Agenda packet — Visalia City Council, September 6, 2022 (part 4 of 4)

Table 8
Traffic Noise Modeling Results and Project-Related Traffic Noise Increases Opening Year vs. Opening Year Plus Project Conditions
Segment Intersection Direction
Traffic Noise Level at 100
feet, DNL (dB) Substantial
OY OY+P Increase Increase?
14 South 64.9 65.3 0.4 No
15 East 44.1 44.1 0.0 No
16 West -- -- -- --
17 (5) Hurley Ave / Road 92 North 63.5 63.9 0.4 No
18 South 64.8 65.2 0.4 No
19 East 57.7 57.9 0.2 No
20 West -- -- -- --
21 (6) Allen Ave / Road 92 North 63.2 63.3 0.1 No
22 South 63.2 63.7 0.5 No
23 East -- -- -- --
24 West -- 50.2 50.2 Yes
25 (7) Goshen Ave / Road 92 North 61.8 61.8 0.0 No
26 South 62.9 63.0 0.1 No
27 East 63.4 63.5 0.1 No
28 West 64.5 64.5 0.0 No
29 (8) Project Drvwy / Road 88 North 47.9 49.7 1.8 No
30 South 47.9 47.9 0.0 No
31 East -- 40.5 40.5 Yes
32 West -- -- -- --
33 (9) Goshen Ave / Road 88 North -- -- -- --
34 South 53.8 54.3 0.5 No
35 East 64.1 64.2 0.1 No
36 West 64.2 64.2 0.0 No
Blank cell = no data was provided in traffic study
Source: FHWA-RD-77-108 with inputs from VRPA. Appendix B contains the FHWA Model inputs.

As stated previously, the FHWA Model does not account for non-traffic ambient noise sources such as nearby wildlife or other anthropogenic noise sources within an area. Consideration of such sources typically results in higher ambient noise levels (i.e., existing no project) than those predicted by the FHWA Model alone.

As indicated in Table 8, the proposed project’s contribution to traffic noise level increases is predicted to exceed applicable FICON increase significance criteria along two (2) of the roadway segments evaluated in the Opening Year conditions analysis – segments 24 and 31, which are access points to the development located on the project site. Specifically, the traffic noise level increases along roadway segments 24 and 31 are calculated to be approximately 50 dB DNL and to 41 dB DNL, respectively.

As discussed above, baseline (no project) ambient conditions are considerably higher than baseline traffic noise levels alone. When project traffic noise generation is conservatively compared to the lowest measured ambient day-night average (DNL) levels within the vicinity of roadway segment 24 on the project site (62 dB DNL at site 4), the project-generated traffic noise level increase along the roadway segment is calculated be less than 1 dB DNL (0.3 dB DNL). 829
Bollard Acoustical Consultants, Inc. (BAC)
Environmental Noise & Vibration Assessment
Iron Ridge Development I & II – Visalia, California

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Similarly, when project traffic noise generation is conservatively compared to the lowest measured ambient day-night average (DNL) levels within the vicinity of roadway segment 31 on the project site (55 dB DNL at site 1), the project-generated traffic noise level increase along the roadway segment is also calculated be less than 1 dB DNL (0.2 dB DNL). This is a more accurate representation of actual project-related noise level increases than the “traffic-only” noise increases shown in Table 8. Thus, project-related increases in traffic noise levels would not substantially exceed measured ambient noise conditions in the project area relative to the applicable FICON increase significance criteria.

Finally, although existing residential uses were not identified within 100 feet from the centerline of roadway segments 24 and 31, it should be noted that the predicted Opening Year Plus Project traffic noise levels of approximately 50 dB DNL and 41 dB DNL at 100 feet along the segments is well below the Visalia General Plan exterior noise level standard of 65 dB DNL applicable to transportation noise sources affecting residential uses.

Based on the analysis presented above, including consideration of measured existing ambient noise conditions within the project area, off-site traffic noise impacts related to increases in traffic resulting from the implementation of the project (Opening Year vs. Opening Year Plus Project conditions) are identified as being less than significant.

Impact 2: Increases in 5-Year Horizon Traffic Noise Levels due to the Project Traffic data in the form of AM and PM peak hour movements for 5-Year Horizon and 5-Year Horizon Plus Project conditions in the project area roadway network were obtained from the project traffic impact study prepared by VRPA. Average daily traffic (ADT) volumes were conservatively estimated by applying a factor of 5 to the sum of weekday AM and PM peak hour conditions.

Predicted 5-Year Horizon and 5-Year Horizon Plus Project traffic noise levels on the local roadway network are shown in Table 9. The following section includes an assessment of predicted traffic noise levels relative to the FICON increase significance noise criteria identified in Table 1. The data in Table 9 are provided in terms of DNL at a standard distance of 100 feet from the centerlines of the project-area roadways. Appendix B contains the FWHA Model inputs.

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Table 9
Traffic Noise Modeling Results and Project-Related Traffic Noise Increases 5-Year Horizon vs. 5-Year Horizon Plus Project Conditions Segment Intersection Direction
Traffic Noise Level at 100
feet, DNL (dB) Substantial
5YH 5YH+P Increase Increase?
9 (3) Hillsdale Ave / Road 92 North 65.3 65.6 0.3 No
10 South 65.5 65.8 0.3 No
11 East 50.0 50.0 0.0 No
12 West -- -- -- --
13 (4) School Ave / Road 92 North 65.2 65.5 0.3 No
14 South 65.3 65.6 0.3 No
15 East 44.6 44.6 0.0 No
16 West -- -- -- --
17 (5) Hurley Ave / Road 92 North 63.9 64.3 0.4 No
18 South 65.2 65.5 0.3 No
19 East 58.0 58.2 0.2 No
20 West -- -- -- --
21 (6) Allen Ave / Road 92 North 63.7 63.7 0.0 No
22 South 63.7 64.1 0.4 No
23 East -- -- -- --
24 West -- 50.2 50.2 Yes
25 (7) Goshen Ave / Road 92 North 62.2 62.2 0.0 No
26 South 63.3 63.3 0.0 No
27 East 63.8 63.9 0.1 No
28 West 64.8 64.9 0.1 No
29 (8) Project Drvwy / Road 88 North 48.4 50.0 1.6 No
30 South 48.4 48.4 0.0 No
31 East -- 40.5 40.5 Yes
32 West -- -- -- --
33 (9) Goshen Ave / Road 88 North -- -- -- --
34 South 53.9 54.4 0.5 No
35 East 64.5 64.6 0.1 No
36 West 64.6 64.7 0.1 No
Blank cell = no data was provided in traffic study
Source: FHWA-RD-77-108 with inputs from VRPA. Appendix B contains the FHWA Model inputs.

As indicated in Table 9, the proposed project’s contribution to traffic noise level increases is predicted to exceed applicable FICON increase significance criteria along two (2) of the roadway segments evaluated in the 5-Year Horizon conditions analysis – segments 24 and 31, which are access points to the development located on the project site. Specifically, the traffic noise level increases along roadway segments 24 and 31 are calculated to be approximately 50 dB DNL and to 41 dB DNL, respectively.

As discussed previously, baseline (no project) ambient conditions are considerably higher than baseline traffic noise levels alone. When project traffic noise generation is conservatively compared to the lowest measured ambient day-night average (DNL) levels within the vicinity of roadway segment 24 on the project site (62 dB DNL at site 4), the project-generated traffic noise level increase along the roadway segment is calculated be less than 1 dB DNL (0.3 dB DNL). 831
Bollard Acoustical Consultants, Inc. (BAC)
Environmental Noise & Vibration Assessment
Iron Ridge Development I & II – Visalia, California

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Similarly, when project traffic noise generation is conservatively compared to the lowest measured ambient day-night average (DNL) levels within the vicinity of roadway segment 31 on the project site (55 dB DNL at site 1), the project-generated traffic noise level increase along the roadway segment is also calculated be less than 1 dB DNL (0.2 dB DNL). This is a more accurate representation of actual project-related noise level increases than the “traffic-only” noise increases shown in Table 9. Thus, project-related increases in traffic noise levels would not substantially exceed measured ambient noise conditions in the project area relative to the applicable FICON increase significance criteria.

Finally, although existing residential uses were not identified within 100 feet from the centerline of roadway segments 24 and 31, it should be noted that the predicted 5-Year Horizon Plus Project traffic noise levels of approximately 50 dB DNL and 41 dB DNL at 100 feet along the segments is well below the Visalia General Plan exterior noise level standard of 65 dB DNL applicable to transportation noise sources affecting residential uses.

Based on the analysis presented above, including consideration of measured existing ambient noise conditions within the project area, off-site traffic noise impacts related to increases in traffic resulting from the implementation of the project (5-Year Horizon vs. 5-Year Horizon Plus Project conditions) are identified as being less than significant.

Impact 3: Increases in 10-Year Horizon Traffic Noise Levels due to the Project Traffic data in the form of AM and PM peak hour movements for 10-Year Horizon and 10-Year Horizon Plus Project conditions in the project area roadway network were obtained from the project traffic impact study prepared by VRPA. Average daily traffic (ADT) volumes were conservatively estimated by applying a factor of 5 to the sum of weekday AM and PM peak hour conditions.

Predicted 10-Year Horizon and 10-Year Horizon Plus Project traffic noise levels are shown in Table 10. It should be noted that 10-Year Horizon conditions were only evaluated for Road 92 and SR-198 intersections in the project traffic impact study. The following section includes an assessment of predicted traffic noise levels relative to the FICON increase significance noise criteria identified in Table 1. The data in Table 10 are provided in terms of DNL at a standard distance of 100 feet from the centerlines of the project-area roadways. Appendix B contains the FWHA Model inputs.
832
Bollard Acoustical Consultants, Inc. (BAC)
Environmental Noise & Vibration Assessment
Iron Ridge Development I & II – Visalia, California

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Table 10
Traffic Noise Modeling Results and Project-Related Traffic Noise Increases 10-Year Horizon vs. 10-Year Horizon Plus Project Conditions Segment Intersection Direction
Traffic Noise Level at 100 feet,
DNL (dB) Substantial
10YH 10YH+P Increase Increase?
1 (1) SR-198 EB Ramps / Road 92 North 64.7 64.9 0.2 No
2 South 63.0 63.1 0.1 No
3 East 64.0 64.4 0.4 No
4 West 63.6 63.7 0.1 No
5 (2) SR-198 WB Ramps / Road 92 North 66.0 66.3 0.3 No
6 South 64.7 64.9 0.2 No
7 East 63.8 64.1 0.3 No
8 West 63.6 63.8 0.2 No
Blank cell = no data was provided in traffic study
Source: FHWA-RD-77-108 with inputs from VRPA. Appendix B contains the FHWA Model inputs.

As indicated in Table 10, the proposed project’s contribution to traffic noise level increases is predicted to satisfy the applicable FICON increase significance criteria along all the roadway segments evaluated in the 10-Year Horizon conditions analysis. As a result, off-site traffic noise impacts related to increases in traffic resulting from the implementation of the project (10-Year Horizon vs. 10-Year Horizon Plus Project conditions) are identified as being less than significant.

