
HCM 6th AWSC Existing plus Project AM Peak
2: N St & 18th St 03/24/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 2
Intersection
Intersection Delay, s/veh 9.4
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT Lane Configurations
Traffic Vol, veh/h 18 206 19 32 60 8 4 10 19 43 22 16
Future Vol, veh/h 18 206 19 32 60 8 4 10 19 43 22 16
Peak Hour Factor 0.87 0.87 0.87 0.91 0.91 0.91 0.81 0.81 0.81 0.81 0.90 0.90 Heavy Vehicles, % 333333333333
Mvmt Flow 21 237 22 35 66 9 5 12 23 53 24 18
Number of Lanes 011010001001
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 2 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 2 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 1 2
HCM Control Delay 10.3 8.6 8.3 8.4
HCM LOS B A A A
Lane NBLn1 EBLn1 EBLn2 WBLn1 SBLn1
Vol Left, % 14% 8% 0% 32% 41%
Vol Thru, % 26% 92% 0% 60% 30%
Vol Right, % 60% 0% 100% 8% 30%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 76 224 19 100 54
LT Vol 11 18 0 32 22
Through Vol 20 206 0 60 16
RT Vol 45 0 19 8 16
Lane Flow Rate 94 257 22 110 60
Geometry Grp 27752
Degree of Util (X) 0.121 0.361 0.026 0.146 0.082
Departure Headway (Hd) 4.651 5.052 4.309 4.771 4.929
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 769 711 829 751 725
Service Time 2.688 2.785 2.042 2.809 2.968
HCM Lane V/C Ratio 0.122 0.361 0.027 0.146 0.083
HCM Control Delay 8.3 10.6 7.2 8.6 8.4
HCM Lane LOS ABAAA
HCM 95th-tile Q 0.4 1.6 0.1 0.5 0.3
HCM 6th AWSC Existing plus Project AM Peak
2: N St & 18th St 03/24/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 3
Intersection
Intersection Delay, s/veh
Intersection LOS
Movement SBR
Lane Configurations
Traffic Vol, veh/h 16
Future Vol, veh/h 16
Peak Hour Factor 0.90
Heavy Vehicles, % 3
Mvmt Flow 18
Number of Lanes 0
Approach
Opposing Approach
Opposing Lanes
Conflicting Approach Left
Conflicting Lanes Left
Conflicting Approach Right
Conflicting Lanes Right
HCM Control Delay
HCM LOS
HCM 6th Signalized Intersection Summary Existing plus Project AM Peak 3: M St & 18th St 03/24/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 68 158 48 42 41 75 15 493 61 68 465 43 Future Volume (veh/h) 68 158 48 42 41 75 15 493 61 68 465 43 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 0.98 0.98 0.99 0.98 0.98 0.99 0.99 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 80 186 56 47 46 83 18 580 72 72 489 45 Peak Hour Factor 0.85 0.85 0.85 0.90 0.90 0.90 0.85 0.85 0.85 0.95 0.95 0.95 Percent Heavy Veh, % 333333333333
Cap, veh/h 337 284 85 250 113 204 666 1491 185 260 718 66 Arrive On Green 0.05 0.21 0.21 0.03 0.19 0.19 0.59 0.95 0.95 0.05 0.22 0.22 Sat Flow, veh/h 1767 1361 410 1767 584 1053 1767 3152 390 1767 3257 299 Grp Volume(v), veh/h 80 0 242 47 0 129 18 324 328 72 264 270 Grp Sat Flow(s),veh/h/ln 1767 0 1771 1767 0 1636 1767 1763 1780 1767 1763 1793 Q Serve(g_s), s 2.6 0.0 9.0 1.5 0.0 5.0 0.0 1.1 1.1 2.5 9.9 10.0 Cycle Q Clear(g_c), s 2.6 0.0 9.0 1.5 0.0 5.0 0.0 1.1 1.1 2.5 9.9 10.0 Prop In Lane 1.00 0.23 1.00 0.64 1.00 0.22 1.00 0.17
Lane Grp Cap(c), veh/h 337 0 369 250 0 316 666 834 842 260 389 395 V/C Ratio(X) 0.24 0.00 0.66 0.19 0.00 0.41 0.03 0.39 0.39 0.28 0.68 0.68 Avail Cap(c_a), veh/h 337 0 605 286 0 568 666 834 842 269 573 583 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.96 0.96 0.96 1.00 1.00 1.00 Uniform Delay (d), s/veh 21.9 0.0 26.1 22.6 0.0 25.4 9.0 1.1 1.1 24.7 25.7 25.7 Incr Delay (d2), s/veh 0.4 0.0 2.0 0.4 0.0 0.8 0.0 1.3 1.3 0.6 9.2 9.2 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 1.1 0.0 3.8 0.6 0.0 1.9 0.1 0.6 0.6 1.0 4.9 5.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 22.3 0.0 28.1 23.0 0.0 26.3 9.0 2.4 2.4 25.3 34.9 35.0 LnGrp LOS C A C C A C A A A C C C
Approach Vol, veh/h 322 176 670 606
Approach Delay, s/veh 26.7 25.4 2.5 33.8
Approach LOS C C A C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.6 38.7 6.5 19.2 25.8 20.5 7.6 18.1 Change Period (Y+Rc), s * 4.2 4.6 * 4.2 * 4.2 4.6 * 4.6 * 4.2 * 4.2 Max Green Setting (Gmax), s * 3.8 22.6 * 3.8 * 25 3.0 * 23 * 3.4 * 25 Max Q Clear Time (g_c+I1), s 4.5 3.1 3.5 11.0 2.0 12.0 4.6 7.0 Green Ext Time (p_c), s 0.0 3.8 0.0 1.1 0.0 2.4 0.0 0.6 Intersection Summary
HCM 6th Ctrl Delay 19.9
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
HCM Signalized Intersection Capacity Analysis Existing plus Project AM Peak 4: Canal St & 18th St 03/24/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 18 166 48 34 144 31 0 0 0 24 33 48 Future Volume (vph) 18 166 48 34 144 31 0 0 0 24 33 48
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.6 4.6 4.6 4.6
Lane Util. Factor 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 0.95 0.99 0.98
Flpb, ped/bikes 1.00 1.00 1.00 0.99
Frt 1.00 0.85 0.98 0.94
Flt Protected 1.00 1.00 0.99 0.99
Satd. Flow (prot) 1830 1488 1769 1672
Flt Permitted 0.97 1.00 0.94 0.99
Satd. Flow (perm) 1775 1488 1670 1672
Peak-hour factor, PHF 0.92 0.92 0.92 0.94 0.94 0.94 0.25 0.25 0.25 0.77 0.77 0.77 Adj. Flow (vph) 20 180 52 36 153 33 0 0 0 31 43 62
RTOR Reduction (vph) 0 0 25 0900000 4 00
Lane Group Flow (vph) 0 200 27 0 213 00000 9 60
Confl. Peds. (#/hr) 21 15 15 21 12 14 14 12
Turn Type Perm NA Perm Perm NA Perm NA
Protected Phases 2 2 4
Permitted Phases 2 2 2 4
Actuated Green, G (s) 37.4 37.4 37.4 25.4
Effective Green, g (s) 37.4 37.4 37.4 25.4
Actuated g/C Ratio 0.52 0.52 0.52 0.35
Clearance Time (s) 4.6 4.6 4.6 4.6
Lane Grp Cap (vph) 922 772 867 589
v/s Ratio Prot
v/s Ratio Perm 0.11 0.02 c0.13 0.06
v/c Ratio 0.22 0.03 0.25 0.16
Uniform Delay, d1 9.4 8.5 9.5 16.0
Progression Factor 0.73 0.78 1.00 1.00
Incremental Delay, d2 0.5 0.1 0.7 0.6
Delay (s) 7.4 6.7 10.2 16.6
Level of Service A A B B
Approach Delay (s) 7.2 10.2 0.0 16.6
Approach LOS ABAB
Intersection Summary
HCM 2000 Control Delay 10.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.21
Actuated Cycle Length (s) 72.0 Sum of lost time (s) 9.2 Intersection Capacity Utilization 77.8% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM 6th AWSC Existing plus Project AM Peak
5: K St & 18th St 03/24/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 8
Intersection
Intersection Delay, s/veh 9.9
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 27 158 28 4 142 5 43 55 7 27 37 16
Future Vol, veh/h 27 158 28 4 142 5 43 55 7 27 37 16
Peak Hour Factor 0.79 0.79 0.79 0.84 0.84 0.84 0.85 0.85 0.85 0.95 0.95 0.95 Heavy Vehicles, % 3 33333333333
Mvmt Flow 34 200 35 5 169 6 51 65 8 28 39 17
Number of Lanes 0 11010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 2 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 2 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 2
HCM Control Delay 10.5 9.6 9.4 9
HCM LOS B A A A
Lane NBLn1 EBLn1 EBLn2WBLn1 SBLn1
Vol Left, % 41% 15% 0% 3% 34%
Vol Thru, % 52% 85% 0% 94% 46%
Vol Right, % 7% 0% 100% 3% 20%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 105 185 28 151 80
LT Vol 43 27 0 4 27
Through Vol 55 158 0 142 37
RT Vol 7 0 28 5 16
Lane Flow Rate 124 234 35 180 84
Geometry Grp 27752
Degree of Util (X) 0.179 0.347 0.045 0.245 0.121
Departure Headway (Hd) 5.212 5.327 4.549 4.915 5.18
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 683 672 782 724 686
Service Time 3.283 3.088 2.309 2.982 3.257
HCM Lane V/C Ratio 0.182 0.348 0.045 0.249 0.122
HCM Control Delay 9.4 10.9 7.5 9.6 9
HCM Lane LOS ABAAA
HCM 95th-tile Q 0.6 1.6 0.1 1 0.4
HCM 6th AWSC Existing plus Project AM Peak
6: MLK Jr Wy & 18th St 03/24/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 9
Intersection
Intersection Delay, s/veh 9.5
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 14 111 75 10 81 8 56 79 14 15 77 7
Future Vol, veh/h 14 111 75 10 81 8 56 79 14 15 77 7
Peak Hour Factor 0.81 0.81 0.81 0.83 0.83 0.83 0.83 0.83 0.83 0.88 0.88 0.88 Heavy Vehicles, % 3 33333333333
Mvmt Flow 17 137 93 12 98 10 67 95 17 17 88 8
Number of Lanes 0 10010010010
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 RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 9.8 9 9.7 9.1
HCM LOS A A A A
Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 38% 7% 10% 15%
Vol Thru, % 53% 55% 82% 78%
Vol Right, % 9% 38% 8% 7%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 149 200 99 99
LT Vol 56 14 10 15
Through Vol 79 111 81 77
RT Vol 14 75 8 7
Lane Flow Rate 180 247 119 112
Geometry Grp 1111
Degree of Util (X) 0.248 0.317 0.164 0.158
Departure Headway (Hd) 4.982 4.621 4.955 5.043
Convergence, Y/N Yes Yes Yes Yes
Cap 716 773 718 705
Service Time 3.05 2.679 3.024 3.117
HCM Lane V/C Ratio 0.251 0.32 0.166 0.159
HCM Control Delay 9.7 9.8 9 9.1
HCM Lane LOS AAAA
HCM 95th-tile Q 1 1.4 0.6 0.6
HCM 6th TWSC Existing plus Project AM Peak
7: O St & Main St 03/24/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 10
Intersection
Int Delay, s/veh 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 71 0 118 27 188 26 27 33 0 0 58 13
Future Vol, veh/h 71 0 118 27 188 26 27 33 0 0 58 13
Conflicting Peds, #/hr 3 01103103301
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 75 - 0 75 --------
Veh in Median Storage, # - 2 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 91 91 91 67 67 67 73 73 73 71 71 71
Heavy Vehicles, % 3 33333333333
Mvmt Flow 78 0 130 40 281 39 37 45 0 0 82 18
Major/Minor Major2 Minor1 Minor2
Conflicting Flow All 1 0 0 433 404 - - 385 305
Stage 1 - - - 1 1 - - 384 -
Stage 2 - - - 432 403 - - 1 -
Critical Hdwy 4.13 - - 7.13 6.53 - - 6.53 6.23
Critical Hdwy Stg 1 ------- 5.53 -
Critical Hdwy Stg 2 - - - 6.13 5.53 - - - -
Follow-up Hdwy 2.227 - - 3.527 4.027 - - 4.027 3.327
Pot Cap-1 Maneuver 1615 - - 531 534 0 0 547 732
Stage 1 ----- 0 0 6 1 0-
Stage 2 - - - 600 598 0 0 - -
Platoon blocked, % - -
Mov Cap-1 Maneuver 1613 - - 448 519 - - 531 730
Mov Cap-2 Maneuver - - - 448 519 - - 531 -
Stage 1 ------- 5 9 3-
Stage 2 - - - 492 581 - - - -
Approach WB NB SB
HCM Control Delay, s 0.8 14 12.8
HCM LOS B B
Minor Lane/Major Mvmt NBLn1 WBL WBT WBR SBLn1
Capacity (veh/h) 484 1613 - - 559
HCM Lane V/C Ratio 0.17 0.025 - - 0.179
HCM Control Delay (s) 14 7.3 - - 12.8
HCM Lane LOS B A - - B
HCM 95th %tile Q(veh) 0.6 0.1 - - 0.6
HCM Signalized Intersection Capacity Analysis Existing plus Project AM Peak 8: N St & Main St 03/24/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 11
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 24 228 36 23 36 0 0 42 31
Future Volume (vph) 0 0 0 24 228 36 23 36 0 0 42 31
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 4.2 4.2 4.2
Lane Util. Factor 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 0.96 1.00 0.98
Flpb, ped/bikes 1.00 1.00 0.99 1.00
Frt 1.00 0.85 1.00 0.94
Flt Protected 1.00 1.00 0.98 1.00
Satd. Flow (prot) 1833 1509 1793 1704
Flt Permitted 1.00 1.00 0.89 1.00
Satd. Flow (perm) 1833 1509 1630 1704
Peak-hour factor, PHF 0.83 0.83 0.83 0.92 0.92 0.92 0.71 0.71 0.71 0.78 0.78 0.78 Adj. Flow (vph) 0 0 0 26 248 39 32 51 0 0 54 40
RTOR Reduction (vph) 00000 1 80000 2 60
Lane Group Flow (vph) 0000 2 7 4 2 10 8 300 6 80
Confl. Peds. (#/hr) 11 11 11 11 12 12 12 12
Turn Type Perm NA Perm Perm NA NA
Protected Phases 4 2 2
Permitted Phases 4 4 2
Actuated Green, G (s) 38.8 38.8 24.8 24.8
Effective Green, g (s) 38.8 38.8 24.8 24.8
Actuated g/C Ratio 0.54 0.54 0.34 0.34
Clearance Time (s) 4.2 4.2 4.2 4.2
Lane Grp Cap (vph) 987 813 561 586
v/s Ratio Prot 0.04
v/s Ratio Perm 0.15 0.01 c0.05
v/c Ratio 0.28 0.03 0.15 0.12
Uniform Delay, d1 9.0 7.8 16.3 16.1
Progression Factor 0.75 1.03 1.00 1.00
Incremental Delay, d2 0.5 0.0 0.6 0.4
Delay (s) 7.3 8.0 16.9 16.5
Level of Service A A B B
Approach Delay (s) 0.0 7.4 16.9 16.5
Approach LOS AABB
Intersection Summary
HCM 2000 Control Delay 10.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.23
Actuated Cycle Length (s) 72.0 Sum of lost time (s) 8.4 Intersection Capacity Utilization 40.3% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Existing plus Project AM Peak 9: M St & Main St 03/24/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 13
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 43 191 48 42 526 0 0 514 55
Future Volume (vph) 0 0 0 43 191 48 42 526 0 0 514 55
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 4.2 4.2 4.2
Lane Util. Factor 1.00 1.00 0.95 0.95
Frpb, ped/bikes 1.00 0.96 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.99
Flt Protected 0.99 1.00 1.00 1.00
Satd. Flow (prot) 1826 1506 3492 3447
Flt Permitted 0.99 1.00 0.87 1.00
Satd. Flow (perm) 1826 1506 3055 3447
Peak-hour factor, PHF 0.90 0.90 0.90 0.93 0.93 0.93 0.88 0.88 0.88 0.87 0.87 0.87 Adj. Flow (vph) 0 0 0 46 205 52 48 598 0 0 591 63
RTOR Reduction (vph) 00000 4 3000070
Lane Group Flow (vph) 0000 2 5 190 6 4 600 6 4 70
Confl. Peds. (#/hr) 16 4 4 16 3 2 2 3
Turn Type Perm NA Perm Perm NA NA
Protected Phases 2 4 4
Permitted Phases 2 2 4
Actuated Green, G (s) 12.2 12.2 42.0 42.0
Effective Green, g (s) 12.2 12.2 42.0 42.0
Actuated g/C Ratio 0.17 0.17 0.58 0.58
Clearance Time (s) 4.2 4.2 4.2 4.2
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 309 255 1782 2010
v/s Ratio Prot 0.19
v/s Ratio Perm 0.14 0.01 c0.21
v/c Ratio 0.81 0.03 0.36 0.32
Uniform Delay, d1 28.8 25.0 7.9 7.7
Progression Factor 0.84 1.11 1.00 0.47
Incremental Delay, d2 14.8 0.1 0.6 0.4
Delay (s) 39.0 27.8 8.5 4.0
Level of Service D C A A
Approach Delay (s) 0.0 37.1 8.5 4.0
Approach LOS A D A A
Intersection Summary
HCM 2000 Control Delay 12.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.42
Actuated Cycle Length (s) 72.0 Sum of lost time (s) 12.6 Intersection Capacity Utilization 61.3% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Existing plus Project AM Peak 10: Main St & Canal St 03/24/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 16
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 0 0 167 0 0 115
Future Volume (veh/h) 0 0 167 0 0 115
Initial Q (Qb), veh 0000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00
Work Zone On Approach No No
Adj Sat Flow, veh/h/ln 1856 0 0 1856
Adj Flow Rate, veh/h 180 0 0 124
Peak Hour Factor 0.93 0.93 0.93 0.93
Percent Heavy Veh, % 3003
Cap, veh/h 1657 0 0 0
Arrive On Green 0.29 0.00 0.00 0.00
Sat Flow, veh/h 1856 0 0
Grp Volume(v), veh/h 180 0 0.0
Grp Sat Flow(s),veh/h/ln 1856 0
Q Serve(g_s), s 3.0 0.0
Cycle Q Clear(g_c), s 3.0 0.0
Prop In Lane 0.00
Lane Grp Cap(c), veh/h 1657 0
V/C Ratio(X) 0.11 0.00
Avail Cap(c_a), veh/h 1657 0
HCM Platoon Ratio 0.33 1.00
Upstream Filter(I) 1.00 0.00
Uniform Delay (d), s/veh 2.6 0.0
Incr Delay (d2), s/veh 0.1 0.0
Initial Q Delay(d3),s/veh 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.1 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 2.8 0.0
LnGrp LOS A A
Approach Vol, veh/h 180
Approach Delay, s/veh 2.8
Approach LOS A
Timer - Assigned Phs 2
Phs Duration (G+Y+Rc), s 42.0
Change Period (Y+Rc), s 4.5
Max Green Setting (Gmax), s 37.5
Max Q Clear Time (g_c+I1), s 5.0
Green Ext Time (p_c), s 1.1
Intersection Summary
HCM 6th Ctrl Delay 2.8
HCM 6th LOS A
HCM Signalized Intersection Capacity Analysis Existing plus Project AM Peak 11: K St & Main St 03/24/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 17
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 25 150 30 11 77 0 0 57 6
Future Volume (vph) 0 0 0 25 150 30 11 77 0 0 57 6
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 16 12 12 12 12 12 12 12 12
Total Lost time (s) 4.5 4.5 4.2 4.2
Lane Util. Factor 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 0.90 1.00 1.00
Flpb, ped/bikes 0.99 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.99
Flt Protected 0.99 1.00 0.99 1.00
Satd. Flow (prot) 1809 1411 1831 1817
Flt Permitted 0.99 1.00 0.97 1.00
Satd. Flow (perm) 1809 1411 1792 1817
Peak-hour factor, PHF 0.96 0.96 0.96 0.93 0.93 0.93 0.73 0.73 0.73 0.93 0.93 0.93 Adj. Flow (vph) 0 0 0 27 161 32 15 105 0 0 61 6
RTOR Reduction (vph) 00000 1 6000040
Lane Group Flow (vph) 0000 1 8 8 1 60 1 2 000 6 30
Confl. Peds. (#/hr) 41 42 42 41 5 18 18 5
Turn Type Perm NA Perm Perm NA NA
Protected Phases 2 4 4
Permitted Phases 2 2 4
Actuated Green, G (s) 35.5 35.5 27.8 27.8
Effective Green, g (s) 35.5 35.5 27.8 27.8
Actuated g/C Ratio 0.49 0.49 0.39 0.39
Clearance Time (s) 4.5 4.5 4.2 4.2
Lane Grp Cap (vph) 891 695 691 701
v/s Ratio Prot 0.03
v/s Ratio Perm 0.10 0.01 c0.07
v/c Ratio 0.21 0.02 0.17 0.09
Uniform Delay, d1 10.3 9.4 14.5 14.1
Progression Factor 0.55 0.27 1.00 1.00
Incremental Delay, d2 0.5 0.1 0.5 0.3
Delay (s) 6.2 2.6 15.1 14.3
Level of Service A A B B
Approach Delay (s) 0.0 5.7 15.1 14.3
Approach LOS AABB
Intersection Summary
HCM 2000 Control Delay 9.9 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.19
Actuated Cycle Length (s) 72.0 Sum of lost time (s) 8.7 Intersection Capacity Utilization 36.5% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Existing plus Project AM Peak 12: MLK Jr Wy & Main St 03/24/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 19
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 16 150 16 55 133 52 22 126 27 Future Volume (vph) 0 0 0 16 150 16 55 133 52 22 126 27 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 10 12 12 12 12 12 12 12 12 10 12 12
Total Lost time (s) 4.2 4.2 4.2 4.2 4.2 4.2
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 0.97 1.00 0.99 1.00 0.99
Flpb, ped/bikes 1.00 1.00 0.98 1.00 0.99 1.00
Frt 1.00 0.85 1.00 0.96 1.00 0.97
Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1831 1519 1725 1752 1622 1783
Flt Permitted 1.00 1.00 0.65 1.00 0.61 1.00
Satd. Flow (perm) 1831 1519 1171 1752 1038 1783
Peak-hour factor, PHF 0.95 0.95 0.95 0.89 0.89 0.89 0.88 0.88 0.88 0.87 0.87 0.87 Adj. Flow (vph) 0 0 0 18 169 18 62 151 59 25 145 31
RTOR Reduction (vph) 00000 1 00 2 000 1 10
Lane Group Flow (vph) 0000 1 8 78 6 3 1 9 00 2 5 1 6 50 Confl. Peds. (#/hr) 6 13 13 6 13 7 7 13
Turn Type Perm NA Perm Perm NA Perm NA
Protected Phases 4 2 2
Permitted Phases 4 4 2 2
Actuated Green, G (s) 30.8 30.8 32.8 32.8 32.8 32.8
Effective Green, g (s) 30.8 30.8 32.8 32.8 32.8 32.8
Actuated g/C Ratio 0.43 0.43 0.46 0.46 0.46 0.46
Clearance Time (s) 4.2 4.2 4.2 4.2 4.2 4.2
Lane Grp Cap (vph) 783 649 533 798 472 812
v/s Ratio Prot c0.11 0.09
v/s Ratio Perm 0.10 0.01 0.05 0.02
v/c Ratio 0.24 0.01 0.12 0.24 0.05 0.20
Uniform Delay, d1 13.1 11.8 11.3 12.0 10.9 11.8
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.7 0.0 0.5 0.7 0.2 0.6
Delay (s) 13.8 11.9 11.7 12.7 11.1 12.3
Level of Service BBBB BB
Approach Delay (s) 0.0 13.7 12.5 12.2
Approach LOS ABBB
Intersection Summary
HCM 2000 Control Delay 12.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.24
Actuated Cycle Length (s) 72.0 Sum of lost time (s) 8.4 Intersection Capacity Utilization 49.7% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Existing plus Project AM Peak 13: O St & 16th St 03/24/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 22
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 608 58 38 591 21 58 26 72 119 57 24 Future Volume (veh/h) 10 608 58 38 591 21 58 26 72 119 57 24 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 1.00 0.99 1.00 0.99 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 11 683 65 41 642 23 61 27 76 159 76 32 Peak Hour Factor 0.89 0.89 0.89 0.92 0.92 0.92 0.95 0.95 0.95 0.75 0.75 0.75 Percent Heavy Veh, % 333333333333
Cap, veh/h 25 1053 100 78 1229 44 104 63 178 205 255 107 Arrive On Green 0.01 0.32 0.32 0.04 0.35 0.35 0.06 0.15 0.15 0.12 0.21 0.21 Sat Flow, veh/h 1767 3248 309 1767 3470 124 1767 425 1195 1767 1235 520 Grp Volume(v), veh/h 11 370 378 41 326 339 61 0 103 159 0 108 Grp Sat Flow(s),veh/h/ln 1767 1763 1794 1767 1763 1831 1767 0 1620 1767 0 1756 Q Serve(g_s), s 0.3 8.2 8.3 1.0 6.7 6.7 1.5 0.0 2.6 4.0 0.0 2.4 Cycle Q Clear(g_c), s 0.3 8.2 8.3 1.0 6.7 6.7 1.5 0.0 2.6 4.0 0.0 2.4 Prop In Lane 1.00 0.17 1.00 0.07 1.00 0.74 1.00 0.30
Lane Grp Cap(c), veh/h 25 571 582 78 625 649 104 0 241 205 0 362 V/C Ratio(X) 0.44 0.65 0.65 0.52 0.52 0.52 0.59 0.00 0.43 0.77 0.00 0.30 Avail Cap(c_a), veh/h 193 861 877 193 861 895 274 0 919 378 0 1099 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 22.4 13.3 13.3 21.4 11.7 11.7 21.0 0.0 17.7 19.7 0.0 15.4 Incr Delay (d2), s/veh 11.4 1.2 1.2 5.3 0.7 0.7 5.1 0.0 1.2 6.1 0.0 0.5 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 0.2 2.8 2.8 0.5 2.3 2.3 0.7 0.0 1.0 1.8 0.0 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.9 14.5 14.5 26.7 12.4 12.4 26.2 0.0 18.9 25.8 0.0 15.9 LnGrp LOS C B B C B B C A B C A B
Approach Vol, veh/h 759 706 164 267
Approach Delay, s/veh 14.8 13.2 21.6 21.8
Approach LOS B B C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.2 19.1 6.9 13.7 4.9 20.4 9.5 11.0 Change Period (Y+Rc), s * 4.2 * 4.2 * 4.2 * 4.2 * 4.2 * 4.2 * 4.2 * 4.2 Max Green Setting (Gmax), s * 5 * 22 * 7.1 * 29 * 5 * 22 * 9.8 * 26 Max Q Clear Time (g_c+I1), s 3.0 10.3 3.5 4.4 2.3 8.7 6.0 4.6 Green Ext Time (p_c), s 0.0 3.6 0.0 0.5 0.0 3.5 0.1 0.5 Intersection Summary
HCM 6th Ctrl Delay 15.8
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
HCM 6th TWSC Existing plus Project AM Peak
14: Private Drwy/N St & 16th St 03/24/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 23
Intersection
Int Delay, s/veh 1.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 31 795 1 1 537 29 0 0 3 32 1 55
Future Vol, veh/h 31 795 1 1 537 29 0 0 3 32 1 55
Conflicting Peds, #/hr 6 04406006600