Impact 4: Increases in 20-Year Horizon Traffic Noise Levels due to the Project Traffic data in the form of AM and PM peak hour movements for 20-Year Horizon and 20-Year Horizon Plus Project conditions in the project area roadway network were obtained from the project traffic impact study prepared by VRPA. Average daily traffic (ADT) volumes were conservatively estimated by applying a factor of 5 to the sum of weekday AM and PM peak hour conditions.

Predicted 20-Year Horizon and 20-Year Horizon Plus Project traffic noise levels are shown in Table 11. It should be noted that 20-Year Horizon conditions were only evaluated for Road 92 and SR-198 intersections in the project traffic impact study. The following section includes an assessment of predicted traffic noise levels relative to the FICON increase significance noise criteria identified in Table 1. The data in Table 11 are provided in terms of DNL at a standard distance of 100 feet from the centerlines of the project-area roadways. Appendix B contains the FWHA Model inputs.
833
Bollard Acoustical Consultants, Inc. (BAC)
Environmental Noise & Vibration Assessment
Iron Ridge Development I & II – Visalia, California

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Table 11
Traffic Noise Modeling Results and Project-Related Traffic Noise Increases 20-Year Horizon vs. 20-Year Horizon Plus Project Conditions Segment Intersection Direction
Traffic Noise Level at 100 feet,
DNL (dB) Substantial
20YH 20YH+P Increase Increase?
1 (1) SR-198 EB Ramps / Road 92 North 65.6 65.8 0.2 No
2 South 64.0 64.0 0.0 No
3 East 64.9 65.3 0.4 No
4 West 64.5 64.6 0.1 No
5 (2) SR-198 WB Ramps / Road 92 North 66.8 67.1 0.3 No
6 South 65.6 65.8 0.2 No
7 East 64.6 64.9 0.3 No
8 West 64.4 64.6 0.2 No
Blank cell = no data was provided in traffic study
Source: FHWA-RD-77-108 with inputs from VRPA. Appendix B contains the FHWA Model inputs.

As indicated in Table 11, the proposed project’s contribution to traffic noise level increases is predicted to satisfy the applicable FICON increase significance criteria along all the roadway segments evaluated in the 20-Year Horizon conditions analysis. As a result, off-site traffic noise impacts related to increases in traffic resulting from the implementation of the project (20-Year Horizon vs. 20-Year Horizon Plus Project conditions) are identified as being less than significant.

Noise Impacts Associated with Project On-Site Construction Activities Impact 5: Project Construction Noise Levels at Existing Residential Uses During project construction, heavy equipment would be used for grading excavation, paving, and building construction, which would increase ambient noise levels when in use. Noise levels would vary depending on the type of equipment used, how it is operated, and how well it is maintained.

Noise exposure at any single point outside the project work area would also vary depending upon the proximity of equipment activities to that point. The nearest existing sensitive uses (residential) are located approximately 30 feet away from where construction activities could occur within the project area.

Table 12 includes the range of maximum noise levels for equipment commonly used in general construction projects at full-power operation at a distance of 50 feet. Not all of these construction activities would be required of this project. The Table 12 data also include predicted maximum equipment noise levels at the nearest existing residential uses located 30 feet away, which assumes a standard spherical spreading loss of 6 dB per doubling of distance. 834
Bollard Acoustical Consultants, Inc. (BAC)
Environmental Noise & Vibration Assessment
Iron Ridge Development I & II – Visalia, California

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Table 12
Construction Equipment Reference and Projected Noise Levels Noise Levels Equipment Description
Maximum Noise Level at
50 Feet (dB)
Predicted Maximum Noise
Level at 30 Feet (dB)
Air compressor 80 84
Backhoe 80 84
Ballast equalizer 82 86
Ballast tamper 83 87
Compactor 82 86
Concrete mixer 85 89
Concrete pump 82 86
Concrete vibrator 76 80
Crane, mobile 83 87
Dozer 85 89
Excavator 85 89
Generator 82 86
Grader 85 89
Impact wrench 85 89
Loader 80 84
Paver 85 89
Pneumatic tool 85 89
Pump 77 81
Saw 76 80
Scarifier 83 87
Scraper 85 89
Shovel 82 86
Spike driver 77 81
Tie cutter 84 88
Tie inserter 85 89
Truck 84 88
Source: Federal Transit Administration Noise and Vibration Impact Assessment Manual, Table 7-1 (2020) Based on the equipment noise levels in Table 12, worst-case on-site project construction equipment noise levels at the nearest residential uses located 30 feet away are expected to range from approximately 80 to 89 dB. Thus, it is possible that a portion of the project construction equipment could result in substantial short-term increases over ambient maximum noise levels at nearby existing residential uses. Further, it is possible that those noise levels could exceed the applicable Visalia General Plan and Municipal Code noise level limits.

As mentioned previously, not all of the construction equipment/activities presented in Table 12 would be required of this project. Nonetheless, because project construction activities would result in short-term periods of elevated ambient noise levels in the immediate project vicinity, and because engineering techniques may not be practical in addressing noise attenuation for some equipment types, the following noise abatement measures should be incorporated into project construction operations to reduce the potential for adverse reaction at nearby existing residences:
 Pursuant to Visalia Municipal Code Section 8.36.050(C), the operation of construction equipment including jackhammers, portable generators, pneumatic equipment, trenchers, or other such equipment shall not be operated on the project site between the weekday 835
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hours of 7:00 p.m. and 6:00 a.m., and between the weekend hours of 7:00 p.m. and 9:00 a.m.
 All noise-producing project equipment and vehicles using internal-combustion engines shall be equipped with manufacturers-recommended mufflers and be maintained in good working condition.
 All mobile or fixed noise-producing equipment used on the project site that are regulated for noise output by a federal, state, or local agency shall comply with such regulations while in the course of project activity.
 Electrically powered equipment shall be used instead of pneumatic or internal-combustionpowered equipment, where feasible.  Material stockpiles and mobile equipment staging, parking, and maintenance areas shall be located as far as practicable from noise-sensitive receptors.  Project area and site access road speed limits shall be established and enforced during the construction period.
 Nearby residences shall be notified of construction schedules so that arrangements can be made, if desired, to limit their exposure to short-term increases in ambient noise levels.

Provided that the project implements the above recommended construction noise measures, adverse construction noise impacts are not expected for this project, and this impact is identified as being less than significant.

Vibration Impacts Associated with Project Activities
Impact 6: Project Construction and Operations Vibration at Existing Sensitive Uses During project construction, heavy equipment would be used for grading, excavation, paving, and building construction, which would generate localized vibration in the immediate vicinity of the construction. The nearest existing sensitive receptors have been identified as residential structures located approximately 30 feet from construction activities which would occur within the project area. Table 13 includes the range of vibration levels for equipment commonly used in general construction projects at a distance of 25 feet. The Table 13 data also include projected equipment vibration levels at the nearest existing residences to the project area located approximately 30 feet away.
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Environmental Noise & Vibration Assessment
Iron Ridge Development I & II – Visalia, California

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Table 13
Vibration Source Levels for Construction Equipment and Projected Levels at 30 Feet Equipment
Maximum Vibration Level at 25
Feet (PPV)1
Predicted Maximum Vibration
Level at 30 Feet (PPV)
Vibratory roller 0.210 0.160
Hoe ram 0.089 0.068
Large bulldozer 0.089 0.068
Caisson drilling 0.089 0.068
Loaded trucks 0.076 0.058
Jackhammer 0.035 0.027
Small bulldozer 0.003 0.002
1 PPV = Peak Particle Velocity
Source: 2020 FTA Transit Noise and Vibration Impact Assessment Manual and BAC calculations As shown in Table 13, vibration levels generated from on-site construction activities at the nearest existing sensitive structures located approximately 30 feet away (residences) are predicted to be below the strictest Caltrans thresholds for damage to residential structures of 0.30 in/sec PPV shown in Table 2. Further, construction activities are not expected to result in adverse human response relative to the vibration annoyance criteria as defined by Caltrans in Table 3. Therefore, on-site construction within the project area is not expected to result in excessive groundborne vibration levels at nearby existing sensitive uses.

During a site visit on August 27th, 2021, vibration levels were below the threshold of perception at the project site. Based on those observations, it is believed that existing vibration levels at the project site are well below the strictest Caltrans thresholds for damage to structures and thresholds for annoyance. Therefore, it is expected that the project would not result in the exposure of persons to excessive groundborne vibration levels at proposed uses of the project.

Finally, the project proposes the development of residential uses. It is the experience of BAC that residential uses do not typically have equipment that generates appreciable vibration. Further, it is our understanding that the project does not propose equipment that will produce appreciable vibration.

Because vibration levels due to and upon the proposed project are expected to satisfy the applicable Caltrans groundborne impact vibration criteria, this impact is identified as being less than significant.

Noise Impacts Upon the Development
The California Supreme Court issued an opinion in California Building Industry Association v. Bay Area Air Quality Management District (2015) holding that CEQA is primarily concerned with the impacts of a project on the environment and generally does not require agencies to analyze the impact of existing conditions on a project’s future users or residents. Nevertheless, the City of Visalia has policies that address existing/future conditions affecting the proposed project, which are discussed in the following section. The following section includes assessments of future traffic, industrial, and construction-related noise exposure at proposed noise-sensitive receptors 837
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Iron Ridge Development I & II – Visalia, California

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(residential) within the project area and recommended improvement measures to ensure consistency with City noise requirements.

Impact 7: Future Exterior Traffic Noise at Proposed Residential Uses The FHWA Model was used with future traffic data to predict future Road 88 and Road 92 traffic noise levels at the proposed residential uses of the development. Future traffic volume data for the roadways were obtained from the project traffic impact study prepared by VRPA Technologies, Inc. (Iron Ridge Residential Development Traffic Impact Study, December 13, 2021). The day/night distribution, truck percentages, and traffic speeds for the roadways were derived from BAC file data for similar roadways and field observations. The FHWA Model inputs and predicted future traffic noise levels at the project site are provided in Appendix F and are summarized in Table 14.

It should be noted that the project traffic impact study contains future traffic conditions for Opening Year (2022), 5-Year Horizon, 10-Year Horizon, and 20-Year Horizon project and no project scenarios. However, future traffic data for segments of Road 88 and Road 92 adjacent to the project site are not included in the 10-Year Horizon or 20-Year Horizon forecasts. As a result, traffic data for the 5-Year Horizon Plus Project scenario was utilized in the prediction of future Road 88 and Road 92 traffic noise levels at the project site.

Table 14
Predicted Future Exterior Traffic Noise Levels at the Project Site Roadway Receiver Description
Predicted Noise
Level, DNL (dB)1,2
Road 88
Nearest backyards 59
Nearest first-floor building facades 58
Nearest upper-floor building facades 60
Road 92
Nearest backyards 68
Nearest first-floor building facades 67
Nearest upper-floor building facades 69
1 A complete listing of FHWA Model inputs for future traffic noise levels are provided as Appendix F. 2 An offset of +2 dB was applied at upper-floor locations due to reduced ground absorption of sound at elevated positions.