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 75 - - 50 --------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 93 93 93 86 86 86 75 75 75 84 84 84
Heavy Vehicles, % 3 33333333333
Mvmt Flow 33 855 1 1 624 34 0 0 4 38 1 65
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 664 0 0 860 0 0 1241 1592 438 1149 1575 335 Stage 1 - ----- 9 2 6 9 2 6- 6 4 9 6 4 9-
Stage 2 - ----- 3 1 5 6 6 6- 5 0 0 9 2 6-
Critical Hdwy 4.16 - - 4.16 - - 7.56 6.56 6.96 7.56 6.56 6.96 Critical Hdwy Stg 1 - ----- 6.56 5.56 - 6.56 5.56 -
Critical Hdwy Stg 2 - ----- 6.56 5.56 - 6.56 5.56 -
Follow-up Hdwy 2.23 - - 2.23 - - 3.53 4.03 3.33 3.53 4.03 3.33 Pot Cap-1 Maneuver 914 - - 771 - - 130 105 564 152 108 658 Stage 1 - ----- 2 8 7 3 4 3- 4 2 2 4 6 1-
Stage 2 - ----- 6 6 8 4 5 3- 5 1 9 3 4 3-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 909 - - 768 - - 112 100 559 145 103 654 Mov Cap-2 Maneuver - ----- 1 1 2 1 0 0- 1 4 5 1 0 3-
Stage 1 - ----- 2 7 6 3 2 9- 4 0 4 4 5 8-
Stage 2 - ----- 5 9 9 4 5 0- 4 9 4 3 2 9-
Approach EB WB NB SB
HCM Control Delay, s 0.3 0 11.5 25.3
HCM LOS B D
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 559 909 - - 768 - - 280
HCM Lane V/C Ratio 0.007 0.037 - - 0.002 - - 0.374
HCM Control Delay (s) 11.5 9.1 - - 9.7 - - 25.3
HCM Lane LOS B A - - A - - D
HCM 95th %tile Q(veh) 0 0.1 - - 0 - - 1.7
HCM 6th Signalized Intersection Summary Existing plus Project AM Peak 15: M St & 16th St 03/24/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 25
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 155 615 52 32 370 111 53 271 72 176 205 159 Future Volume (veh/h) 155 615 52 32 370 111 53 271 72 176 205 159 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 170 676 57 35 407 122 60 304 81 207 241 187 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.89 0.89 0.89 0.85 0.85 0.85 Percent Heavy Veh, % 333333333333
Cap, veh/h 214 1126 95 50 649 193 75 516 135 255 535 452 Arrive On Green 0.12 0.34 0.34 0.03 0.24 0.24 0.04 0.19 0.19 0.14 0.29 0.29 Sat Flow, veh/h 1767 3289 277 1767 2677 794 1767 2762 724 1767 1856 1569 Grp Volume(v), veh/h 170 362 371 35 266 263 60 192 193 207 241 187 Grp Sat Flow(s),veh/h/ln 1767 1763 1804 1767 1763 1708 1767 1763 1723 1767 1856 1569 Q Serve(g_s), s 5.4 9.8 9.8 1.1 7.8 7.9 1.9 5.7 5.9 6.5 6.1 3.4 Cycle Q Clear(g_c), s 5.4 9.8 9.8 1.1 7.8 7.9 1.9 5.7 5.9 6.5 6.1 3.4 Prop In Lane 1.00 0.15 1.00 0.46 1.00 0.42 1.00 1.00
Lane Grp Cap(c), veh/h 214 603 617 50 428 414 75 329 322 255 535 452 V/C Ratio(X) 0.79 0.60 0.60 0.70 0.62 0.63 0.80 0.58 0.60 0.81 0.45 0.41 Avail Cap(c_a), veh/h 282 1028 1052 178 912 884 273 887 867 301 950 804 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 24.6 15.7 15.7 27.7 19.5 19.5 27.3 21.4 21.5 23.9 16.8 6.3 Incr Delay (d2), s/veh 11.0 1.0 0.9 16.2 1.5 1.6 17.1 1.6 1.8 13.5 0.6 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 2.7 3.5 3.6 0.7 3.0 3.0 1.1 2.3 2.4 3.4 2.4 1.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.6 16.6 16.6 44.0 21.0 21.1 44.4 23.0 23.2 37.4 17.4 6.9 LnGrp LOS D B B DCCDCCDBA
Approach Vol, veh/h 903 564 445 635
Approach Delay, s/veh 20.2 22.5 26.0 20.8
Approach LOS CCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 5.8 23.9 6.7 21.2 11.2 18.6 12.9 15.0 Change Period (Y+Rc), s * 4.2 * 4.2 * 4.2 4.6 4.2 * 4.6 * 4.6 * 4.2 Max Green Setting (Gmax), s * 5.8 * 34 * 8.9 29.5 9.2 * 30 * 9.8 * 29 Max Q Clear Time (g_c+I1), s 3.1 11.8 3.9 8.1 7.4 9.9 8.5 7.9 Green Ext Time (p_c), s 0.0 4.5 0.0 1.9 0.1 3.0 0.1 2.2 Intersection Summary
HCM 6th Ctrl Delay 21.9
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
HCM 6th TWSC Existing plus Project AM Peak
16: Canal St & 16th St 03/24/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 26
Intersection
Int Delay, s/veh 2.3
Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 2 20 722 21 33 513 20 17 2 16 5 7 21 Future Vol, veh/h 2 20 722 21 33 513 20 17 2 16 5 7 21
Conflicting Peds, #/hr 0 005500101101
Sign Control Free Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - - None - - None - - None - - None
Storage Length - 75 - - 75 --------
Veh in Median Storage, # - - 0 - - 0 - - 0 - - 0 -
Grade, % - - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 93 93 93 93 95 95 95 67 67 67 59 59 59 Heavy Vehicles, % 3 333333333333
Mvmt Flow 2 22 776 23 35 540 21 25 3 24 8 12 36
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 561 561 0 0 804 0 0 1188 1472 406 1060 1473 282 Stage 1 - ------ 8 4 1 8 4 1- 6 2 1 6 2 1-
Stage 2 - ------ 3 4 7 6 3 1- 4 3 9 8 5 2-
Critical Hdwy 6.46 4.16 - - 4.16 - - 7.56 6.56 6.96 7.56 6.56 6.96 Critical Hdwy Stg 1 - ------ 6.56 5.56 - 6.56 5.56 -
Critical Hdwy Stg 2 - ------ 6.56 5.56 - 6.56 5.56 -
Follow-up Hdwy 2.53 2.23 - - 2.23 - - 3.53 4.03 3.33 3.53 4.03 3.33 Pot Cap-1 Maneuver 629 999 - - 809 - - 142 125 592 177 125 712 Stage 1 - ------ 3 2 3 3 7 6- 4 3 9 4 7 5-
Stage 2 - ------ 6 3 9 4 7 0- 5 6 4 3 7 2-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 944 944 - - 805 - - 117 116 589 158 116 711 Mov Cap-2 Maneuver - ------ 1 1 7 1 1 6- 1 5 8 1 1 6-
Stage 1 - ------ 3 1 3 3 6 5- 4 2 8 4 5 5-
Stage 2 - ------ 5 6 5 4 5 0- 5 2 3 3 6 1-
Approach EB WB NB SB
HCM Control Delay, s 0.3 0.6 32.1 21.6
HCM LOS D C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 184 944 - - 805 - - 272
HCM Lane V/C Ratio 0.284 0.025 - - 0.043 - - 0.206
HCM Control Delay (s) 32.1 8.9 - - 9.7 - - 21.6
HCM Lane LOS D A - - A - - C
HCM 95th %tile Q(veh) 1.1 0.1 - - 0.1 - - 0.8
HCM 6th TWSC Existing plus Project AM Peak
17: Private Drwy/K St & 16th St 03/24/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 27
Intersection
Int Delay, s/veh 2.3
Movement EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 56 690 16 1 28 500 11 11 1 18 13 3 37 Future Vol, veh/h 56 690 16 1 28 500 11 11 1 18 13 3 37 Conflicting Peds, #/hr 0 050500201102
Sign Control Free Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - - None - - None - - None
Storage Length 75 - - - 95 --------
Veh in Median Storage, # - 0 - - - 0 - - 0 - - 0 -
Grade, % - 0 - - - 0 - - 0 - - 0 -
Peak Hour Factor 94 94 94 87 87 87 87 58 58 58 86 86 86 Heavy Vehicles, % 3 333333333333
Mvmt Flow 60 734 17 1 32 575 13 19 2 31 15 3 43
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 588 0 0 751 756 0 0 1225 1522 382 1137 1524 296 Stage 1 - ------ 8 6 8 8 6 8- 6 4 8 6 4 8-
Stage 2 - ------ 3 5 7 6 5 4- 4 8 9 8 7 6-
Critical Hdwy 4.16 - - 6.46 4.16 - - 7.56 6.56 6.96 7.56 6.56 6.96 Critical Hdwy Stg 1 - ------ 6.56 5.56 - 6.56 5.56 -
Critical Hdwy Stg 2 - ------ 6.56 5.56 - 6.56 5.56 -
Follow-up Hdwy 2.23 - - 2.53 2.23 - - 3.53 4.03 3.33 3.53 4.03 3.33 Pot Cap-1 Maneuver 976 - - 476 844 - - 134 116 613 155 116 697 Stage 1 - ------ 3 1 1 3 6 5- 4 2 3 4 6 2-
Stage 2 - ------ 6 3 1 4 5 9- 5 2 7 3 6 2-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 976 - - 817 817 - - 112 104 609 134 104 696 Mov Cap-2 Maneuver - ------ 1 1 2 1 0 4- 1 3 4 1 0 4-
Stage 1 - ------ 2 9 0 3 4 1- 3 9 7 4 4 4-
Stage 2 - ------ 5 6 3 4 4 1- 4 6 7 3 3 8-
Approach EB WB NB SB
HCM Control Delay, s 0.7 0.5 26.6 20.3
HCM LOS D C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 218 976 - - 817 - - 296
HCM Lane V/C Ratio 0.237 0.061 - - 0.041 - - 0.208
HCM Control Delay (s) 26.6 8.9 - - 9.6 - - 20.3
HCM Lane LOS D A - - A - - C
HCM 95th %tile Q(veh) 0.9 0.2 - - 0.1 - - 0.8
HCM 6th Signalized Intersection Summary Existing plus Project AM Peak 18: MLK Jr Wy & 16th St 03/24/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 29
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 78 416 223 171 396 21 150 138 153 18 120 10 Future Volume (veh/h) 78 416 223 171 396 21 150 138 153 18 120 10 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 83 443 237 184 426 23 165 152 168 20 136 11 Peak Hour Factor 0.94 0.94 0.94 0.93 0.93 0.93 0.91 0.91 0.91 0.88 0.88 0.88 Percent Heavy Veh, % 333333333333
Cap, veh/h 106 655 347 231 1242 67 210 452 382 32 243 20 Arrive On Green 0.06 0.29 0.29 0.13 0.37 0.37 0.12 0.24 0.24 0.02 0.14 0.14 Sat Flow, veh/h 1767 2223 1179 1767 3401 183 1767 1856 1567 1767 1693 137 Grp Volume(v), veh/h 83 351 329 184 220 229 165 152 168 20 0 147 Grp Sat Flow(s),veh/h/ln 1767 1763 1639 1767 1763 1822 1767 1856 1567 1767 0 1830 Q Serve(g_s), s 2.5 9.4 9.5 5.4 4.9 4.9 4.9 3.6 3.0 0.6 0.0 4.0 Cycle Q Clear(g_c), s 2.5 9.4 9.5 5.4 4.9 4.9 4.9 3.6 3.0 0.6 0.0 4.0 Prop In Lane 1.00 0.72 1.00 0.10 1.00 1.00 1.00 0.07
Lane Grp Cap(c), veh/h 106 519 483 231 643 665 210 452 382 32 0 262 V/C Ratio(X) 0.78 0.67 0.68 0.80 0.34 0.34 0.79 0.34 0.44 0.62 0.00 0.56 Avail Cap(c_a), veh/h 326 893 830 289 856 885 303 1119 945 158 0 954 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 0.00 1.00 Uniform Delay (d), s/veh 24.9 16.7 16.7 22.7 12.4 12.4 23.0 16.7 6.6 26.2 0.0 21.4 Incr Delay (d2), s/veh 11.6 1.5 1.7 11.7 0.3 0.3 8.4 0.4 0.8 17.8 0.0 1.9 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 1.3 3.5 3.3 2.8 1.7 1.7 2.4 1.4 1.6 0.4 0.0 1.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 36.5 18.2 18.4 34.3 12.7 12.7 31.4 17.2 7.4 44.0 0.0 23.3 LnGrp LOS D B B C B B C B A D A C
Approach Vol, veh/h 763 633 485 167
Approach Delay, s/veh 20.3 19.0 18.6 25.8
Approach LOS C B B C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.2 20.0 10.6 11.9 7.4 23.8 5.2 17.3 Change Period (Y+Rc), s * 4.2 * 4.2 * 4.2 * 4.2 * 4.2 * 4.2 * 4.2 * 4.2 Max Green Setting (Gmax), s * 8.8 * 27 * 9.2 * 28 * 9.9 * 26 * 4.8 * 32 Max Q Clear Time (g_c+I1), s 7.4 11.5 6.9 6.0 4.5 6.9 2.6 5.6 Green Ext Time (p_c), s 0.1 3.8 0.1 0.7 0.1 2.4 0.0 1.4 Intersection Summary
HCM 6th Ctrl Delay 19.9
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
HCM 6th TWSC Existing plus Project PM Peak
1: O St & 18th St 03/24/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 1
Intersection
Int Delay, s/veh 6.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 9 129 16 12 100 5 15 36 86 8 45 15
Future Vol, veh/h 9 129 16 12 100 5 15 36 86 8 45 15
Conflicting Peds, #/hr 0 05500200002
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 84 84 84 94 94 94 73 73 73 63 63 63
Heavy Vehicles, % 3 33333333333
Mvmt Flow 11 154 19 13 106 5 21 49 118 13 71 24
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 111 0 0 178 0 0 375 328 169 404 335 111 Stage 1 - ----- 1 9 1 1 9 1- 1 3 5 1 3 5-
Stage 2 - ----- 1 8 4 1 3 7- 2 6 9 2 0 0-
Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 Critical Hdwy Stg 1 - ----- 6.13 5.53 - 6.13 5.53 -
Critical Hdwy Stg 2 - ----- 6.13 5.53 - 6.13 5.53 -
Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1473 - - 1392 - - 580 589 872 555 584 940 Stage 1 - ----- 8 0 8 7 4 0- 8 6 6 7 8 3-