As indicated in Table 14, future Road 88 traffic noise level exposure is predicted to satisfy the applicable Visalia General Plan 65 dB DNL exterior noise level standard at the nearest singlefamily residential outdoor activity areas (backyards) proposed within the development. However, future Road 92 traffic noise level exposure is predicted to exceed the General Plan 65 dB DNL exterior noise level standard at the nearest backyards.

However, the project site plans indicate that a 6-foot-tall block (masonry) wall is proposed to be constructed along residential lots adjacent to Road 92. The location of the proposed wall is illustrated on Figure 2. The results presented in Table 15 contain predicted future Road 92 traffic noise levels at proposed ground level locations with consideration of the noise attenuation that would be provided by the proposed 6-foot-tall wall. Barrier insertion loss calculation worksheets 838
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are provided as Appendix G. Because elevated upper-floor building facades of the residences constructed adjacent to Road 92 would not receive shielding from the proposed 6-foot-tall wall, attenuated noise levels for those locations were not included in Table 15.

Table 15
Predicted Future Exterior Road 92 Traffic Noise Levels with Proposed 6’ Wall Roadway Receiver Description
Predicted Noise
Level, DNL (dB)1
Road 92 Nearest backyards 62
Nearest first-floor building facades 61
1 Barrier insertion loss calculation worksheets are provided as Appendix G.

The Table 15 data indicate that future Road 92 traffic noise level exposure at the backyards proposed nearest to the roadway is predicted to comply with the Visalia General Plan 65 dB DNL exterior noise level standard, including consideration of the shielding that would be provided by the proposed 6-foot-tall wall at the location illustrated on Figure 2. Provided that proposed 6-foottall wall is constructed at the location shown in Figure 2, no further consideration of Road 92 traffic noise reduction measures would be warranted for the project relative to the General Plan 65 dB DNL exterior noise level limit.

It should be noted that the barrier analysis for the proposed 6-foot-tall wall provided in this report assumes that the difference in elevation between the roadway and proposed adjacent residential lots are within ± 2 feet. Should a difference greater than ± 2 feet be present, an additional analysis would be warranted. Nonetheless, the barrier height is relative to lot or roadway elevation, whichever is greater.

Impact 8: Future Interior Traffic Noise within Proposed Residential Uses As indicated in Table 14 of Impact 7, future Road 88 traffic noise level exposure is predicted to be 58 dB DNL at the nearest first-floor building facades proposed within the development. Due to reduced ground absorption of sound at elevated positions, noise levels at the upper-floor facades of those residences are predicted to approach 60 dB DNL. Additionally, after consideration of shielding that would be provided by the proposed 6-foot-tall traffic noise barrier as indicated in Figure 2, future Road 92 traffic noise level exposure is calculated to be reduced to 61 dB DNL at the nearest first-floor building facades to the roadway (Table 15 of Impact 7). Due to reduced ground absorption of sound at elevated positions, and lack of shielding provided by the proposed traffic noise barrier, noise levels at the upper-floor facades of those residences are predicted to approach 69 dB DNL.

To satisfy the Visalia General Plan 45 dB DNL interior noise level standard, minimum noise reductions of 13 and 15 dB would be required of the first- and upper-floor building facades (respectively) of residences constructed nearest to Road 88. Further, minimum noise reductions of 17 and 24 dB would be needed for compliance within the first- and upper-floor interior areas (respectively) of residences constructed nearest to Road 92. 839
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Standard residential construction (i.e., stucco siding, STC-27 windows, door weather-stripping, exterior wall insulation, composition plywood roof), typically results in an exterior to interior noise reduction of approximately 25 dB with windows closed and approximately 15 dB with windows open. This level of noise reduction would be adequate to reduce future Road 88 traffic noise exposure to 45 dB DNL or less within the first- and upper-floors of all residences constructed within the development. Standard residential construction is also expected to be adequate to reduce future Road 92 traffic noise levels to 45 dB DNL or less within the first-floors of all residences within the development but would fail to provide for a factor of safety within the upperfloors of the closest residences to the roadway.

To satisfy the General Plan 45 dB DNL interior noise level standard including a factor of safety, it is recommended that the upper-floor window assemblies of residences from which a view of Road 92 would be present (i.e., north-, east- and south-facing windows) be upgraded to a minimum STC rating of 32. The locations of the window construction upgrades are illustrated on Figure 4.

In addition, it is recommended that mechanical ventilation (air conditioning) be provided for all residences within the development to allow the occupants to close doors and windows as desired for additional acoustical isolation.
840
Legend
0 200 Figure 4
Scale (Feet)
100
Iron Ridge Development I & II
Visalia, California
Recommended Window Assembly Upgrades
Proposed 6’ Traffic Noise Barrier
Recommended Window Construction Upgrades: STC-32 (Upper-Floors Only) Light-Industrial Uses
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Impact 9: Industrial Operations Noise at Proposed Residential Uses Existing light industrial uses are located to the north of the proposed development. According to BAC field observations, the industrial uses consist primarily of storage yards, warehouse and loading docks, stationary equipment, and parking areas. The locations of the industrial uses are shown on Figure 1. BAC field observations also noted that existing CMU walls ranging from 6 to 8-feet in height are constructed along portions of the northern project property boundary. Chainlink fencing is constructed along the remaining portions of the northern project property line. The approximate locations of the existing CMU walls and chain-link fencing are illustrated on Figures 5 and 6. Photographs of existing walls and fencing are provided in Appendix C.

Noise measurement sites 1 through 3 were selected to quantify the existing ambient noise level environment along the northern project property line, including noise levels associated with adjacent existing industrial operations. As discussed previously, average measured hourly noise levels at the monitoring locations exceeded the General Plan/Municipal Code daytime and nighttime exterior noise level standards for non-transportation (stationary) noise sources. After close inspection of the collected ambient noise level data (Appendices D and E), it appears that the measured noise levels at the monitoring sites were significantly influenced by noise sources present during nighttime hours. For example, the elevated nighttime noise levels at site 3 are believed to be attributable to insect activity within close proximity to the monitoring location.

However, based on BAC field observations during setup of noise monitoring site 2, and subsequently confirmed in analysis of the measurement data, it is believed that the measured elevated daytime and nighttime noise levels at site 2 are attributed to stationary equipment operations on an adjacent industrial parcel to the immediate north of the site. The location of the noise-generating stationary equipment area is shown on Figure 5. Photographs of the equipment area adjacent to site 2 are provided in Appendix C.

BAC staff conducted noise level measurements of the identified stationary equipment while in operation during a site visit on August 28th, 2021. According to the data, noise from the equipment area was measured to be approximately 63 dB at 180 feet with an unshielded view of the equipment area. However, equipment noise was measured to be approximately 54 dB at 180 feet (or 9 dB lower) when measured from behind a nearby existing 8-foot-tall CMU wall.

Photographs of the noise meter and associated readings during the equipment noise measurements are provided in Appendix C.

Based on the measured equipment area reference noise level of 63 dB at 180 feet, and assuming standard spherical spreading loss (-6 dB per doubling of distance from a stationary noise source), noise level exposure associated with the identified equipment area was projected to be approximately 58 dB at the property line of the nearest single-family residence proposed within the development. Because sound from the stationary equipment is identified as being steady state in nature, noise from the equipment area would be most appropriately assessed relative to Visalia General Plan hourly average (Leq) and Municipal Code median (L50) noise level standards.

The projected equipment area noise level of 58 dB Leq/L50 at the property line of the nearest proposed residence within the development would exceed the General Plan and Municipal Code daytime and nighttime noise level standards of 50 dB Leq/L50 and 45 dB Leq/L50, respectively. 842
Legend
0 300 Figure 5
Scale (Feet)
150
Iron Ridge Development I & II
Visalia, California
Aerial with Existing CMU Walls & Fencing
Project Boundary (Approximate)
Existing 6’ CMU Wall (Approximate)
Existing 8’ CMU Wall (Approximate)
Existing Chain-Link Fence (Approximate)
Road 92
Road 88
Pershing Ave
Noise-Generating
Equipment Area
843
Legend
0 200 Figure
6 Scale (Feet)
100
Iron Ridge Development I & II
Visalia, California
Site Plan with Existing CMU Walls & Fencing
Existing 6’ CMU Wall (Approximate)
Existing 8’ CMU Wall (Approximate)
Existing Chain-Link Fence (Approximate)
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Page 34 ends

Satisfaction of the City’s 45 dB Leq/L50 nighttime noise level standard at the project site would ensure satisfaction of the City’s less restrictive daytime noise level limit of 50 dB Leq/L50 at the development.

To reduce noise level exposure from the identified stationary equipment at the project site, the effectiveness of the screening provided by a solid noise barrier (CMU wall) along the northern project property boundary was evaluated. The evaluation concluded that a wall having a minimum height of 20 feet would be required along a 400+ foot section of the property line to satisfy the City’s 45 dB Leq/L50 nighttime noise level standard at the property line of the nearest proposed residential uses. However, the construction of such wall is believed to be an infeasible measure for the project. To comply with the City’s 45 dB Leq/L50 nighttime noise level standard at the nearest proposed residential uses, one of the following two options (improvement measures) is recommended:

Option 1
a. The project developer should construct a continuous CMU wall ranging from 8 to 12-feet in height at the locations illustrated on Figure 7. This improvement measure would include removal and replacement of existing chain-link fencing with CMU wall and increasing existing CMU wall heights to the indicated heights shown in Figures 7 and 8. b. In addition to Option 1a above, the project developer should ensure that the residential lots proposed within the development have a minimum setback of 700 feet from the recommended 12-foot wall shown on Figures 7 and 8. The contoured lot setback distance of 700 feet is illustrated on Figure 7.