Stage 2 - ----- 8 1 5 7 8 1- 7 3 4 7 3 4-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1473 - - 1385 - - 501 575 868 442 571 938 Mov Cap-2 Maneuver - ----- 5 0 1 5 7 5- 4 4 2 5 7 1-
Stage 1 - ----- 7 9 7 7 3 0- 8 5 9 7 7 5-
Stage 2 - ----- 7 1 3 7 7 3- 5 8 7 7 2 4-
Approach EB WB NB SB
HCM Control Delay, s 0.4 0.8 11.8 12.3
HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 715 1473 - - 1385 - - 602
HCM Lane V/C Ratio 0.262 0.007 - - 0.009 - - 0.179
HCM Control Delay (s) 11.8 7.5 0 - 7.6 0 - 12.3
HCM Lane LOS B A A - A A - B
HCM 95th %tile Q(veh) 1.1 0 - - 0 - - 0.6
HCM 6th AWSC Existing plus Project PM Peak
2: N St & 18th St 03/24/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 2
Intersection
Intersection Delay, s/veh 9.3
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT Lane Configurations
Traffic Vol, veh/h 8 186 20 20 101 8 1 7 23 21 20 20
Future Vol, veh/h 8 186 20 20 101 8 1 7 23 21 20 20
Peak Hour Factor 0.86 0.86 0.86 0.79 0.79 0.79 0.74 0.74 0.74 0.74 0.67 0.67 Heavy Vehicles, % 333333333333
Mvmt Flow 9 216 23 25 128 10 1 9 31 28 30 30
Number of Lanes 011010001001
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 2 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 2 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 1 2
HCM Control Delay 9.9 9.1 8.4 8.6
HCM LOS A A A A
Lane NBLn1 EBLn1 EBLn2 WBLn1 SBLn1
Vol Left, % 14% 4% 0% 16% 34%
Vol Thru, % 45% 96% 0% 78% 34%
Vol Right, % 41% 0% 100% 6% 32%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 52 194 20 129 59
LT Vol 7 8 0 20 20
Through Vol 23 186 0 101 20
RT Vol 21 0 20 8 19
Lane Flow Rate 70 226 23 163 88
Geometry Grp 27752
Degree of Util (X) 0.095 0.32 0.028 0.215 0.12
Departure Headway (Hd) 4.845 5.1 4.376 4.735 4.913
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 736 704 816 756 727
Service Time 2.894 2.838 2.113 2.776 2.96
HCM Lane V/C Ratio 0.095 0.321 0.028 0.216 0.121
HCM Control Delay 8.4 10.2 7.2 9.1 8.6
HCM Lane LOS ABAAA
HCM 95th-tile Q 0.3 1.4 0.1 0.8 0.4
HCM 6th AWSC Existing plus Project PM Peak
2: N St & 18th St 03/24/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 3
Intersection
Intersection Delay, s/veh
Intersection LOS
Movement SBR
Lane Configurations
Traffic Vol, veh/h 19
Future Vol, veh/h 19
Peak Hour Factor 0.67
Heavy Vehicles, % 3
Mvmt Flow 28
Number of Lanes 0
Approach
Opposing Approach
Opposing Lanes
Conflicting Approach Left
Conflicting Lanes Left
Conflicting Approach Right
Conflicting Lanes Right
HCM Control Delay
HCM LOS
HCM 6th Signalized Intersection Summary Existing plus Project PM Peak 3: M St & 18th St 03/24/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 78 124 55 45 42 60 10 495 53 65 527 46 Future Volume (veh/h) 78 124 55 45 42 60 10 495 53 65 527 46 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 0.98 0.97 0.98 0.97 0.99 0.97 0.99 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 93 148 65 51 48 68 11 532 57 76 620 54 Peak Hour Factor 0.84 0.84 0.84 0.88 0.88 0.88 0.93 0.93 0.93 0.85 0.85 0.85 Percent Heavy Veh, % 333333333333
Cap, veh/h 282 212 93 200 102 144 766 661 71 845 780 68 Arrive On Green 0.06 0.18 0.18 0.03 0.15 0.15 0.76 0.41 0.41 0.41 0.24 0.24 Sat Flow, veh/h 1767 1211 532 1767 681 965 1767 3204 342 1767 3274 285 Grp Volume(v), veh/h 93 0 213 51 0 116 11 292 297 76 333 341 Grp Sat Flow(s),veh/h/ln 1767 0 1743 1767 0 1646 1767 1763 1783 1767 1763 1796 Q Serve(g_s), s 4.4 0.0 11.5 2.4 0.0 6.4 0.0 14.6 14.7 0.0 17.8 17.8 Cycle Q Clear(g_c), s 4.4 0.0 11.5 2.4 0.0 6.4 0.0 14.6 14.7 0.0 17.8 17.8 Prop In Lane 1.00 0.31 1.00 0.59 1.00 0.19 1.00 0.16
Lane Grp Cap(c), veh/h 282 0 305 200 0 246 766 363 368 845 420 428 V/C Ratio(X) 0.33 0.00 0.70 0.25 0.00 0.47 0.01 0.80 0.81 0.09 0.79 0.80 Avail Cap(c_a), veh/h 333 0 554 243 0 474 766 659 667 845 712 726 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.97 0.97 0.97 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.0 0.0 38.8 34.8 0.0 38.9 6.8 27.6 27.6 15.7 35.8 35.8 Incr Delay (d2), s/veh 0.7 0.0 2.9 0.7 0.0 1.4 0.0 16.5 16.8 0.0 14.3 14.2 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 1.9 0.0 5.1 1.1 0.0 2.7 0.1 6.3 6.5 1.0 9.1 9.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.7 0.0 41.6 35.4 0.0 40.3 6.8 44.1 44.4 15.7 50.1 50.0 LnGrp LOS C A D D A D A D D B D D
Approach Vol, veh/h 306 167 600 750
Approach Delay, s/veh 39.2 38.8 43.6 46.6
Approach LOS DDDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 45.5 25.2 7.6 21.7 42.3 28.4 10.1 19.1 Change Period (Y+Rc), s 4.2 * 4.6 * 4.2 * 4.2 4.2 * 4.6 * 4.2 * 4.2 Max Green Setting (Gmax), s 7.8 * 37 * 5.8 * 32 4.8 * 40 * 8.8 * 29 Max Q Clear Time (g_c+I1), s 2.0 16.7 4.4 13.5 2.0 19.8 6.4 8.4 Green Ext Time (p_c), s 0.1 3.4 0.0 1.1 0.0 4.0 0.0 0.6 Intersection Summary
HCM 6th Ctrl Delay 43.6
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
HCM Signalized Intersection Capacity Analysis Existing plus Project PM Peak 4: Canal St & 18th St 03/24/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 9 146 37 28 154 12 0 0 0 22 18 35
Future Volume (vph) 9 146 37 28 154 12 0 0 0 22 18 35
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.6 4.6 4.6 4.6
Lane Util. Factor 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 0.96 1.00 0.98
Flpb, ped/bikes 1.00 1.00 1.00 1.00
Frt 1.00 0.85 0.99 0.94
Flt Protected 1.00 1.00 0.99 0.99
Satd. Flow (prot) 1837 1503 1807 1669
Flt Permitted 0.98 1.00 0.94 0.99
Satd. Flow (perm) 1806 1503 1705 1669
Peak-hour factor, PHF 0.67 0.67 0.67 0.90 0.90 0.90 0.25 0.25 0.25 0.89 0.89 0.89 Adj. Flow (vph) 13 218 55 31 171 13 0 0 0 25 20 39
RTOR Reduction (vph) 0 0 34 0400000 2 20
Lane Group Flow (vph) 0 231 21 0 211 00000 6 20
Confl. Peds. (#/hr) 21 15 15 21 12 14 14 12
Turn Type Perm NA Perm Perm NA Perm NA
Protected Phases 2 2 4
Permitted Phases 2 2 2 4
Actuated Green, G (s) 18.8 18.8 18.8 22.0
Effective Green, g (s) 18.8 18.8 18.8 22.0
Actuated g/C Ratio 0.38 0.38 0.38 0.44
Clearance Time (s) 4.6 4.6 4.6 4.6
Lane Grp Cap (vph) 679 565 641 734
v/s Ratio Prot
v/s Ratio Perm c0.13 0.01 0.12 0.04
v/c Ratio 0.34 0.04 0.33 0.08
Uniform Delay, d1 11.2 9.9 11.1 8.1
Progression Factor 0.65 0.60 1.00 1.00
Incremental Delay, d2 1.3 0.1 1.4 0.2
Delay (s) 8.6 6.1 12.5 8.4
Level of Service A A B A
Approach Delay (s) 8.1 12.5 0.0 8.4
Approach LOS ABAA
Intersection Summary
HCM 2000 Control Delay 9.7 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.20
Actuated Cycle Length (s) 50.0 Sum of lost time (s) 9.2 Intersection Capacity Utilization 58.2% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM 6th AWSC Existing plus Project PM Peak
5: K St & 18th St 03/24/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 8
Intersection
Intersection Delay, s/veh 9.6
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 22 148 20 8 137 13 43 46 17 25 32 18 Future Vol, veh/h 22 148 20 8 137 13 43 46 17 25 32 18
Peak Hour Factor 0.77 0.77 0.77 0.94 0.94 0.94 0.97 0.97 0.97 0.72 0.72 0.72 Heavy Vehicles, % 3 33333333333
Mvmt Flow 29 192 26 9 146 14 44 47 18 35 44 25
Number of Lanes 0 11010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 2 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 2 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 2
HCM Control Delay 10.3 9.4 9.1 9
HCM LOS B A A A
Lane NBLn1 EBLn1 EBLn2WBLn1 SBLn1
Vol Left, % 41% 13% 0% 5% 33%
Vol Thru, % 43% 87% 0% 87% 43%
Vol Right, % 16% 0% 100% 8% 24%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 106 170 20 158 75
LT Vol 43 22 0 8 25
Through Vol 46 148 0 137 32
RT Vol 17 0 20 13 18
Lane Flow Rate 109 221 26 168 104
Geometry Grp 27752
Degree of Util (X) 0.155 0.326 0.033 0.227 0.146
Departure Headway (Hd) 5.105 5.311 4.541 4.869 5.051
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 698 673 784 733 705
Service Time 3.169 3.067 2.297 2.931 3.117
HCM Lane V/C Ratio 0.156 0.328 0.033 0.229 0.148
HCM Control Delay 9.1 10.6 7.5 9.4 9
HCM Lane LOS ABAAA
HCM 95th-tile Q 0.5 1.4 0.1 0.9 0.5
HCM 6th AWSC Existing plus Project PM Peak
6: MLK Jr Wy & 18th St 03/24/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 9
Intersection
Intersection Delay, s/veh 9.9
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 13 98 86 5 86 13 47 97 9 8 93 9
Future Vol, veh/h 13 98 86 5 86 13 47 97 9 8 93 9
Peak Hour Factor 0.68 0.68 0.68 0.81 0.81 0.81 0.93 0.93 0.93 0.87 0.87 0.87 Heavy Vehicles, % 3 33333333333
Mvmt Flow 19 144 126 6 106 16 51 104 10 9 107 10
Number of Lanes 0 10010010010
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 RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 10.4 9.2 9.8 9.4
HCM LOS B A A A
Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 31% 7% 5% 7%
Vol Thru, % 63% 50% 83% 85%
Vol Right, % 6% 44% 12% 8%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 153 197 104 110
LT Vol 47 13 5 8
Through Vol 97 98 86 93
RT Vol 9 86 13 9
Lane Flow Rate 165 290 128 126
Geometry Grp 1111
Degree of Util (X) 0.234 0.371 0.178 0.18
Departure Headway (Hd) 5.127 4.605 4.977 5.122
Convergence, Y/N Yes Yes Yes Yes
Cap 693 776 714 693
Service Time 3.213 2.67 3.059 3.213
HCM Lane V/C Ratio 0.238 0.374 0.179 0.182
HCM Control Delay 9.8 10.4 9.2 9.4
HCM Lane LOS ABAA
HCM 95th-tile Q 0.9 1.7 0.6 0.7
HCM 6th TWSC Existing plus Project PM Peak
7: O St & Main St 03/24/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 10
Intersection
Int Delay, s/veh 4.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 74 0 127 22 245 20 19 45 0 0 60 20
Future Vol, veh/h 74 0 127 22 245 20 19 45 0 0 60 20
Conflicting Peds, #/hr 3 01103103301
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 75 - 0 75 --------
Veh in Median Storage, # - 2 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 86 86 86 71 71 71 78 78 78 72 72 72
Heavy Vehicles, % 3 33333333333
Mvmt Flow 86 0 148 31 345 28 24 58 0 0 83 28
Major/Minor Major2 Minor1 Minor2
Conflicting Flow All 1 0 0 479 439 - - 425 363
Stage 1 - - - 1 1 - - 424 -
Stage 2 - - - 478 438 - - 1 -
Critical Hdwy 4.13 - - 7.13 6.53 - - 6.53 6.23
Critical Hdwy Stg 1 ------- 5.53 -
Critical Hdwy Stg 2 - - - 6.13 5.53 - - - -
Follow-up Hdwy 2.227 - - 3.527 4.027 - - 4.027 3.327
Pot Cap-1 Maneuver 1615 - - 495 510 0 0 520 680
Stage 1 ----- 0 0 5 8 5-
Stage 2 - - - 566 577 0 0 - -
Platoon blocked, % - -
Mov Cap-1 Maneuver 1613 - - 408 498 - - 508 678
Mov Cap-2 Maneuver - - - 408 498 - - 508 -
Stage 1 ------- 5 7 2-
Stage 2 - - - 455 564 - - - -
Approach WB NB SB
HCM Control Delay, s 0.6 14.3 13.3
HCM LOS B B
Minor Lane/Major Mvmt NBLn1 WBL WBT WBR SBLn1
Capacity (veh/h) 467 1613 - - 542
HCM Lane V/C Ratio 0.176 0.019 - - 0.205
HCM Control Delay (s) 14.3 7.3 - - 13.3
HCM Lane LOS B A - - B