Option 2
a. The project developer should construct a continuous CMU wall having a minimum height of 8-feet along the northern project property boundary, as indicated on Figure 9. This improvement measure would include removal and replacement of existing chain-link fencing with CMU wall and increasing existing CMU wall heights to 8-feet (where applicable).
b. In addition to Option 2a above, a localized noise barrier should be constructed around the identified equipment area adjacent to BAC monitoring site 2. The location of the stationary equipment area is illustrated on Figure 10. Specifically, the project developer should coordinate with the owner of the adjacent industrial use in the installation a localized noise barrier around the identified stationary equipment on the property. It is estimated that a localized noise barrier would need to be a minimum of 10-feet in height, however a specific noise assessment would need to be completed by a qualified acoustical consultant to determine the ultimate height required for compliance. The benefits of a barrier located immediately adjacent to noise source in question would be that a barrier at that location would be more effective in reducing noise, less of a visual impact, and considerably more cost effective to implement. In addition, it would negate the requirement of a taller barrier along a portion of the property line (i.e., 12 feet), thereby affording a uniform 8-foot tall barrier along the northern property line.
845
Legend
0 300 Figure 7
Scale (Feet)
150
Iron Ridge Development I & II
Visalia, California
Industrial Noise Reduction – Option 1a & 1b
Project Boundary (Approximate)
Recommended 8’ CMU Wall (Approximate)
Recommended 12’ CMU Wall (Approximate)
Road 92
Road 88
Pershing Ave
Noise-Generating
Equipment Area
Recommended 700-Foot Lot Setback
700-Foot Setback
846
Legend
Figure 8
Iron Ridge Development I & II
Visalia, California
Industrial Noise Reduction – Option 1a
Recommended 8’ CMU Wall (Approximate)
Recommended 12’ CMU Wall (Approximate)
0 200
Scale (Feet)
100
847
Legend
Figure 9
Iron Ridge Development I & II
Visalia, California
Industrial Noise Reduction – Option 2a
Recommended 8’ CMU Wall (Approximate)
0 200
Scale (Feet)
100
848
Legend
0 50 Figure 10
Scale (Feet)
25 Iron Ridge Development I & II
Visalia, California
Industrial Noise Reduction – Option 2b
Project Boundary (Approximate)
Noise-Generating
Equipment Area
849
Bollard Acoustical Consultants, Inc. (BAC)
Environmental Noise & Vibration Assessment
Iron Ridge Development I & II – Visalia, California

Page 39 ends

Impact 10: Airport Operations Noise at Proposed Residential Uses The Iron Ridge Development is located approximately 1 ¼ miles to the northeast of Visalia Municipal Airport. According to Figure 3.10-2 (Airport Noise Contours 2019) of the Visalia General Plan Draft Environmental Impact Report, the proposed development is geographically located well outside of the established 55 dB CNEL airport noise contour. The airport noise contour map in provided as Figure 11.

Based on the information above, analysis of the BAC long-term noise level survey results within the project area, and after consideration of the exterior to interior noise level reduction achieved within standard residential building construction (at least 25 dB with windows closed and approximately 15 dB with windows open), noise generated from normal aircraft operations at the Visalia Municipal Airport is not expected to exceed the applicable Visalia General Plan exterior or interior noise level standards for residential uses. As a result, no further consideration of improvement measures would be warranted for aircraft noise at the project site. 850
0 2,000 4,000
Scale (Feet)
Figure 11
Legend
Project Area Boundary (Approximate)
Iron Ridge Development I & II
Visalia, California
Visalia Municipal Airport Noise Contours 2019
851
Bollard Acoustical Consultants, Inc. (BAC)
Environmental Noise & Vibration Assessment
Iron Ridge Development I & II – Visalia, California

Page 41 ends

This concludes BAC’s noise and vibration assessment of the Iron Ridge Development I & II in Visalia, California. Please contact BAC at (530) 537-2328 or [email protected] if you have any comments or questions regarding this report.
852
Appendix A
Acoustical Terminology
Acoustics The science of sound.

Ambient Noise The distinctive acoustical characteristics of a given space consisting of all noise sources audible at that location. In many cases, the term ambient is used to describe an existing or pre-project condition such as the setting in an environmental noise study.

Attenuation The reduction of an acoustic signal.

A-Weighting A frequency-response adjustment of a sound level meter that conditions the output signal to approximate human response.

Decibel or dB Fundamental unit of sound. A Bell is defined as the logarithm of the ratio of the sound pressure squared over the reference pressure squared. A Decibel is one-tenth of a Bell.

CNEL Community Noise Equivalent Level. Defined as the 24-hour average noise level with noise occurring during evening hours (7 - 10 p.m.) weighted by a factor of three and nighttime hours weighted by a factor of 10 prior to averaging.

Frequency The measure of the rapidity of alterations of a periodic signal, expressed in cycles per second or hertz.

IIC Impact Insulation Class (IIC): A single-number representation of a floor/ceiling partition’s impact generated noise insulation performance. The field-measured version of this number is the FIIC.

Ldn Day/Night Average Sound Level. Similar to CNEL but with no evening weighting.

Leq Equivalent or energy-averaged sound level.

Lmax The highest root-mean-square (RMS) sound level measured over a given period of time.

Loudness A subjective term for the sensation of the magnitude of sound.

Masking The amount (or the process) by which the threshold of audibility is for one sound is raised by the presence of another (masking) sound.

Noise Unwanted sound.

Peak Noise The level corresponding to the highest (not RMS) sound pressure measured over a given period of time. This term is often confused with the “Maximum” level, which is the highest RMS level.

RT60 The time it takes reverberant sound to decay by 60 dB once the source has been removed.

STC Sound Transmission Class (STC): A single-number representation of a partition’s noise insulation performance. This number is based on laboratory-measured, 16-band (1/3- octave) transmission loss (TL) data of the subject partition. The field-measured version of this number is the FSTC.
853
Appendix B-1
FHWA Highway Traffic Noise Prediction Model Data InputsIron Ridge Development I IIFile Name: 01 ExistingModel Run Date: 1/20/2022 % Med. % Hvy.

Segment Intersection Direction ADT Day % Night % Trucks Trucks Speed Distance 1 (1) SR-198 EB Ramps / Road 92 North 10,240 83 17 2 1 45 1002 South 7,375 83 17 2 1 45 1003 East 3,425 83 17 2 1 65 1004 West 3,070 83 17 2 1 65 1005 (2) SR-198 WB Ramps / Road 92 North 13,220 83 17 2 1 45 1006 South 10,225 83 17 2 1 45 1007 East 3,120 83 17 2 1 65 1008 West 3,085 83 17 2 1 65 1009 (3) Hillsdale Ave / Road 92 North 12,845 83 17 2 1 45 100 10 South 13,245 83 17 2 1 45 10011 East 1,020 83 17 1 1 25 10012 West13 (4) School Ave / Road 92 North 12,525 83 17 2 1 45 10014 South 12,835 83 17 2 1 45 10015 East 450 83 17 1 1 25 10016 West17 (5) Hurley Ave / Road 92 North 12,280 83 17 2 1 40 10018 South 12,505 83 17 2 1 45 10019 East 3,315 83 17 1 1 40 10020 West21 (6) Allen Ave / Road 92 North 11,400 83 17 2 1 40 10022 South 11,400 83 17 2 1 40 10023 East24 West25 (7) Goshen Ave / Road 92 North 8,070 83 17 2 1 40 10026 South 10,510 83 17 2 1 40 10027 East 6,065 83 17 2 1 55 10028 West 6,975 83 17 2 1 55 10029 (8) Project Drvwy / Road 88 North 405 83 17 2 1 40 10030 South 405 83 17 2 1 40 10031 East32 West33 (9) Goshen Ave / Road 88 North34 South 405 83 17 2 1 40 10035 East 6,885 83 17 2 1 55 10036 West 6,830 83 17 2 1 55 100 Note: Blank cells represent roadways for which no traffic data was provided. 854
Appendix B-2
FHWA Highway Traffic Noise Prediction Model Data InputsIron Ridge Development I IIFile Name: 02 Opening YearModel Run Date: 1/20/2022 % Med. % Hvy.

Segment Intersection Direction ADT Day % Night % Trucks Trucks Speed Distance 1 (1) SR-198 EB Ramps / Road 92 North 11,915 83 17 2 1 45 1002 South 8,005 83 17 2 1 45 1003 East 4,015 83 17 2 1 65 1004 West 3,605 83 17 2 1 65 1005 (2) SR-198 WB Ramps / Road 92 North 16,045 83 17 2 1 45 1006 South 11,955 83 17 2 1 45 1007 East 3,795 83 17 2 1 65 1008 West 3,575 83 17 2 1 65 1009 (3) Hillsdale Ave / Road 92 North 15,340 83 17 2 1 45 100 10 South 16,075 83 17 2 1 45 10011 East 1,645 83 17 1 1 25 10012 West13 (4) School Ave / Road 92 North 15,020 83 17 2 1 45 10014 South 15,340 83 17 2 1 45 10015 East 460 83 17 1 1 25 10016 West17 (5) Hurley Ave / Road 92 North 14,730 83 17 2 1 40 10018 South 15,005 83 17 2 1 45 10019 East 4,055 83 17 1 1 40 10020 West21 (6) Allen Ave / Road 92 North 13,875 83 17 2 1 40 10022 South 13,875 83 17 2 1 40 10023 East24 West25 (7) Goshen Ave / Road 92 North 9,980 83 17 2 1 40 10026 South 12,925 83 17 2 1 40 10027 East 6,490 83 17 2 1 55 10028 West 8,355 83 17 2 1 55 10029 (8) Project Drvwy / Road 88 North 405 83 17 2 1 40 10030 South 405 83 17 2 1 40 10031 East32 West33 (9) Goshen Ave / Road 88 North34 South 1,575 83 17 2 1 40 10035 East 7,785 83 17 2 1 55 10036 West 7,850 83 17 2 1 55 100 Note: Blank cells represent roadways for which no traffic data was provided. 855
Appendix B-3
FHWA Highway Traffic Noise Prediction Model Data InputsIron Ridge Development I IIFile Name: 03 Opening Year+ProjectModel Run Date: 1/20/2022 % Med. % Hvy.

Segment Intersection Direction ADT Day % Night % Trucks Trucks Speed Distance 1 (1) SR-198 EB Ramps / Road 92 North 12,710 83 17 2 1 45 1002 South 8,105 83 17 2 1 45 1003 East 4,520 83 17 2 1 65 1004 West 3,795 83 17 2 1 65 1005 (2) SR-198 WB Ramps / Road 92 North 17,480 83 17 2 1 45 1006 South 12,745 83 17 2 1 45 1007 East 4,220 83 17 2 1 65 1008 West 3,795 83 17 2 1 65 1009 (3) Hillsdale Ave / Road 92 North 16,770 83 17 2 1 45 100 10 South 17,505 83 17 2 1 45 10011 East 1,645 83 17 1 1 25 10012 West13 (4) School Ave / Road 92 North 16,470 83 17 2 1 45 10014 South 16,790 83 17 2 1 45 10015 East 460 83 17 1 1 25 10016 West17 (5) Hurley Ave / Road 92 North 16,360 83 17 2 1 40 10018 South 16,430 83 17 2 1 45 10019 East 4,260 83 17 1 1 40 10020 West21 (6) Allen Ave / Road 92 North 14,080 83 17 2 1 40 10022 South 15,510 83 17 2 1 40 10023 East24 West 1,840 83 17 1 1 25 10025 (7) Goshen Ave / Road 92 North 10,085 83 17 2 1 40 10026 South 13,130 83 17 2 1 40 10027 East 6,690 83 17 2 1 55 10028 West 8,455 83 17 2 1 55 10029 (8) Project Drvwy / Road 88 North 615 83 17 2 1 40 10030 South 410 83 17 2 1 40 10031 East 205 84 16 1 1 25 10032 West33 (9) Goshen Ave / Road 88 North34 South 1,785 83 17 2 1 40 10035 East 7,890 83 17 2 1 55 10036 West 7,955 83 17 2 1 55 100 Note: Blank cells represent roadways for which no traffic data was provided. 856
Appendix B-4
FHWA Highway Traffic Noise Prediction Model Data InputsIron Ridge Development I IIFile Name: 04 5-Year HorizonModel Run Date: 1/20/2022 % Med. % Hvy.