HCM 95th %tile Q(veh) 0.6 0.1 - - 0.8
HCM Signalized Intersection Capacity Analysis Existing plus Project PM Peak 8: N St & Main St 03/24/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 11
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 13 251 33 18 29 0 0 41 31
Future Volume (vph) 0 0 0 13 251 33 18 29 0 0 41 31
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 4.2 4.2 4.2
Lane Util. Factor 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 0.97 1.00 0.98
Flpb, ped/bikes 1.00 1.00 0.99 1.00
Frt 1.00 0.85 1.00 0.94
Flt Protected 1.00 1.00 0.98 1.00
Satd. Flow (prot) 1839 1517 1799 1709
Flt Permitted 1.00 1.00 0.91 1.00
Satd. Flow (perm) 1839 1517 1664 1709
Peak-hour factor, PHF 0.89 0.89 0.89 0.80 0.80 0.80 0.94 0.94 0.94 0.77 0.77 0.77 Adj. Flow (vph) 0 0 0 16 314 41 19 31 0 0 53 40
RTOR Reduction (vph) 00000 2 10000 2 70
Lane Group Flow (vph) 0000 3 3 0 2 00 5 000 6 60
Confl. Peds. (#/hr) 11 11 11 11 12 12 12 12
Turn Type Perm NA Perm Perm NA NA
Protected Phases 4 2 2
Permitted Phases 4 4 2
Actuated Green, G (s) 24.8 24.8 16.8 16.8
Effective Green, g (s) 24.8 24.8 16.8 16.8
Actuated g/C Ratio 0.50 0.50 0.34 0.34
Clearance Time (s) 4.2 4.2 4.2 4.2
Lane Grp Cap (vph) 912 752 559 574
v/s Ratio Prot c0.04
v/s Ratio Perm 0.18 0.01 0.03
v/c Ratio 0.36 0.03 0.09 0.12
Uniform Delay, d1 7.7 6.4 11.4 11.5
Progression Factor 0.54 0.67 1.08 1.00
Incremental Delay, d2 1.0 0.1 0.3 0.4
Delay (s) 5.1 4.4 12.5 11.9
Level of Service A A B B
Approach Delay (s) 0.0 5.0 12.5 11.9
Approach LOS AABB
Intersection Summary
HCM 2000 Control Delay 7.0 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.26
Actuated Cycle Length (s) 50.0 Sum of lost time (s) 8.4 Intersection Capacity Utilization 40.9% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Existing plus Project PM Peak 9: M St & Main St 03/24/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 13
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 17 200 48 36 511 0 0 567 61
Future Volume (vph) 0 0 0 17 200 48 36 511 0 0 567 61
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 4.2 4.2 4.2
Lane Util. Factor 1.00 1.00 0.95 0.95
Frpb, ped/bikes 1.00 0.97 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.99
Flt Protected 1.00 1.00 1.00 1.00
Satd. Flow (prot) 1837 1514 3493 3446
Flt Permitted 1.00 1.00 0.87 1.00
Satd. Flow (perm) 1837 1514 3050 3446
Peak-hour factor, PHF 0.86 0.86 0.86 0.73 0.73 0.73 0.93 0.93 0.93 0.88 0.88 0.88 Adj. Flow (vph) 0 0 0 23 274 66 39 549 0 0 644 69
RTOR Reduction (vph) 00000 4 6000050
Lane Group Flow (vph) 0000 2 9 7 2 00 5 8 800 7 0 80
Confl. Peds. (#/hr) 16 4 4 16 3 2 2 3
Turn Type Perm NA Perm Perm NA NA
Protected Phases 2 4 4
Permitted Phases 2 2 4
Actuated Green, G (s) 21.2 21.2 61.0 61.0
Effective Green, g (s) 21.2 21.2 61.0 61.0
Actuated g/C Ratio 0.21 0.21 0.61 0.61
Clearance Time (s) 4.2 4.2 4.2 4.2
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 389 320 1860 2102
v/s Ratio Prot c0.21
v/s Ratio Perm 0.16 0.01 0.19
v/c Ratio 0.76 0.06 0.32 0.34
Uniform Delay, d1 37.0 31.5 9.4 9.6
Progression Factor 0.89 1.13 0.34 0.56
Incremental Delay, d2 8.6 0.1 0.4 0.4
Delay (s) 41.4 35.7 3.6 5.8
Level of Service D D A A
Approach Delay (s) 0.0 40.4 3.6 5.8
Approach LOS A D A A
Intersection Summary
HCM 2000 Control Delay 12.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.42
Actuated Cycle Length (s) 100.0 Sum of lost time (s) 12.6 Intersection Capacity Utilization 61.5% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Existing plus Project PM Peak 10: Main St & Canal St 03/24/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 16
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 0 0 149 0 0 83
Future Volume (veh/h) 0 0 149 0 0 83
Initial Q (Qb), veh 0000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00
Work Zone On Approach No No
Adj Sat Flow, veh/h/ln 1856 0 0 1856
Adj Flow Rate, veh/h 204 0 0 115
Peak Hour Factor 0.73 0.73 0.72 0.72
Percent Heavy Veh, % 3003
Cap, veh/h 1546 0 0 0
Arrive On Green 0.28 0.00 0.00 0.00
Sat Flow, veh/h 1856 0 0
Grp Volume(v), veh/h 204 0 0.0
Grp Sat Flow(s),veh/h/ln 1856 0
Q Serve(g_s), s 2.2 0.0
Cycle Q Clear(g_c), s 2.2 0.0
Prop In Lane 0.00
Lane Grp Cap(c), veh/h 1546 0
V/C Ratio(X) 0.13 0.00
Avail Cap(c_a), veh/h 1546 0
HCM Platoon Ratio 0.33 1.00
Upstream Filter(I) 1.00 0.00
Uniform Delay (d), s/veh 2.4 0.0
Incr Delay (d2), s/veh 0.2 0.0
Initial Q Delay(d3),s/veh 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.1 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 2.6 0.0
LnGrp LOS A A
Approach Vol, veh/h 204
Approach Delay, s/veh 2.6
Approach LOS A
Timer - Assigned Phs 2
Phs Duration (G+Y+Rc), s 27.0
Change Period (Y+Rc), s 4.5
Max Green Setting (Gmax), s 22.5
Max Q Clear Time (g_c+I1), s 4.2
Green Ext Time (p_c), s 1.0
Intersection Summary
HCM 6th Ctrl Delay 2.6
HCM 6th LOS A
HCM Signalized Intersection Capacity Analysis Existing plus Project PM Peak 11: K St & Main St 03/24/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 17
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 20 118 28 19 72 0 0 55 12
Future Volume (vph) 0 0 0 20 118 28 19 72 0 0 55 12
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 16 12 12 12 12 12 12 12 12
Total Lost time (s) 4.5 4.5 4.2 4.2
Lane Util. Factor 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 0.92 1.00 1.00
Flpb, ped/bikes 0.99 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.98
Flt Protected 0.99 1.00 0.99 1.00
Satd. Flow (prot) 1816 1449 1823 1793
Flt Permitted 0.99 1.00 0.95 1.00
Satd. Flow (perm) 1816 1449 1746 1793
Peak-hour factor, PHF 0.91 0.91 0.91 0.73 0.73 0.73 0.82 0.82 0.82 0.89 0.89 0.89 Adj. Flow (vph) 0 0 0 27 162 38 23 88 0 0 62 13
RTOR Reduction (vph) 00000 2 1000080
Lane Group Flow (vph) 0000 1 8 9 1 70 1 1 100 6 70
Confl. Peds. (#/hr) 41 42 42 41 5 18 18 5
Turn Type Perm NA Perm Perm NA NA
Protected Phases 2 4 4
Permitted Phases 2 2 4
Actuated Green, G (s) 22.5 22.5 18.8 18.8
Effective Green, g (s) 22.5 22.5 18.8 18.8
Actuated g/C Ratio 0.45 0.45 0.38 0.38
Clearance Time (s) 4.5 4.5 4.2 4.2
Lane Grp Cap (vph) 817 652 656 674
v/s Ratio Prot 0.04
v/s Ratio Perm 0.10 0.01 c0.06
v/c Ratio 0.23 0.03 0.17 0.10
Uniform Delay, d1 8.4 7.7 10.4 10.1
Progression Factor 0.51 0.23 1.01 1.00
Incremental Delay, d2 0.7 0.1 0.5 0.3
Delay (s) 4.9 1.8 11.0 10.4
Level of Service A A B B
Approach Delay (s) 0.0 4.4 11.0 10.4
Approach LOS AABB
Intersection Summary
HCM 2000 Control Delay 7.3 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.20
Actuated Cycle Length (s) 50.0 Sum of lost time (s) 8.7 Intersection Capacity Utilization 35.6% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Existing plus Project PM Peak 12: MLK Jr Wy & Main St 03/24/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 19
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 13 134 13 48 149 41 32 132 25 Future Volume (vph) 0 0 0 13 134 13 48 149 41 32 132 25 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 10 12 12 12 12 12 12 12 12 10 12 12
Total Lost time (s) 4.2 4.2 4.2 4.2 4.2 4.2
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 0.96 1.00 0.99 1.00 0.99
Flpb, ped/bikes 1.00 1.00 0.98 1.00 0.99 1.00
Frt 1.00 0.85 1.00 0.97 1.00 0.98
Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1831 1512 1715 1771 1619 1788
Flt Permitted 1.00 1.00 0.62 1.00 0.58 1.00
Satd. Flow (perm) 1831 1512 1127 1771 988 1788
Peak-hour factor, PHF 0.84 0.84 0.84 0.77 0.77 0.77 0.86 0.86 0.86 0.88 0.88 0.88 Adj. Flow (vph) 0 0 0 17 174 17 56 173 48 36 150 28
RTOR Reduction (vph) 00000 1 00 1 00070
Lane Group Flow (vph) 0000 1 9 17 5 6 2 1 10 3 6 1 7 10 Confl. Peds. (#/hr) 6 13 13 6 13 7 7 13
Turn Type Perm NA Perm Perm NA Perm NA
Protected Phases 4 2 2
Permitted Phases 4 4 2 2
Actuated Green, G (s) 43.8 43.8 47.8 47.8 47.8 47.8
Effective Green, g (s) 43.8 43.8 47.8 47.8 47.8 47.8
Actuated g/C Ratio 0.44 0.44 0.48 0.48 0.48 0.48
Clearance Time (s) 4.2 4.2 4.2 4.2 4.2 4.2
Lane Grp Cap (vph) 801 662 538 846 472 854
v/s Ratio Prot c0.12 0.10
v/s Ratio Perm 0.10 0.00 0.05 0.04
v/c Ratio 0.24 0.01 0.10 0.25 0.08 0.20
Uniform Delay, d1 17.6 15.9 14.3 15.5 14.1 15.1
Progression Factor 1.00 1.00 1.32 1.52 1.00 1.00
Incremental Delay, d2 0.7 0.0 0.4 0.7 0.3 0.5
Delay (s) 18.3 15.9 19.3 24.2 14.5 15.6
Level of Service B B B C B B
Approach Delay (s) 0.0 18.1 23.2 15.4
Approach LOS A B C B
Intersection Summary
HCM 2000 Control Delay 19.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.24
Actuated Cycle Length (s) 100.0 Sum of lost time (s) 8.4 Intersection Capacity Utilization 49.7% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Existing plus Project PM Peak 13: O St & 16th St 03/24/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 22
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 7 722 57 38 622 14 69 28 55 116 43 37 Future Volume (veh/h) 7 722 57 38 622 14 69 28 55 116 43 37 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 1.00 0.98 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 7 752 59 40 662 15 85 35 68 135 50 43 Peak Hour Factor 0.96 0.96 0.96 0.94 0.94 0.94 0.81 0.81 0.81 0.86 0.86 0.86 Percent Heavy Veh, % 333333333333
Cap, veh/h 16 900 71 619 2161 49 178 64 125 167 100 86
Arrive On Green 0.01 0.27 0.27 0.70 1.00 1.00 0.10 0.12 0.12 0.09 0.11 0.11 Sat Flow, veh/h 1767 3307 259 1767 3523 80 1767 556 1081 1767 912 784 Grp Volume(v), veh/h 7 401 410 40 331 346 85 0 103 135 0 93 Grp Sat Flow(s),veh/h/ln 1767 1763 1803 1767 1763 1840 1767 0 1637 1767 0 1696 Q Serve(g_s), s 0.4 21.4 21.4 0.7 0.0 0.0 4.5 0.0 5.9 7.5 0.0 5.2 Cycle Q Clear(g_c), s 0.4 21.4 21.4 0.7 0.0 0.0 4.5 0.0 5.9 7.5 0.0 5.2 Prop In Lane 1.00 0.14 1.00 0.04 1.00 0.66 1.00 0.46
Lane Grp Cap(c), veh/h 16 480 491 619 1081 1129 178 0 189 167 0 185 V/C Ratio(X) 0.45 0.84 0.84 0.06 0.31 0.31 0.48 0.00 0.54 0.81 0.00 0.50 Avail Cap(c_a), veh/h 88 610 624 619 1081 1129 191 0 426 279 0 526 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 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 49.3 34.3 34.3 9.9 0.0 0.0 42.5 0.0 41.7 44.4 0.0 42.0 Incr Delay (d2), s/veh 18.8 15.7 15.5 0.0 0.7 0.7 2.0 0.0 2.4 9.0 0.0 2.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 11.0 11.2 0.3 0.2 0.2 2.1 0.0 2.5 3.7 0.0 2.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 68.1 50.0 49.8 9.9 0.7 0.7 44.5 0.0 44.2 53.4 0.0 44.1 LnGrp LOS E D D A A A D A D D A D
Approach Vol, veh/h 818 717 188 228
Approach Delay, s/veh 50.0 1.2 44.3 49.6