Segment Intersection Direction ADT Day % Night % Trucks Trucks Speed Distance 1 (1) SR-198 EB Ramps / Road 92 North 13,000 83 17 2 1 45 1002 South 8,785 83 17 2 1 45 1003 East 4,380 83 17 2 1 65 1004 West 3,925 83 17 2 1 65 1005 (2) SR-198 WB Ramps / Road 92 North 17,450 83 17 2 1 45 1006 South 13,040 83 17 2 1 45 1007 East 4,115 83 17 2 1 65 1008 West 3,895 83 17 2 1 65 1009 (3) Hillsdale Ave / Road 92 North 16,710 83 17 2 1 45 100 10 South 17,485 83 17 2 1 45 10011 East 1,755 83 17 1 1 25 10012 West13 (4) School Ave / Road 92 North 16,350 83 17 2 1 45 10014 South 16,695 83 17 2 1 45 10015 East 505 83 17 1 1 25 10016 West17 (5) Hurley Ave / Road 92 North 16,040 83 17 2 1 40 10018 South 16,330 83 17 2 1 45 10019 East 4,410 83 17 1 1 40 10020 West21 (6) Allen Ave / Road 92 North 15,320 83 17 2 1 40 10022 South 15,320 83 17 2 1 40 10023 East24 West25 (7) Goshen Ave / Road 92 North 10,830 83 17 2 1 40 10026 South 14,040 83 17 2 1 40 10027 East 7,125 83 17 2 1 55 10028 West 9,085 83 17 2 1 55 10029 (8) Project Drvwy / Road 88 North 455 83 17 2 1 40 10030 South 455 83 17 2 1 40 10031 East32 West33 (9) Goshen Ave / Road 88 North34 South 1,620 83 17 2 1 40 10035 East 8,520 83 17 2 1 55 10036 West 8,570 83 17 2 1 55 100 Note: Blank cells represent roadways for which no traffic data was provided. 857
Appendix B-5
FHWA Highway Traffic Noise Prediction Model Data InputsIron Ridge Development I IIFile Name: 05 5-Year Horizon+ProjectModel Run Date: 1/20/2022 % Med. % Hvy.

Segment Intersection Direction ADT Day % Night % Trucks Trucks Speed Distance 1 (1) SR-198 EB Ramps / Road 92 North 13,780 83 17 2 1 45 1002 South 8,885 83 17 2 1 45 1003 East 4,870 83 17 2 1 65 1004 West 4,115 83 17 2 1 65 1005 (2) SR-198 WB Ramps / Road 92 North 18,890 83 17 2 1 45 1006 South 13,825 83 17 2 1 45 1007 East 4,550 83 17 2 1 65 1008 West 4,115 83 17 2 1 65 1009 (3) Hillsdale Ave / Road 92 North 18,140 83 17 2 1 45 100 10 South 18,915 83 17 2 1 45 10011 East 1,755 83 17 1 1 25 10012 West13 (4) School Ave / Road 92 North 17,780 83 17 2 1 45 10014 South 18,125 83 17 2 1 45 10015 East 505 83 17 1 1 25 10016 West17 (5) Hurley Ave / Road 92 North 17,645 83 17 2 1 40 10018 South 17,760 83 17 2 1 45 10019 East 4,585 83 17 1 1 40 10020 West21 (6) Allen Ave / Road 92 North 15,525 83 17 2 1 40 10022 South 16,955 83 17 2 1 40 10023 East24 West 1,840 83 17 1 1 25 10025 (7) Goshen Ave / Road 92 North 10,935 83 17 2 1 40 10026 South 14,235 83 17 2 1 40 10027 East 7,335 83 17 2 1 55 10028 West 9,175 83 17 2 1 55 10029 (8) Project Drvwy / Road 88 North 660 83 17 2 1 40 10030 South 455 83 17 2 1 40 10031 East 205 84 16 1 1 25 10032 West33 (9) Goshen Ave / Road 88 North34 South 1,830 83 17 2 1 40 10035 East 8,620 83 17 2 1 55 10036 West 8,745 83 17 2 1 55 100 Note: Blank cells represent roadways for which no traffic data was provided. 858
Appendix B-6
FHWA Highway Traffic Noise Prediction Model Data InputsIron Ridge Development I IIFile Name: 06 10-Year HorizonModel Run Date: 1/20/2022 % Med. % Hvy.

Segment Intersection Direction ADT Day % Night % Trucks Trucks Speed Distance 1 (1) SR-198 EB Ramps / Road 92 North 14,620 83 17 2 1 45 1002 South 9,945 83 17 2 1 45 1003 East 4,920 83 17 2 1 65 1004 West 4,415 83 17 2 1 65 1005 (2) SR-198 WB Ramps / Road 92 North 19,550 83 17 2 1 45 1006 South 14,660 83 17 2 1 45 1007 East 4,620 83 17 2 1 65 1008 West 4,400 83 17 2 1 65 100 Note: Blank cells represent roadways for which no traffic data was provided. 859
Appendix B-7
FHWA Highway Traffic Noise Prediction Model Data InputsIron Ridge Development I IIFile Name: 07 10-Year Horizon+ProjectModel Run Date: 1/20/2022 % Med. % Hvy.

Segment Intersection Direction ADT Day % Night % Trucks Trucks Speed Distance 1 (1) SR-198 EB Ramps / Road 92 North 15,400 83 17 2 1 45 1002 South 10,050 83 17 2 1 45 1003 East 5,410 83 17 2 1 65 1004 West 4,600 83 17 2 1 65 1005 (2) SR-198 WB Ramps / Road 92 North 20,970 83 17 2 1 45 1006 South 15,440 83 17 2 1 45 1007 East 5,045 83 17 2 1 65 1008 West 4,615 83 17 2 1 65 100 Note: Blank cells represent roadways for which no traffic data was provided. 860
Appendix B-8
FHWA Highway Traffic Noise Prediction Model Data InputsIron Ridge Development I IIFile Name: 08 20-Year HorizonModel Run Date: 1/20/2022 % Med. % Hvy.

Segment Intersection Direction ADT Day % Night % Trucks Trucks Speed Distance 1 (1) SR-198 EB Ramps / Road 92 North 17,955 83 17 2 1 45 1002 South 12,350 83 17 2 1 45 1003 East 6,040 83 17 2 1 65 1004 West 5,415 83 17 2 1 65 1005 (2) SR-198 WB Ramps / Road 92 North 23,885 83 17 2 1 45 1006 South 18,010 83 17 2 1 45 1007 East 5,640 83 17 2 1 65 1008 West 5,405 83 17 2 1 65 100 Note: Blank cells represent roadways for which no traffic data was provided. 861
Appendix B-9
FHWA Highway Traffic Noise Prediction Model Data InputsIron Ridge Development I IIFile Name: 09 20-Year Horizon+ProjectModel Run Date: 1/20/2022 % Med. % Hvy.

Segment Intersection Direction ADT Day % Night % Trucks Trucks Speed Distance 1 (1) SR-198 EB Ramps / Road 92 North 18,740 83 17 2 1 45 1002 South 12,455 83 17 2 1 45 1003 East 6,530 83 17 2 1 65 1004 West 5,605 83 17 2 1 65 1005 (2) SR-198 WB Ramps / Road 92 North 25,350 83 17 2 1 45 1006 South 18,790 83 17 2 1 45 1007 East 6,065 83 17 2 1 65 1008 West 5,665 83 17 2 1 65 100 Note: Blank cells represent roadways for which no traffic data was provided. 862
Legend
A: Site 1: Facing north towards industrial uses
B: Site 2: Facing north towards industrial uses and noise-generating equipment area C: Site 3: Facing north towards industrial uses and existing 7’ masonry wall D: Site 4: Facing east towards Road 92
A B
C D
Appendix C-1
Iron Ridge Development I & II
Visalia, California
Noise Survey Photographs – All Sites
Microphone
863
Legend
A: Site 2: Facing east along existing 8’ CMU wall
B: Site 2: Facing east towards section of chain-link fence (no wall) C: Site 2: Facing north towards noise-generating stationary equipment area at industrial use D: Site 2: Noise meter reading with equipment in operation - no wall (63 dB at 180’ from equipment area) E: Site 2: Noise meter reading with equipment in operation - behind existing nearby 8’ foot wall (54 dB at 180’ from equipment area) A B
C E
Appendix C-2
Iron Ridge Development I & II
Visalia, California
Noise Survey Photographs – Site 2
Noise-Generating
Equipment Area
D
Noise-Generating
Equipment Area
864
.

Hour Leq Lmax L50 L90
1:00 PM 47 54 47 452:00 PM 47 58 46 44 High Low Average High Low Average 3:00 PM 48 57 48 45 Leq (Average) 52 41 49 51 47 484:00 PM 48 59 47 45 Lmax (Maximum) 74 54 60 63 52 575:00 PM 50 56 50 47 L50 (Median) 52 40 47 50 47 486:00 PM 50 64 49 47 L90 (Background) 50 39 44 48 45 467:00 PM 51 64 50 468:00 PM 52 57 52 50 Computed DNL, dB 559:00 PM 51 59 51 49 % Daytime Energy 65% 10:00 PM 50 63 49 48 % Nighttime Energy 35%
11:00 PM 51 57 50 4812:00 AM 47 55 47 45
1:00 AM 48 62 48 462:00 AM 48 56 48 463:00 AM 47 52 47 464:00 AM 47 56 47 465:00 AM 47 56 47 466:00 AM 48 56 48 477:00 AM 49 63 49 488:00 AM 48 64 47 449:00 AM 43 55 42 40 10:00 AM 48 74 43 3911:00 AM 41 61 40 3912:00 PM 42 54 41 39 GPS Coordinates
Daytime (7 a.m. - 10 p.m.) Nighttime (10 p.m. - 7 a.m.) Statistical Summary
36°20'17.64" N
119°22'28.28" W
Appendix D-1
Ambient Noise Monitoring Results - Site 1
8/28/21 - 8/29/21
Iron Ridge Development I & II - Visalia, California
865
.

Hour Leq Lmax L50 L90
1:00 PM 49 74 41 392:00 PM 43 58 42 40 High Low Average High Low Average 3:00 PM 42 53 41 39 Leq (Average) 53 42 48 52 48 504:00 PM 44 52 43 40 Lmax (Maximum) 74 52 60 63 54 575:00 PM 46 53 45 42 L50 (Median) 53 41 46 51 48 506:00 PM 47 58 47 44 L90 (Background) 51 39 44 50 47 487:00 PM 48 61 48 458:00 PM 50 62 50 48 Computed DNL, dB 569:00 PM 52 62 51 50 % Daytime Energy 51% 10:00 PM 50 57 50 48 % Nighttime Energy 49%
11:00 PM 51 63 51 4912:00 AM 52 58 51 50
1:00 AM 49 57 49 472:00 AM 49 54 49 483:00 AM 50 58 50 474:00 AM 48 54 48 475:00 AM 50 56 50 496:00 AM 51 60 51 497:00 AM 53 58 53 518:00 AM 49 61 48 469:00 AM 48 71 45 43 10:00 AM 45 61 44 4311:00 AM 46 61 44 4212:00 PM 45 58 44 43 Statistical Summary
Daytime (7 a.m. - 10 p.m.) Nighttime (10 p.m. - 7 a.m.) GPS Coordinates 36°20'17.64" N 119°22'28.28" W
Appendix D-2
Ambient Noise Monitoring Results - Site 1
Iron Ridge Development I & II - Visalia, California
8/29/21 - 8/30/21
866
.

Hour Leq Lmax L50 L90
1:00 PM 48 70 44 422:00 PM 45 63 43 42 High Low Average High Low Average 3:00 PM 44 54 44 42 Leq (Average) 55 44 49 53 49 514:00 PM 45 60 45 42 Lmax (Maximum) 74 54 62 62 53 585:00 PM 46 58 46 44 L50 (Median) 54 42 46 53 49 506:00 PM 45 57 45 43 L90 (Background) 52 41 44 50 47 487:00 PM 48 56 48 458:00 PM 51 61 50 48 Computed DNL, dB 579:00 PM 51 62 51 49 % Daytime Energy 48% 10:00 PM 53 58 51 49 % Nighttime Energy 52%
11:00 PM 52 57 51 4912:00 AM 51 56 50 49
1:00 AM 49 53 49 472:00 AM 50 57 49 473:00 AM 50 58 49 484:00 AM 50 59 50 485:00 AM 52 61 51 486:00 AM 53 62 53 507:00 AM 55 74 54 528:00 AM 50 68 48 469:00 AM 45 60 44 43 10:00 AM 46 61 44 4211:00 AM 45 61 42 4112:00 PM 46 69 43 41 Statistical Summary
Daytime (7 a.m. - 10 p.m.) Nighttime (10 p.m. - 7 a.m.) GPS Coordinates 36°20'17.64" N 119°22'28.28" W
Appendix D-3
Ambient Noise Monitoring Results - Site 1
Iron Ridge Development I & II - Visalia, California
8/30/21 - 8/31/21
867
.

Hour Leq Lmax L50 L90
1:00 PM 60 64 60 592:00 PM 60 63 60 58 High Low Average High Low Average 3:00 PM 60 64 60 59 Leq (Average) 62 52 60 61 49 564:00 PM 60 66 60 59 Lmax (Maximum) 71 57 64 70 54 625:00 PM 60 65 60 59 L50 (Median) 62 52 59 61 49 536:00 PM 61 68 61 59 L90 (Background) 60 50 57 61 48 517:00 PM 62 65 62 608:00 PM 61 65 61 60 Computed DNL, dB 639:00 PM 61 66 61 60 % Daytime Energy 79% 10:00 PM 60 62 59 58 % Nighttime Energy 21%
11:00 PM 61 64 61 6112:00 AM 58 69 59 49
1:00 AM 49 57 49 482:00 AM 50 54 50 493:00 AM 50 56 50 494:00 AM 50 56 50 485:00 AM 50 70 50 486:00 AM 52 69 52 507:00 AM 52 57 52 508:00 AM 58 71 57 539:00 AM 57 60 57 56 10:00 AM 57 59 57 5511:00 AM 57 60 57 5612:00 PM 59 62 59 57 Statistical Summary
Daytime (7 a.m. - 10 p.m.) Nighttime (10 p.m. - 7 a.m.) GPS Coordinates 36°20'17.56" N 119°22'19.23" W
Appendix D-4
Ambient Noise Monitoring Results - Site 2
Iron Ridge Development I & II - Visalia, California
8/28/21 - 8/29/21
868
.

Hour Leq Lmax L50 L90
1:00 PM 59 79 59 572:00 PM 59 64 58 57 High Low Average High Low Average 3:00 PM 60 62 60 59 Leq (Average) 65 55 60 62 51 604:00 PM 65 84 60 59 Lmax (Maximum) 84 60 66 68 61 645:00 PM 60 63 60 58 L50 (Median) 62 55 59 62 49 586:00 PM 60 65 60 58 L90 (Background) 60 51 57 61 47 567:00 PM 62 65 62 598:00 PM 61 65 61 59 Computed DNL, dB 669:00 PM 61 64 61 60 % Daytime Energy 62% 10:00 PM 61 64 61 61 % Nighttime Energy 38%
11:00 PM 62 68 62 6012:00 AM 62 64 62 60
1:00 AM 62 65 62 612:00 AM 62 65 62 603:00 AM 60 64 60 594:00 AM 53 68 49 475:00 AM 51 61 51 496:00 AM 54 61 52 507:00 AM 55 60 55 528:00 AM 58 71 58 519:00 AM 58 61 58 57 10:00 AM 57 60 57 5511:00 AM 57 62 57 5512:00 PM 59 63 59 57 Statistical Summary
Daytime (7 a.m. - 10 p.m.) Nighttime (10 p.m. - 7 a.m.) GPS Coordinates 36°20'17.56" N 119°22'19.23" W
Appendix D-5
Ambient Noise Monitoring Results - Site 2
Iron Ridge Development I & II - Visalia, California
8/29/21 - 8/30/21
869
.

Hour Leq Lmax L50 L90
1:00 PM 64 82 59 562:00 PM 59 62 59 57 High Low Average High Low Average 3:00 PM 60 64 60 58 Leq (Average) 64 57 61 61 51 594:00 PM 61 66 61 60 Lmax (Maximum) 82 60 67 67 62 645:00 PM 61 66 61 60 L50 (Median) 62 57 60 61 51 586:00 PM 63 67 62 60 L90 (Background) 60 56 58 60 48 557:00 PM 62 64 62 608:00 PM 61 64 61 59 Computed DNL, dB 669:00 PM 61 63 61 59 % Daytime Energy 71% 10:00 PM 61 64 61 60 % Nighttime Energy 29%
11:00 PM 61 65 61 5912:00 AM 59 62 59 58
1:00 AM 61 63 61 592:00 AM 60 63 60 593:00 AM 57 62 59 494:00 AM 51 65 51 485:00 AM 54 67 52 496:00 AM 60 67 60 597:00 AM 59 72 59 588:00 AM 58 66 58 579:00 AM 57 60 57 56 10:00 AM 57 61 57 5611:00 AM 58 61 58 5712:00 PM 64 82 58 57 Statistical Summary
Daytime (7 a.m. - 10 p.m.) Nighttime (10 p.m. - 7 a.m.) GPS Coordinates 36°20'17.56" N 119°22'19.23" W
Appendix D-6
Ambient Noise Monitoring Results - Site 2
Iron Ridge Development I & II - Visalia, California
8/30/21 - 8/31/21
870
.

Hour Leq Lmax L50 L90
12:00 PM 45 67 40 38
1:00 PM 41 51 40 38 High Low Average High Low Average
2:00 PM 41 50 40 38 Leq (Average) 61 41 56 65 45 583:00 PM 45 55 45 40 Lmax (Maximum) 78 50 62 96 58 674:00 PM 50 60 50 45 L50 (Median) 60 40 48 59 42 485:00 PM 55 70 55 50 L90 (Background) 59 38 45 58 39 456:00 PM 60 75 60 547:00 PM 61 78 58 56 Computed DNL, dB 648:00 PM 61 76 60 59 % Daytime Energy 50%9:00 PM 61 71 60 58 % Nighttime Energy 50% 10:00 PM 61 76 59 5811:00 PM 61 73 59 5712:00 AM 65 96 48 41 1:00 AM 47 62 45 422:00 AM 47 60 45 423:00 AM 45 58 43 404:00 AM 45 58 42 405:00 AM 47 59 43 396:00 AM 49 62 46 437:00 AM 50 63 49 458:00 AM 48 60 48 459:00 AM 42 52 41 39 10:00 AM 41 50 41 3911:00 AM 41 51 40 38
Statistical Summary
Daytime (7 a.m. - 10 p.m.) Nighttime (10 p.m. - 7 a.m.) GPS Coordinates 36°20'17.41" N 119°22'10.53" W
Appendix D-7
Ambient Noise Monitoring Results - Site 3
Iron Ridge Development I & II - Visalia, California
8/28/21 - 8/29/21
871
.

Hour Leq Lmax L50 L90
12:00 PM 40 54 39 37
1:00 PM 47 72 38 36 High Low Average High Low Average
2:00 PM 50 65 39 36 Leq (Average) 61 40 56 66 46 593:00 PM 52 67 40 40 Lmax (Maximum) 75 54 66 98 59 684:00 PM 55 70 45 45 L50 (Median) 60 38 48 60 45 525:00 PM 57 72 50 50 L90 (Background) 58 36 47 58 43 496:00 PM 60 75 55 557:00 PM 60 75 58 56 Computed DNL, dB 658:00 PM 60 73 59 57 % Daytime Energy 44%9:00 PM 61 74 60 58 % Nighttime Energy 56% 10:00 PM 61 72 60 5811:00 PM 60 70 60 5812:00 AM 66 98 49 46 1:00 AM 48 60 47 442:00 AM 46 61 45 433:00 AM 49 59 47 454:00 AM 52 62 50 455:00 AM 54 63 53 486:00 AM 55 67 54 507:00 AM 56 64 56 538:00 AM 51 65 50 479:00 AM 48 57 47 45 10:00 AM 47 57 47 4511:00 AM 46 56 45 43
Statistical Summary
Daytime (7 a.m. - 10 p.m.) Nighttime (10 p.m. - 7 a.m.) GPS Coordinates 36°20'17.41" N 119°22'10.53" W
Appendix D-8
Ambient Noise Monitoring Results - Site 3
Iron Ridge Development I & II - Visalia, California
8/29/21 - 8/30/21
872
.

Hour Leq Lmax L50 L90
12:00 PM 44 59 43 41
1:00 PM 46 68 43 40 High Low Average High Low Average
2:00 PM 48 63 42 39 Leq (Average) 61 44 56 68 50 613:00 PM 50 65 45 40 Lmax (Maximum) 77 59 67 102 62 734:00 PM 52 67 50 45 L50 (Median) 64 42 51 59 48 555:00 PM 55 70 55 50 L90 (Background) 58 39 48 58 46 526:00 PM 57 72 60 557:00 PM 60 75 64 58 Computed DNL, dB 678:00 PM 61 77 59 57 % Daytime Energy 33%9:00 PM 61 72 60 58 % Nighttime Energy 67% 10:00 PM 60 75 59 5811:00 PM 60 72 58 5712:00 AM 60 73 59 58 1:00 AM 59 70 58 562:00 AM 68 102 51 463:00 AM 50 72 48 464:00 AM 52 62 51 475:00 AM 55 62 54 496:00 AM 55 70 55 527:00 AM 57 66 57 548:00 AM 51 70 50 479:00 AM 48 60 47 45 10:00 AM 47 60 46 4311:00 AM 44 59 43 40
Statistical Summary
Daytime (7 a.m. - 10 p.m.) Nighttime (10 p.m. - 7 a.m.) GPS Coordinates 36°20'17.41" N 119°22'10.53" W
Appendix D-9
Ambient Noise Monitoring Results - Site 3
Iron Ridge Development I & II - Visalia, California
8/30/21 - 8/31/21
873
.