Approach LOS D A D D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 39.2 31.4 14.3 15.1 5.1 65.5 13.6 15.8 Change Period (Y+Rc), s * 4.2 * 4.2 * 4.2 * 4.2 * 4.2 * 4.2 * 4.2 * 4.2 Max Green Setting (Gmax), s * 6.8 * 35 * 11 * 31 * 5 * 36 * 16 * 26 Max Q Clear Time (g_c+I1), s 2.7 23.4 6.5 7.2 2.4 2.0 9.5 7.9 Green Ext Time (p_c), s 0.0 3.8 0.1 0.5 0.0 4.7 0.2 0.5 Intersection Summary
HCM 6th Ctrl Delay 31.5
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
HCM 6th TWSC Existing plus Project PM Peak
14: Private Drwy/N St & 16th St 03/24/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 23
Intersection
Int Delay, s/veh 2.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 16 832 3 4 631 37 0 0 2 30 0 61
Future Vol, veh/h 16 832 3 4 631 37 0 0 2 30 0 61
Conflicting Peds, #/hr 6 04406006600
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 75 - - 50 --------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 96 96 96 92 92 92 50 50 50 74 74 74
Heavy Vehicles, % 3 33333333333
Mvmt Flow 17 867 3 4 686 40 0 0 4 41 0 82
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 732 0 0 874 0 0 1258 1647 445 1194 1628 369 Stage 1 - ----- 9 0 7 9 0 7- 7 2 0 7 2 0-
Stage 2 - ----- 3 5 1 7 4 0- 4 7 4 9 0 8-
Critical Hdwy 4.16 - - 4.16 - - 7.56 6.56 6.96 7.56 6.56 6.96 Critical Hdwy Stg 1 - ----- 6.56 5.56 - 6.56 5.56 -
Critical Hdwy Stg 2 - ----- 6.56 5.56 - 6.56 5.56 -
Follow-up Hdwy 2.23 - - 2.23 - - 3.53 4.03 3.33 3.53 4.03 3.33 Pot Cap-1 Maneuver 862 - - 761 - - 126 97 558 141 100 625 Stage 1 - ----- 2 9 5 3 5 0- 3 8 3 4 2 8-
Stage 2 - ----- 6 3 6 4 1 9- 5 3 8 3 5 0-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 857 - - 758 - - 107 94 553 136 97 621 Mov Cap-2 Maneuver - ----- 1 0 7 9 4- 1 3 6 9 7-
Stage 1 - ----- 2 8 8 3 4 2- 3 7 3 4 2 3-
Stage 2 - ----- 5 4 9 4 1 4- 5 2 1 3 4 2-
Approach EB WB NB SB
HCM Control Delay, s 0.2 0.1 11.6 26.9
HCM LOS B D
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 553 857 - - 758 - - 285
HCM Lane V/C Ratio 0.007 0.019 - - 0.006 - - 0.431
HCM Control Delay (s) 11.6 9.3 - - 9.8 - - 26.9
HCM Lane LOS B A - - A - - D
HCM 95th %tile Q(veh) 0 0.1 - - 0 - - 2.1
HCM 6th Signalized Intersection Summary Existing plus Project PM Peak 15: M St & 16th St 03/24/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 25
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 160 669 48 36 426 96 56 258 68 164 221 175 Future Volume (veh/h) 160 669 48 36 426 96 56 258 68 164 221 175 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 168 704 51 41 490 110 66 304 80 178 240 190 Peak Hour Factor 0.95 0.95 0.95 0.87 0.87 0.87 0.85 0.85 0.85 0.92 0.92 0.92 Percent Heavy Veh, % 333333333333
Cap, veh/h 611 833 60 549 603 135 181 428 111 206 306 258 Arrive On Green 0.69 0.50 0.50 0.62 0.42 0.42 0.10 0.15 0.15 0.19 0.28 0.28 Sat Flow, veh/h 1767 3331 241 1767 2861 638 1767 2769 717 1767 1856 1567 Grp Volume(v), veh/h 168 372 383 41 301 299 66 192 192 178 240 190 Grp Sat Flow(s),veh/h/ln 1767 1763 1810 1767 1763 1736 1767 1763 1723 1767 1856 1567 Q Serve(g_s), s 3.6 18.3 18.3 0.9 15.0 15.2 3.5 10.3 10.6 9.7 12.0 11.0 Cycle Q Clear(g_c), s 3.6 18.3 18.3 0.9 15.0 15.2 3.5 10.3 10.6 9.7 12.0 11.0 Prop In Lane 1.00 0.13 1.00 0.37 1.00 0.42 1.00 1.00
Lane Grp Cap(c), veh/h 611 441 452 549 372 366 181 272 266 206 306 258 V/C Ratio(X) 0.27 0.84 0.85 0.07 0.81 0.82 0.36 0.70 0.72 0.86 0.78 0.74 Avail Cap(c_a), veh/h 611 645 662 549 532 524 181 511 500 209 575 486 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.67 1.67 1.67 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.96 0.96 0.96 Uniform Delay (d), s/veh 10.6 23.3 23.3 13.2 27.1 27.2 41.9 40.1 40.2 39.5 34.6 34.3 Incr Delay (d2), s/veh 0.2 17.7 17.5 0.1 17.1 18.0 1.2 3.3 3.7 28.0 4.3 3.9 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 1.3 7.3 7.5 0.4 6.5 6.5 1.6 4.7 4.7 5.4 5.1 4.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 10.9 41.1 40.8 13.3 44.3 45.2 43.1 43.4 43.9 67.5 38.8 38.1 LnGrp LOS B D D B DDDDDEDD
Approach Vol, veh/h 923 641 450 608
Approach Delay, s/veh 35.5 42.7 43.6 47.0
Approach LOS DDDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 35.3 29.2 14.4 21.1 38.8 25.7 15.9 19.7 Change Period (Y+Rc), s * 4.2 * 4.2 4.2 * 4.6 4.2 * 4.6 * 4.2 * 4.2 Max Green Setting (Gmax), s * 5.8 * 37 9.4 * 31 11.8 * 30 * 12 * 29 Max Q Clear Time (g_c+I1), s 2.9 20.3 5.5 14.0 5.6 17.2 11.7 12.6 Green Ext Time (p_c), s 0.0 4.2 0.0 1.8 0.2 2.9 0.0 2.0 Intersection Summary
HCM 6th Ctrl Delay 41.3
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
HCM 6th TWSC Existing plus Project PM Peak
16: Canal St & 16th St 03/24/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 26
Intersection
Int Delay, s/veh 1.4
Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 1 22 852 17 22 517 16 1 0 21 17 2 29 Future Vol, veh/h 1 22 852 17 22 517 16 1 0 21 17 2 29
Conflicting Peds, #/hr 0 005500101101
Sign Control Free Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - - None - - None - - None - - None
Storage Length - 75 - - 75 --------
Veh in Median Storage, # - - 0 - - 0 - - 0 - - 0 -
Grade, % - - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 94 94 94 94 93 93 93 79 79 79 71 71 71 Heavy Vehicles, % 3 333333333333
Mvmt Flow 1 23 906 18 24 556 17 1 0 27 24 3 41
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 573 573 0 0 929 0 0 1297 1589 468 1115 1590 288 Stage 1 - ------ 9 6 8 9 6 8- 6 1 3 6 1 3-
Stage 2 - ------ 3 2 9 6 2 1- 5 0 2 9 7 7-
Critical Hdwy 6.46 4.16 - - 4.16 - - 7.56 6.56 6.96 7.56 6.56 6.96 Critical Hdwy Stg 1 - ------ 6.56 5.56 - 6.56 5.56 -
Critical Hdwy Stg 2 - ------ 6.56 5.56 - 6.56 5.56 -
Follow-up Hdwy 2.53 2.23 - - 2.23 - - 3.53 4.03 3.33 3.53 4.03 3.33 Pot Cap-1 Maneuver 618 989 - - 726 - - 118 106 539 161 106 706 Stage 1 - ------ 2 7 1 3 2 8- 4 4 4 4 7 9-
Stage 2 - ------ 6 5 5 4 7 5- 5 1 7 3 2 5-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 961 961 - - 723 - - 103 99 536 146 99 705 Mov Cap-2 Maneuver - ------ 1 0 3 9 9- 1 4 6 9 9-
Stage 1 - ------ 2 6 3 3 1 8- 4 3 3 4 6 3-
Stage 2 - ------ 5 9 2 4 5 9- 4 7 9 3 1 5-
Approach EB WB NB SB
HCM Control Delay, s 0.2 0.4 13.5 22.7
HCM LOS B C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 450 961 - - 723 - - 270
HCM Lane V/C Ratio 0.062 0.025 - - 0.033 - - 0.25
HCM Control Delay (s) 13.5 8.8 - - 10.1 - - 22.7
HCM Lane LOS B A - - B - - C
HCM 95th %tile Q(veh) 0.2 0.1 - - 0.1 - - 1
HCM 6th TWSC Existing plus Project PM Peak
17: Private Drwy/K St & 16th St 03/24/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 27
Intersection
Int Delay, s/veh 2.8
Movement EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 50 824 15 1 20 509 20 9 3 15 21 3 44 Future Vol, veh/h 50 824 15 1 20 509 20 9 3 15 21 3 44
Conflicting Peds, #/hr 0 050500201102
Sign Control Free Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - - None - - None - - None
Storage Length 75 - - - 95 --------
Veh in Median Storage, # - 0 - - - 0 - - 0 - - 0 -
Grade, % - 0 - - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 92 92 92 92 48 48 48 82 82 82 Heavy Vehicles, % 3 333333333333
Mvmt Flow 53 867 16 1 22 553 22 19 6 31 26 4 54
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 575 0 0 883 888 0 0 1313 1607 448 1154 1604 290 Stage 1 - ------ 9 8 6 9 8 6- 6 1 0 6 1 0-
Stage 2 - ------ 3 2 7 6 2 1- 5 4 4 9 9 4-
Critical Hdwy 4.16 - - 6.46 4.16 - - 7.56 6.56 6.96 7.56 6.56 6.96 Critical Hdwy Stg 1 - ------ 6.56 5.56 - 6.56 5.56 -
Critical Hdwy Stg 2 - ------ 6.56 5.56 - 6.56 5.56 -
Follow-up Hdwy 2.23 - - 2.53 2.23 - - 3.53 4.03 3.33 3.53 4.03 3.33 Pot Cap-1 Maneuver 987 - - 392 752 - - 115 103 555 151 103 704 Stage 1 - ------ 2 6 4 3 2 2- 4 4 6 4 8 1-
Stage 2 - ------ 6 5 7 4 7 5- 4 8 8 3 1 9-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 987 - - 715 715 - - 96 94 552 127 94 703 Mov Cap-2 Maneuver - ------ 9 6 9 4- 1 2 7 9 4-
Stage 1 - ------ 2 4 9 3 0 3- 4 2 2 4 6 6-
Stage 2 - ------ 5 8 2 4 6 0- 4 2 6 3 0 0-
Approach EB WB NB SB
HCM Control Delay, s 0.5 0.4 34.5 25
HCM LOS D D
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 177 987 - - 715 - - 262
HCM Lane V/C Ratio 0.318 0.053 - - 0.032 - - 0.317
HCM Control Delay (s) 34.5 8.9 - - 10.2 - - 25
HCM Lane LOS D A - - B - - D
HCM 95th %tile Q(veh) 1.3 0.2 - - 0.1 - - 1.3
HCM 6th Signalized Intersection Summary Existing plus Project PM Peak 18: MLK Jr Wy & 16th St 03/24/2022
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc. Page 29
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 81 539 248 167 372 7 162 128 205 22 113 19 Future Volume (veh/h) 81 539 248 167 372 7 162 128 205 22 113 19 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.99 1.00 0.99 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 87 580 267 178 396 7 176 139 223 25 130 22 Peak Hour Factor 0.93 0.93 0.93 0.94 0.94 0.94 0.92 0.92 0.92 0.87 0.87 0.87 Percent Heavy Veh, % 333333333333
Cap, veh/h 771 1107 509 209 546 10 208 283 238 158 191 32 Arrive On Green 0.14 0.16 0.16 0.12 0.15 0.15 0.12 0.15 0.15 0.03 0.04 0.04 Sat Flow, veh/h 1767 2344 1078 1767 3544 63 1767 1856 1563 1767 1545 261 Grp Volume(v), veh/h 87 436 411 178 197 206 176 139 223 25 0 152 Grp Sat Flow(s),veh/h/ln 1767 1763 1659 1767 1763 1844 1767 1856 1563 1767 0 1806 Q Serve(g_s), s 4.3 22.7 22.8 9.9 10.6 10.7 9.8 6.9 10.7 1.4 0.0 8.3 Cycle Q Clear(g_c), s 4.3 22.7 22.8 9.9 10.6 10.7 9.8 6.9 10.7 1.4 0.0 8.3 Prop In Lane 1.00 0.65 1.00 0.03 1.00 1.00 1.00 0.14
Lane Grp Cap(c), veh/h 771 832 783 209 272 284 208 283 238 158 0 224 V/C Ratio(X) 0.11 0.52 0.52 0.85 0.72 0.73 0.85 0.49 0.94 0.16 0.00 0.68 Avail Cap(c_a), veh/h 771 832 783 226 545 570 242 685 577 158 0 506 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 0.00 0.99 Uniform Delay (d), s/veh 26.0 31.9 31.9 43.2 40.3 40.3 43.2 38.8 24.3 44.9 0.0 46.0 Incr Delay (d2), s/veh 0.1 2.4 2.5 24.1 15.4 14.9 21.0 1.3 15.6 0.5 0.0 3.6 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 1.8 11.2 10.6 5.6 5.7 5.9 5.4 3.2 4.9 0.6 0.0 4.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.0 34.2 34.4 67.3 55.7 55.2 64.2 40.2 39.9 45.3 0.0 49.6 LnGrp LOS C C C EEEEDDDAD
Approach Vol, veh/h 934 581 538 177
Approach Delay, s/veh 33.5 59.1 47.9 49.0
Approach LOS C E D D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 16.0 51.4 16.0 16.6 47.8 19.6 13.1 19.4 Change Period (Y+Rc), s * 4.2 * 4.2 * 4.2 * 4.2 * 4.2 * 4.2 * 4.2 * 4.2 Max Green Setting (Gmax), s * 13 * 29 * 14 * 28 * 11 * 31 * 4.8 * 37 Max Q Clear Time (g_c+I1), s 11.9 24.8 11.8 10.3 6.3 12.7 3.4 12.7 Green Ext Time (p_c), s 0.0 1.9 0.1 0.7 0.1 2.1 0.0 1.5 Intersection Summary
HCM 6th Ctrl Delay 44.9
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
Queuing and Blocking Report Existing plus Project AM Peak Baseline 03/24/2022
Baseline SimTraffic Report
JLB Traffic Engineering, Inc. Page 1