Hour Leq Lmax L50 L90
1:00 PM 59 75 53 432:00 PM 58 77 52 43 High Low Average High Low Average 3:00 PM 64 95 52 42 Leq (Average) 64 56 59 56 52 544:00 PM 58 73 52 44 Lmax (Maximum) 95 70 76 83 68 735:00 PM 58 74 53 46 L50 (Median) 56 48 52 51 43 476:00 PM 57 70 51 45 L90 (Background) 51 39 44 47 40 437:00 PM 60 82 55 478:00 PM 61 82 56 51 Computed DNL, dB 629:00 PM 57 72 53 49 % Daytime Energy 82% 10:00 PM 56 74 50 45 % Nighttime Energy 18%
11:00 PM 55 70 51 4712:00 AM 56 83 47 42
1:00 AM 53 74 47 442:00 AM 52 71 46 433:00 AM 52 68 44 414:00 AM 52 70 43 405:00 AM 54 69 44 406:00 AM 56 74 48 447:00 AM 57 73 50 458:00 AM 57 70 51 469:00 AM 57 73 49 41 10:00 AM 56 73 49 4111:00 AM 58 76 51 4012:00 PM 56 71 48 39 Statistical Summary
Daytime (7 a.m. - 10 p.m.) Nighttime (10 p.m. - 7 a.m.) GPS Coordinates 36°20'17.60" N 119°22'04.87" W
Appendix D-10
Ambient Noise Monitoring Results - Site 4
Iron Ridge Development I & II - Visalia, California
8/28/21 - 8/29/21
874
Hour Leq Lmax L50 L90
1:00 PM 56 71 48 392:00 PM 56 75 48 40 High Low Average High Low Average 3:00 PM 56 74 47 39 Leq (Average) 64 56 60 64 53 594:00 PM 57 73 48 40 Lmax (Maximum) 90 71 77 82 71 745:00 PM 57 71 50 42 L50 (Median) 63 47 53 61 47 526:00 PM 57 75 49 43 L90 (Background) 57 39 46 54 44 487:00 PM 60 74 55 468:00 PM 62 90 51 47 Computed DNL, dB 669:00 PM 58 74 51 47 % Daytime Energy 68% 10:00 PM 56 73 49 47 % Nighttime Energy 32%
11:00 PM 55 71 51 4912:00 AM 56 76 49 46
1:00 AM 53 72 48 462:00 AM 54 73 47 443:00 AM 57 71 51 474:00 AM 60 74 57 485:00 AM 63 74 60 516:00 AM 64 82 61 547:00 AM 64 76 63 578:00 AM 63 76 61 529:00 AM 62 80 59 51 10:00 AM 61 75 58 4911:00 AM 61 86 57 4812:00 PM 60 79 57 47 Statistical Summary
Daytime (7 a.m. - 10 p.m.) Nighttime (10 p.m. - 7 a.m.) GPS Coordinates 36°20'17.60" N 119°22'04.87" W
Appendix D-11
Ambient Noise Monitoring Results - Site 4
Iron Ridge Development I & II - Visalia, California
8/29/21 - 8/30/21
875
Hour Leq Lmax L50 L90
1:00 PM 61 76 58 472:00 PM 61 76 59 47 High Low Average High Low Average 3:00 PM 62 76 60 49 Leq (Average) 64 58 62 63 54 594:00 PM 62 84 60 50 Lmax (Maximum) 90 72 77 88 70 755:00 PM 62 80 61 49 L50 (Median) 63 53 59 61 47 536:00 PM 60 75 57 47 L90 (Background) 58 45 49 56 45 497:00 PM 61 75 58 508:00 PM 59 72 56 50 Computed DNL, dB 669:00 PM 58 77 53 50 % Daytime Energy 74% 10:00 PM 56 71 51 49 % Nighttime Energy 26%
11:00 PM 57 74 50 4712:00 AM 54 70 48 46
1:00 AM 54 74 47 452:00 AM 55 75 49 453:00 AM 60 88 51 484:00 AM 60 73 57 505:00 AM 62 75 60 526:00 AM 63 76 61 567:00 AM 64 76 63 588:00 AM 63 76 62 539:00 AM 62 75 59 50 10:00 AM 61 78 58 4811:00 AM 61 76 57 4512:00 PM 63 90 58 46 Statistical Summary
Daytime (7 a.m. - 10 p.m.) Nighttime (10 p.m. - 7 a.m.) GPS Coordinates 36°20'17.60" N 119°22'04.87" W
Appendix D-12
Ambient Noise Monitoring Results - Site 4
Iron Ridge Development I & II - Visalia, California
8/30/21 - 8/31/21
876
55 dB
Ambient Noise Monitoring Results - Site 1
8/28/21 - 8/29/21
Appendix E-1
Iron Ridge Development I & II - Visalia, California
Computed DNL =
30405060708090
100110
1:00 PM 5:00 PM 9:00 PM 1:00 AM 5:00 AM 9:00 AM 12:00 PM Sound Pressure Level, dBA
Time of Day
Average (Leq) Maximum (Lmax) Median (L50) Background (L90) 877
56 dB
Appendix E-2
Ambient Noise Monitoring Results - Site 1
Iron Ridge Development I & II - Visalia, California
8/29/21 - 8/30/21
Computed DNL =
30405060708090
100110
1:00 PM 5:00 PM 9:00 PM 1:00 AM 5:00 AM 9:00 AM 12:00 PM Sound Pressure Level, dBA
Time of Day
Average (Leq) Maximum (Lmax) Median (L50) Background (L90) 878
57 dB
Appendix E-3
Ambient Noise Monitoring Results - Site 1
Iron Ridge Development I & II - Visalia, California
8/30/21 - 8/31/21
Computed DNL =
30405060708090
100110
1:00 PM 5:00 PM 9:00 PM 1:00 AM 5:00 AM 9:00 AM 12:00 PM Sound Pressure Level, dBA
Time of Day
Average (Leq) Maximum (Lmax) Median (L50) Background (L90) 879
63 dB
Appendix E-4
Ambient Noise Monitoring Results - Site 2
Iron Ridge Development I & II - Visalia, California
8/28/21 - 8/29/21
Computed DNL =
30405060708090
100110
1:00 PM 5:00 PM 9:00 PM 1:00 AM 5:00 AM 9:00 AM 12:00 PM Sound Pressure Level, dBA
Time of Day
Average (Leq) Maximum (Lmax) Median (L50) Background (L90) 880
66 dB
Appendix E-5
Ambient Noise Monitoring Results - Site 2
Iron Ridge Development I & II - Visalia, California
8/29/21 - 8/30/21
Computed DNL =
30405060708090
100110
1:00 PM 5:00 PM 9:00 PM 1:00 AM 5:00 AM 9:00 AM 12:00 PM Sound Pressure Level, dBA
Time of Day
Average (Leq) Maximum (Lmax) Median (L50) Background (L90) 881
66 dB
Appendix E-6
Ambient Noise Monitoring Results - Site 2
Iron Ridge Development I & II - Visalia, California
8/30/21 - 8/31/21
Computed DNL =
30405060708090
100110
1:00 PM 5:00 PM 9:00 PM 1:00 AM 5:00 AM 9:00 AM 12:00 PM Sound Pressure Level, dBA
Time of Day
Average (Leq) Maximum (Lmax) Median (L50) Background (L90) 882
64 dB
Appendix E-7
Ambient Noise Monitoring Results - Site 3
Iron Ridge Development I & II - Visalia, California
8/28/21 - 8/29/21
Computed DNL =
30405060708090
100110
12:00 PM 4:00 PM 8:00 PM 12:00 AM 4:00 AM 8:00 AM 11:00 AM Sound Pressure Level, dBA
Time of Day
Average (Leq) Maximum (Lmax) Median (L50) Background (L90) 883
65 dB
Appendix E-8
Ambient Noise Monitoring Results - Site 3
Iron Ridge Development I & II - Visalia, California
8/29/21 - 8/30/21
Computed DNL =
30405060708090
100110
12:00 PM 4:00 PM 8:00 PM 12:00 AM 4:00 AM 8:00 AM 11:00 AM Sound Pressure Level, dBA
Time of Day
Average (Leq) Maximum (Lmax) Median (L50) Background (L90) 884
67 dB
Appendix E-9
Ambient Noise Monitoring Results - Site 3
Iron Ridge Development I & II - Visalia, California
8/30/21 - 8/31/21
Computed DNL =
30405060708090
100110
12:00 PM 4:00 PM 8:00 PM 12:00 AM 4:00 AM 8:00 AM 11:00 AM Sound Pressure Level, dBA
Time of Day
Average (Leq) Maximum (Lmax) Median (L50) Background (L90) 885
62 dB
Appendix E-10
Ambient Noise Monitoring Results - Site 4
Iron Ridge Development I & II - Visalia, California
8/28/21 - 8/29/21
Computed DNL =
30405060708090
100110
1:00 PM 5:00 PM 9:00 PM 1:00 AM 5:00 AM 9:00 AM 12:00 PM Sound Pressure Level, dBA
Time of Day
Average (Leq) Maximum (Lmax) Median (L50) Background (L90) 886
66 dB
Appendix E-11
Ambient Noise Monitoring Results - Site 4
Iron Ridge Development I & II - Visalia, California
8/29/21 - 8/30/21
Computed DNL =
30405060708090
100110
1:00 PM 5:00 PM 9:00 PM 1:00 AM 5:00 AM 9:00 AM 12:00 PM Sound Pressure Level, dBA
Time of Day
Average (Leq) Maximum (Lmax) Median (L50) Background (L90) 887
66 dB
Appendix E-12
Ambient Noise Monitoring Results - Site 4
Iron Ridge Development I & II - Visalia, California
8/30/21 - 8/31/21
Computed DNL =
30405060708090
100110
1:00 PM 5:00 PM 9:00 PM 1:00 AM 5:00 AM 9:00 AM 12:00 PM Sound Pressure Level, dBA
Time of Day
Average (Leq) Maximum (Lmax) Median (L50) Background (L90) 888
2021-133
Iron Ridge Development I & II
Road 88
Future (5-Year Horizon Plus Project)
1,830
75 25
2 2
40 Soft
Medium Heavy
Location Receiver Description Distance Offset (dB) Autos Trucks Trucks Total 1 Nearest backyards 70 56 48 53 59
2 Nearest first-floor building facades 80 55 48 52 58
3 Nearest upper-floor building facades 80 2 57 50 54 60 DNL Contour (dB)
75 70
65 60
Notes:

Percent Daytime Traffic:

Appendix F-1
FHWA Traffic Noise Prediction Model (FHWA-RD-77-108)
Noise Prediction Worksheet
Project Information:

Job Number:

Project Name:

Roadway Name:

Traffic Data:

Year:

Average Daily Traffic Volume (ADT):
12 Percent Nighttime Traffic:

Percent Medium Trucks (2 axle):

Percent Heavy Trucks (3+ axle):

Assumed Vehicle Speed (mph):

Intervening Ground Type (hard/soft):

Traffic Noise Levels:
----------------- DNL (dB) -----------------
Traffic Noise Contours (No Calibration Offset):

Distance from Centerline (feet)
6 26
56 1. Future ADT volume for roadway was calculated by using traffic volume data provided in the project traffic impact study. Future traffic volume was conservatively estimated by applying a factor of 5 to the sum of AM and PM peak hour conditions (5-Year Horizon Plus Project scenario).