Intersection: 1: O St & 18th St
Movement WB NB SB
Directions Served LTR LTR LTR
Maximum Queue (ft) 31 56 71
Average Queue (ft) 1 37 29
95th Queue (ft) 10 52 58
Link Distance (ft) 434 346 736
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 2: N St & 18th St
Movement EB EB WB NB SB
Directions Served LT R LTR ULTR LTR
Maximum Queue (ft) 78 54 72 45 50
Average Queue (ft) 48 17 36 22 25
95th Queue (ft) 71 46 59 42 46
Link Distance (ft) 434 214 321 775
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 55
Storage Blk Time (%) 2 0
Queuing Penalty (veh) 0 1
Intersection: 3: M St & 18th St
Movement EB EB WB WB NB NB NB SB SB SB
Directions Served L TR L TR L T TR L T TR
Maximum Queue (ft) 119 204 53 114 32 118 184 109 174 124 Average Queue (ft) 41 95 26 43 6 39 60 34 77 54
95th Queue (ft) 95 174 56 78 25 97 136 75 138 104
Link Distance (ft) 157 126 332 332 1165 1165
Upstream Blk Time (%) 3 0
Queuing Penalty (veh) 7 0
Storage Bay Dist (ft) 50 50 80 60
Storage Blk Time (%) 7 26 2 9 2 1 11
Queuing Penalty (veh) 14 18 2 4 0 3 7
Queuing and Blocking Report Existing plus Project AM Peak Baseline 03/24/2022
Baseline SimTraffic Report
JLB Traffic Engineering, Inc. Page 2
Intersection: 4: Canal St & 18th St
Movement EB EB WB SB
Directions Served LT R LTR LTR
Maximum Queue (ft) 74 49 135 129
Average Queue (ft) 40 12 62 41
95th Queue (ft) 79 37 101 83
Link Distance (ft) 243 435 1169
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 50
Storage Blk Time (%) 7 0
Queuing Penalty (veh) 3 0
Intersection: 5: K St & 18th St
Movement EB EB WB NB SB
Directions Served LT R LTR LTR LTR
Maximum Queue (ft) 98 55 68 82 56
Average Queue (ft) 53 20 34 37 31
95th Queue (ft) 84 46 47 66 47
Link Distance (ft) 435 418 323 1173
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 50
Storage Blk Time (%) 5 0
Queuing Penalty (veh) 1 0
Intersection: 6: MLK Jr Wy & 18th St
Movement EB WB NB SB
Directions Served LTR LTR LTR LTR
Maximum Queue (ft) 65 52 77 55
Average Queue (ft) 35 31 46 34
95th Queue (ft) 53 46 74 51
Link Distance (ft) 418 1408 336 1440
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report Existing plus Project AM Peak Baseline 03/24/2022
Baseline SimTraffic Report
JLB Traffic Engineering, Inc. Page 3
Intersection: 7: O St & Main St
Movement EB EB WB NB SB
Directions Served L R L LT TR
Maximum Queue (ft) 51 19 50 46 71
Average Queue (ft) 13 1 5 23 27
95th Queue (ft) 39 6 25 38 49
Link Distance (ft) 1354 131 346
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 75 75
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 8: N St & Main St
Movement WB WB NB SB
Directions Served LT R LT TR
Maximum Queue (ft) 162 98 53 87
Average Queue (ft) 90 22 24 32
95th Queue (ft) 156 74 52 69
Link Distance (ft) 421 344 321
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 50
Storage Blk Time (%) 16 0
Queuing Penalty (veh) 6 0
Intersection: 9: M St & Main St
Movement WB WB NB NB SB SB
Directions Served LT R LT T T TR
Maximum Queue (ft) 270 150 142 158 177 192
Average Queue (ft) 133 42 81 77 59 44
95th Queue (ft) 238 122 147 150 124 106
Link Distance (ft) 420 343 343 332 332
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 75
Storage Blk Time (%) 32
Queuing Penalty (veh) 15
Queuing and Blocking Report Existing plus Project AM Peak Baseline 03/24/2022
Baseline SimTraffic Report
JLB Traffic Engineering, Inc. Page 4
Intersection: 10: Main St & Canal St
Movement WB SB
Directions Served T R
Maximum Queue (ft) 51 158
Average Queue (ft) 15 49
95th Queue (ft) 43 110
Link Distance (ft) 448 333
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 11: K St & Main St
Movement WB WB NB SB
Directions Served LT R LT TR
Maximum Queue (ft) 166 31 109 46
Average Queue (ft) 46 9 39 21
95th Queue (ft) 111 32 89 45
Link Distance (ft) 415 344 323
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 75
Storage Blk Time (%) 2
Queuing Penalty (veh) 1
Intersection: 12: MLK Jr Wy & Main St
Movement WB WB NB NB SB SB
Directions Served LT R L TR L TR
Maximum Queue (ft) 96 31 69 134 47 126
Average Queue (ft) 63 6 26 55 14 45
95th Queue (ft) 95 26 56 103 44 93
Link Distance (ft) 1418 332 336
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 75 75 75
Storage Blk Time (%) 5 0 4 1
Queuing Penalty (veh) 1 0 2 0
Queuing and Blocking Report Existing plus Project AM Peak Baseline 03/24/2022
Baseline SimTraffic Report
JLB Traffic Engineering, Inc. Page 5
Intersection: 13: O St & 16th St
Movement EB EB EB WB WB WB NB NB SB SB
Directions Served L T TR L T TR L TR L TR
Maximum Queue (ft) 50 197 183 57 222 201 68 98 99 104
Average Queue (ft) 14 93 75 27 74 88 38 49 56 45
95th Queue (ft) 42 165 150 57 136 149 67 91 88 86
Link Distance (ft) 1314 1314 408 408 431 148
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 75 75 50 50
Storage Blk Time (%) 11 0 7 10 5 13 5
Queuing Penalty (veh) 1 0 3 10 3 10 6
Intersection: 14: Private Drwy/N St & 16th St
Movement EB EB EB WB WB NB SB
Directions Served L T TR T TR LTR LTR
Maximum Queue (ft) 26 74 55 25 22 30 101
Average Queue (ft) 733223 4 7
95th Queue (ft) 25 26 21 12 11 18 82
Link Distance (ft) 408 408 412 412 100 344
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 75
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Intersection: 15: M St & 16th St
Movement EB EB EB WB WB WB NB NB NB SB SB SB
Directions Served L T TR L T TR L T TR L T R
Maximum Queue (ft) 149 185 207 129 175 245 76 115 135 176 227 99 Average Queue (ft) 80 92 107 25 88 114 37 68 72 92 103 53 95th Queue (ft) 124 155 182 72 140 185 72 104 120 155 192 89 Link Distance (ft) 412 412 420 420 1285 1285 343 343
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100 85 50 200
Storage Blk Time (%) 5 4 0 7 12 28 1
Queuing Penalty (veh) 16 6 0 2 17 15 2
Queuing and Blocking Report Existing plus Project AM Peak Baseline 03/24/2022
Baseline SimTraffic Report
JLB Traffic Engineering, Inc. Page 6
Intersection: 16: Canal St & 16th St
Movement EB EB WB NB SB
Directions Served UL TR L LTR LTR
Maximum Queue (ft) 53 48 50 53 55
Average Queue (ft) 12 2 12 23 19
95th Queue (ft) 40 16 38 54 51
Link Distance (ft) 420 1281 163
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 75 75
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 17: Private Drwy/K St & 16th St
Movement EB EB WB WB NB SB
Directions Served L TR UL TR LTR LTR
Maximum Queue (ft) 64 22 74 51 68 56
Average Queue (ft) 20 1 9 2 26 27
95th Queue (ft) 54 7 43 19 56 54
Link Distance (ft) 434 399 136 344
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 75 95
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Intersection: 18: MLK Jr Wy & 16th St
Movement EB EB EB WB WB WB NB NB NB SB SB
Directions Served L T TR L T TR L T R L TR
Maximum Queue (ft) 90 180 225 146 142 124 159 199 139 52 179 Average Queue (ft) 44 91 132 76 77 64 77 61 46 15 63
95th Queue (ft) 82 161 195 127 136 113 125 113 98 41 124 Link Distance (ft) 399 399 1389 1389 1818 1818 332
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 170 100 105 50
Storage Blk Time (%) 0 5 4 4 0 2 15
Queuing Penalty (veh) 0 11 6 6 0 2 3
Network Summary
Network wide Queuing Penalty: 205
Queuing and Blocking Report Existing plus Project PM Peak Baseline 03/24/2022
Baseline SimTraffic Report
JLB Traffic Engineering, Inc. Page 1
Intersection: 1: O St & 18th St
Movement WB NB SB
Directions Served LTR LTR LTR
Maximum Queue (ft) 29 55 55
Average Queue (ft) 1 36 30
95th Queue (ft) 10 53 53
Link Distance (ft) 434 346 736
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 2: N St & 18th St
Movement EB EB WB NB SB
Directions Served LT R LTR ULTR LTR
Maximum Queue (ft) 92 49 75 70 53
Average Queue (ft) 44 12 40 20 27
95th Queue (ft) 72 38 67 43 49
Link Distance (ft) 434 233 321 776
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 55
Storage Blk Time (%) 2 0
Queuing Penalty (veh) 0 0
Intersection: 3: M St & 18th St
Movement EB EB B38 WB WB NB NB NB SB SB SB
Directions Served L TR T L TR L T TR L T TR
Maximum Queue (ft) 119 202 94 91 162 56 161 197 109 184 183 Average Queue (ft) 48 103 3 34 58 8 31 51 39 79 64
95th Queue (ft) 104 179 31 69 114 33 95 124 88 141 134
Link Distance (ft) 138 233 117 331 331 1165 1165
Upstream Blk Time (%) 0 4 1
Queuing Penalty (veh) 0 10 2
Storage Bay Dist (ft) 50 50 80 60
Storage Blk Time (%) 10 35 9 13 2 1 11
Queuing Penalty (veh) 17 27 10 6 0 3 7
Queuing and Blocking Report Existing plus Project PM Peak Baseline 03/24/2022
Baseline SimTraffic Report
JLB Traffic Engineering, Inc. Page 2
Intersection: 4: Canal St & 18th St
Movement EB EB WB SB
Directions Served LT R LTR LTR
Maximum Queue (ft) 137 55 92 66
Average Queue (ft) 54 13 50 28
95th Queue (ft) 103 40 84 60
Link Distance (ft) 252 435 1169
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 50
Storage Blk Time (%) 9 0
Queuing Penalty (veh) 3 0
Intersection: 5: K St & 18th St
Movement EB EB WB NB SB
Directions Served LT R LTR LTR LTR
Maximum Queue (ft) 78 86 74 103 55
Average Queue (ft) 49 15 37 34 29
95th Queue (ft) 76 50 55 69 50
Link Distance (ft) 435 418 323 1173
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 50
Storage Blk Time (%) 4 0
Queuing Penalty (veh) 1 0
Intersection: 6: MLK Jr Wy & 18th St
Movement EB WB NB SB
Directions Served LTR LTR LTR LTR
Maximum Queue (ft) 72 54 131 55
Average Queue (ft) 42 37 63 34
95th Queue (ft) 64 57 113 51
Link Distance (ft) 418 1408 336 1440
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report Existing plus Project PM Peak Baseline 03/24/2022
Baseline SimTraffic Report
JLB Traffic Engineering, Inc. Page 3
Intersection: 7: O St & Main St
Movement EB EB WB WB NB SB
Directions Served L R L TR LT TR
Maximum Queue (ft) 53 22 31 54 48 55
Average Queue (ft) 19 1 2 2 22 32
95th Queue (ft) 51 7 15 18 41 49
Link Distance (ft) 1354 428 131 346
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 75 75
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 8: N St & Main St
Movement WB WB NB SB
Directions Served LT R LT TR
Maximum Queue (ft) 262 100 53 43
Average Queue (ft) 62 17 20 16
95th Queue (ft) 147 62 49 35
Link Distance (ft) 421 344 321
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 50
Storage Blk Time (%) 10 0
Queuing Penalty (veh) 3 1
Intersection: 9: M St & Main St
Movement WB WB NB NB SB SB
Directions Served LT R LT T T TR
Maximum Queue (ft) 225 138 187 135 270 189
Average Queue (ft) 119 25 57 50 97 52
95th Queue (ft) 199 66 130 122 210 126
Link Distance (ft) 420 343 343 331 331
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 75
Storage Blk Time (%) 30
Queuing Penalty (veh) 14
Queuing and Blocking Report Existing plus Project PM Peak Baseline 03/24/2022
Baseline SimTraffic Report
JLB Traffic Engineering, Inc. Page 4
Intersection: 10: Main St & Canal St
Movement WB SB
Directions Served T R
Maximum Queue (ft) 51 54
Average Queue (ft) 20 26
95th Queue (ft) 46 58
Link Distance (ft) 448 333
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 11: K St & Main St
Movement WB WB NB SB
Directions Served LT R LT TR
Maximum Queue (ft) 54 31 98 65
Average Queue (ft) 22 5 35 16
95th Queue (ft) 53 23 74 43
Link Distance (ft) 415 344 323
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 75
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 12: MLK Jr Wy & Main St
Movement WB WB NB NB SB SB
Directions Served LT R L TR L TR
Maximum Queue (ft) 118 32 124 286 64 108
Average Queue (ft) 57 7 23 121 14 50
95th Queue (ft) 108 28 67 218 45 100
Link Distance (ft) 1418 332 336
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 75 75 75
Storage Blk Time (%) 6 0 17 0 3
Queuing Penalty (veh) 1 1801
Queuing and Blocking Report Existing plus Project PM Peak Baseline 03/24/2022
Baseline SimTraffic Report
JLB Traffic Engineering, Inc. Page 5
Intersection: 13: O St & 16th St
Movement EB EB EB WB WB WB NB NB SB SB B39
Directions Served L T TR L T TR L TR L TR T
Maximum Queue (ft) 29 370 277 149 242 270 94 95 99 212 79 Average Queue (ft) 5 157 122 33 69 93 47 42 65 71 3
95th Queue (ft) 23 280 238 78 166 180 85 81 103 168 26
Link Distance (ft) 1314 1314 408 408 431 148 131
Upstream Blk Time (%) 4
Queuing Penalty (veh) 7
Storage Bay Dist (ft) 75 75 50 50
Storage Blk Time (%) 23 0 9 24 10 33 16
Queuing Penalty (veh) 2 0 3 20 7 27 18
Intersection: 14: Private Drwy/N St & 16th St
Movement EB EB EB WB WB WB NB SB
Directions Served L T TR L T TR LTR LTR
Maximum Queue (ft) 27 29 30 26 22 43 30 67
Average Queue (ft) 5223133 4 1
95th Queue (ft) 22 13 14 15 10 18 18 65
Link Distance (ft) 408 408 412 412 100 344
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 75 50
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 15: M St & 16th St
Movement EB EB EB WB WB WB NB NB NB SB SB SB
Directions Served L T TR L T TR L T TR L T R
Maximum Queue (ft) 174 248 234 128 192 202 100 179 179 249 343 118 Average Queue (ft) 101 107 112 39 78 109 57 104 92 130 100 49 95th Queue (ft) 170 200 200 86 148 198 108 164 149 212 218 95 Link Distance (ft) 412 412 420 420 1285 1285 343 343
Upstream Blk Time (%) 0
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 100 85 50 200
Storage Blk Time (%) 11 6 0 6 12 42 1 0
Queuing Penalty (veh) 38 10 0 2 15 24 2 0
Queuing and Blocking Report Existing plus Project PM Peak Baseline 03/24/2022
Baseline SimTraffic Report
JLB Traffic Engineering, Inc. Page 6
Intersection: 16: Canal St & 16th St
Movement EB WB WB WB NB SB
Directions Served UL L T TR LTR LTR
Maximum Queue (ft) 45 52 30 52 31 52
Average Queue (ft) 6912 1 9 2 5
95th Queue (ft) 28 36 10 19 42 49
Link Distance (ft) 434 434 1281 163
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 75 75
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 17: Private Drwy/K St & 16th St
Movement EB EB EB WB WB NB SB
Directions Served L T TR UL TR LTR LTR
Maximum Queue (ft) 31 53 52 53 31 53 139
Average Queue (ft) 10 2371 1 6 3 4
95th Queue (ft) 33 17 25 32 10 43 84
Link Distance (ft) 434 434 399 136 344
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 75 95
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 18: MLK Jr Wy & 16th St
Movement EB EB EB WB WB WB NB NB NB SB SB
Directions Served L T TR L T TR L T R L TR
Maximum Queue (ft) 224 260 327 174 355 254 159 219 96 164 198 Average Queue (ft) 53 138 192 100 123 82 99 93 60 27 95 95th Queue (ft) 125 237 310 174 241 179 171 184 89 79 159 Link Distance (ft) 399 399 1389 1389 1818 1818 332
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 170 100 105 50
Storage Blk Time (%) 4 20 9 12 7 5 38
Queuing Penalty (veh) 3 37 14 15 12 6 8
Network Summary
Network wide Queuing Penalty: 388
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 Page | E
(559) 570-8991
Appendix E: Signal Warrants
516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991
Warrant 3: Peak Hour (Urban)
Existing Traffic Conditions
1. O Street / 18th Street
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is Not Met
PM Peak Hour – Signal Warrant is Not Met
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
O Street
Highest
Approach
Volume =
63 (68)
VPH
18th Street Total of Both Approaches =
312 (319) VPH
516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991
Warrant 3: Peak Hour (Urban)
Existing Traffic Conditions
2. N Street / 18th Street
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is Not Met
PM Peak Hour – Signal Warrant is Not Met
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
N Street
Highest
Approach
Volume =
58 (59)
VPH
18th Street Total of Both Approaches =
355 (332) VPH
516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991
Warrant 3: Peak Hour (Urban)
Existing Traffic Conditions
5. K Street / 18th Street
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is Not Met
PM Peak Hour – Signal Warrant is Not Met
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
K Street
Highest
Approach
Volume =
164 (159)
VPH
18th Street Total of Both Approaches =
325 (332) VPH
516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991
Warrant 3: Peak Hour (Urban)
Existing Traffic Conditions
6. MLK Street / 18th Street
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is Not Met
PM Peak Hour – Signal Warrant is Not Met
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
18th Street
Highest
Approach
Volume =
148 (167)
VPH
MLK Street Total of Both Approaches =
284 (303) VPH
516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991
Warrant 3: Peak Hour (Urban)
Existing Traffic Conditions
7. O Street / Main Street
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is Not Met
PM Peak Hour – Signal Warrant is Not Met
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
O Street
Highest
Approach
Volume =
80 (83)
VPH
Main Street Total of Both Approaches =
251 (268) VPH
516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991
Warrant 3: Peak Hour (Urban)
Existing Traffic Conditions
14. N Street / 16th Street
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is Not Met
PM Peak Hour – Signal Warrant is Not Met
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
N Street
Highest
Approach
Volume =
81 (89)
VPH
16th Street Total of Both Approaches =
1384 (1475) VPH
516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991
Warrant 3: Peak Hour (Urban)
Existing Traffic Conditions
16. Canal Street / 16th Street
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is Not Met
PM Peak Hour – Signal Warrant is Not Met
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
Canal Street
Highest
Approach
Volume =
35 (48)
VPH
16th Street Total of Both Approaches =
1300 (1409) VPH
516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991
Warrant 3: Peak Hour (Urban)
Existing Traffic Conditions
17. K Street / 16th Street
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is Not Met
PM Peak Hour – Signal Warrant is Not Met
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
K Street
Highest
Approach
Volume =
130 (111)
VPH
16th Street Total of Both Approaches =
1207 (1371) VPH
516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991
Warrant 3: Peak Hour (Urban)
Existing plus Project Traffic Conditions
1. O Street / 18th Street
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is Not Met
PM Peak Hour – Signal Warrant is Not Met
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
O Street
Highest
Approach
Volume =
63 (68)
VPH
18th Street Total of Both Approaches =
365 (375) VPH
516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991
Warrant 3: Peak Hour (Urban)
Existing plus Project Traffic Conditions
2. N Street / 18th Street
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is Not Met
PM Peak Hour – Signal Warrant is Not Met
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
N Street
Highest
Approach
Volume =
54 (59)
VPH
18th Street Total of Both Approaches =
401 (380) VPH
516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991
Warrant 3: Peak Hour (Urban)
Existing plus Project Traffic Conditions
5. K Street / 18th Street
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is Not Met
PM Peak Hour – Signal Warrant is Not Met
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
K Street
Highest
Approach
Volume =
93 (106)
VPH
18th Street Total of Both Approaches =
397 (386) VPH
516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991
Warrant 3: Peak Hour (Urban)
Existing plus Project Traffic Conditions
6. MLK Street / 18th Street
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is Not Met
PM Peak Hour – Signal Warrant is Not Met
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
18th Street
Highest
Approach
Volume =
148 (167)
VPH
MLK Street Total of Both Approaches =
354 (356) VPH
516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991
Warrant 3: Peak Hour (Urban)
Existing plus Project Traffic Conditions
7. O Street / Main Street
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is Not Met
PM Peak Hour – Signal Warrant is Not Met
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
O Street
Highest
Approach
Volume =
189 (203)
VPH
Main Street Total of Both Approaches =
203 (203) VPH
516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991
Warrant 3: Peak Hour (Urban)
Existing plus Project Traffic Conditions
14. N Street / 16th Street
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is Not Met
PM Peak Hour – Signal Warrant is Not Met
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
N Street
Highest
Approach
Volume =
76 (88)
VPH
16th Street Total of Both Approaches =
1407 (1493) VPH
516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991
Warrant 3: Peak Hour (Urban)
Existing plus Project Traffic Conditions
16. Canal Street / 16th Street
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is Not Met
PM Peak Hour – Signal Warrant is Not Met
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
Canal Street
Highest
Approach
Volume =
35 (48)
VPH
16th Street Total of Both Approaches =
1329 (1437) VPH
516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991
Warrant 3: Peak Hour (Urban)
Existing plus Project Traffic Conditions
17. K Street / 16th Street
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is Not Met
PM Peak Hour – Signal Warrant is Not Met
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
K Street
Highest
Approach
Volume =
95 (74)
VPH
16th Street Total of Both Approaches =
1256 (1416) VPH