2. Distances scaled from the centerline of roadway to said locations using provided site plans.

3. A +2 dB offset was applied to upper-floor facades to account for reduced ground absorption of sound at elevated locations.
889
2021-133
Iron Ridge Development I & II
Road 92
Future (5-Year Horizon Plus Project)
17,645
75 25
2 2
40 Soft
Medium Heavy
Location Receiver Description Distance Offset (dB) Autos Trucks Trucks Total 1 Nearest backyards 70 66 58 63 68
2 Nearest first-floor building facades 80 65 57 62 67
3 Nearest upper-floor building facades 80 2 67 59 64 69 DNL Contour (dB)
75 70
65 60
Notes:
117
252

1. Future ADT volume for roadway was calculated by using traffic volume data provided in the project traffic impact study. Future traffic volume was conservatively estimated by applying a factor of 5 to the sum of AM and PM peak hour conditions (5-Year Horizon Plus Project scenario).

2. Distances scaled from the centerline of roadway to said locations using provided site plans.

3. A +2 dB offset was applied to upper-floor facades to account for reduced ground absorption of sound at elevated locations.
54 Percent Nighttime Traffic:

Percent Medium Trucks (2 axle):

Percent Heavy Trucks (3+ axle):

Assumed Vehicle Speed (mph):

Intervening Ground Type (hard/soft):

Traffic Noise Levels:
----------------- DNL (dB) -----------------
Traffic Noise Contours (No Calibration Offset):

Distance from Centerline (feet)
25 Percent Daytime Traffic:

Appendix F-2
FHWA Traffic Noise Prediction Model (FHWA-RD-77-108)
Noise Prediction Worksheet
Project Information:

Job Number:

Project Name:

Roadway Name:

Traffic Data:

Year:

Average Daily Traffic Volume (ADT):
890
2021-133
Iron Ridge Development I & II
Road 92
Future (5-Year Horizon Plus Project)
66 58
63 Nearest backyards
60 10
0 2
8 0
5 0
6 Autos
Medium
Trucks
Heavy
Trucks Total Autos?
Medium
Trucks?
Heavy
Trucks?
6 60 52 58 62 Yes Yes Yes
7 58 51 57 61 Yes Yes Yes
8 57 49 55 59 Yes Yes Yes
9 55 48 54 58 Yes Yes Yes
10 54 47 53 57 Yes Yes Yes
11 53 46 52 56 Yes Yes Yes
12 52 45 50 55 Yes Yes Yes
13 52 44 50 54 Yes Yes Yes
14 52 44 49 54 Yes Yes Yes
Notes:
11 12
13 14

1. Standard receiver elevation is five feet above grade/pad elevations at the receiver location(s).

2. Indicated barrier heights assume the difference in roadway and lot elevation is within +/- 2 feet. If a difference of more than +/- 2 feet between roadway and lot elevation would be present, an additional analysis would be required.

Nonetheless, the indicated barrier heghts are relative to roadway or lot elevation, whichever is greater.

Barrier Breaks Line of Sight to…
6 7
8 9
10 Receiver Elevation:

Base of Barrier Elevation:

Starting Barrier Height:

Barrier Effectiveness:

Top of
Barrier
Elevation (ft)
Barrier
Height (ft)
-------------------- DNL (dB) --------------------
Pad/Ground Elevation at Receiver:

Auto DNL (dB):

Medium Truck DNL (dB):

Heavy Truck DNL (dB):

Site Geometry: Receiver Description:

Centerline to Barrier Distance (C1):

Barrier to Receiver Distance (C2):

Automobile Elevation:

Medium Truck Elevation:

Heavy Truck Elevation:

Project Name:

Roadway Name:

Noise Level Data: Year:

Appendix G-1
FHWA Traffic Noise Prediction Model (FHWA-RD-77-108)
Noise Barrier Effectiveness Prediction Worksheet
Project Information: Job Number:
891
2021-133
Iron Ridge Development I & II
Road 92
Future (5-Year Horizon Plus Project)
65 57
62 Nearest first-floor building facades
60 20
0 2
8 0
5 0
6 Autos
Medium
Trucks
Heavy
Trucks Total Autos?
Medium
Trucks?
Heavy
Trucks?
6 59 52 57 61 Yes Yes Yes
7 58 50 57 61 Yes Yes Yes
8 56 49 56 59 Yes Yes Yes
9 55 48 55 58 Yes Yes Yes
10 55 47 53 57 Yes Yes Yes
11 54 46 52 57 Yes Yes Yes
12 53 45 52 56 Yes Yes Yes
13 52 45 51 55 Yes Yes Yes
14 51 44 50 54 Yes Yes Yes
Notes:

Appendix G-2
FHWA Traffic Noise Prediction Model (FHWA-RD-77-108)
Noise Barrier Effectiveness Prediction Worksheet
Project Information: Job Number:

Project Name:

Roadway Name:

Noise Level Data: Year:

Pad/Ground Elevation at Receiver:

Auto DNL (dB):

Medium Truck DNL (dB):

Heavy Truck DNL (dB):

Site Geometry: Receiver Description:

Centerline to Barrier Distance (C1):

Barrier to Receiver Distance (C2):

Automobile Elevation:

Medium Truck Elevation:

Heavy Truck Elevation:
10 Receiver Elevation:

Base of Barrier Elevation:

Starting Barrier Height:

Barrier Effectiveness:

Top of
Barrier
Elevation (ft)
Barrier
Height (ft)
-------------------- DNL (dB) -------------------- Barrier Breaks Line of Sight to… 6 7
8 9
11 12
13 14

1. Standard receiver elevation is five feet above grade/pad elevations at the receiver location(s).

Nonetheless, the indicated barrier heghts are relative to roadway or lot elevation, whichever is greater. 892
Iron Ridge Residential Development
Traffic Impact Study
June 27, 2022
Prepared by:

VRPA Technologies, Inc.
4630 W. Jennifer, Suite 105
Fresno, CA 93722
893
Iron Ridge
Traffic Impact Study
Study Team
 Georgiena Vivian, President, VRPA Technologies, Inc., [email protected], (559) 259-9257
 Erik Ruehr, Dir. of Traffic Engineering, VRPA Technologies, Inc., [email protected], (858) 566-1766
 Jeff Stine, Senior Transportation Planner, VRPA Technologies, Inc. [email protected],  (858) 566-1766
 Nisha Pathak, Transportation Engineer, VRPA Technologies, Inc., [email protected], (559) 271-1200
894
Table of Contents
Section Description Page
Executive Summary E-1

1.0 Introduction 1

1.1 Description of the Region/Project 1

1.1.1 Project Access 1

1.1.2 Study Area 1

1.1.3 Study Scenarios 1

1.2 Methodology 2

1.2.1 Intersection Analysis 2

1.3 Policies to Maintain Level of Service 7

1.3.1 City of Visalia 8

1.3.2 California Department of Transportation (Caltrans) 8

1.4 VMT Analysis 8

2.0 Existing Conditions 9

2.1 Existing Traffic Counts and Roadway Geometrics 9

2.2 Existing Functional Roadway Classification System 9

2.3 Affected Streets and Highways 9

2.4 Level of Service 10

2.4.1 Intersection Capacity Analysis 10

2.4.2 Queuing Analysis 13

2.5 Study Area Collision Data 13

3.0 Traffic Impacts 17

3.1 Trip Generation 17

3.2 Trip Distribution 17

3.3 Project Traffic 19

3.4 Approved Pending Project Traffic 19

3.5 Opening Year Traffic Conditions 19

3.6 5 Year Horizon Traffic Conditions 19

3.7 10-Year and 20-Year Horizon Traffic Conditions 19

3.8 Impacts 32

3.8.1 Intersection Capacity Analysis 32

3.8.2 Queuing Analysis 32

3.9 Project Access 32

3.10 VMT Analysis 32

3.11 Impacts to Public Transit, Bicycle, and Pedestrian Facilities 35 895

4.0 Mitigation 36

4.1 Recommended Improvements 36

4.1.1 Intersections 36

4.2 Project Percentage of Future Traffic 40
Appendices
Appendix A – Traffic Count Data Worksheets
Appendix B – Synchro 10 (HCM 6th Edition) Worksheets
Appendix C – Collision Data Worksheets
Appendix D – Signal Warrant Worksheets
Appendix E – Vehicle Miles Traveled Model Run

List of Tables
1-1 Signalized Intersection Level of Service Definitions 6 1-2 Unsignalized Intersection Level of Service Definitions 7 2-1 Existing Intersection Operations 14
2-2 Existing Queuing Operations 15
3-1 Project Trip Generation 17
3-2 Approved and Pending Project Trip Generation 20
3-3 Intersection Operations 34
3-4 Queuing Operations 34
4-1 Intersection Operations with Mitigation 37
4-2 Left Turn and Right Turn Storage Requirements 39
4-3 20-Year Horizon Equitable Share Responsibility 40
List of Figures
1-1 Regional Location 3
1-2 Project Location 4
1-3 Project Conceptual Layout 5
2-1 Existing Lane Geometry 11
2-2 Existing AM & PM Peak Hour Traffic 12
2-3 Existing Study Area Collision Map 16
3-1 Trip Distribution – Opening Year and Horizon Scenarios 18 3-2 AM & PM Peak Hour Project Trips 21
3-3 Approved/Pending Project Location 22
3-4 Approved/Pending Projects AM & PM Peak Hour Traffic 23 3-5 Opening Year Without Project AM & PM Peak Hour Traffic 24 3-6 Opening Year Plus Project AM & PM Peak Hour Traffic 25 3-7 5-Year Horizon Without Project AM & PM Peak Hour Traffic 26 3-8 5-Year Horizon Plus Project AM & PM Peak Hour Traffic 27 896
3-9 10-Year Horizon Without Project AM & PM Peak Hour Traffic 28 3-10 10-Year Horizon Plus Project AM & PM Peak Hour Traffic 29 3-11 20-Year Horizon Without Project AM & PM Peak Hour Traffic 30 3-12 20-Year Horizon Plus Project AM & PM Peak Hour Traffic 31 4-1 Proposed Roadway Improvements 38
897
Executive Summary
This Traffic Impact Study (TIS) has been prepared for the purpose of analyzing traffic conditions related to the Iron Ridge Development (Project). The Project site is generally located along Shirk Street (Road 92) between Hurley Avenue and Goshen Avenue, two-thirds of a mile north of State Route (SR) 198. Regional access to the site is provided by SR 198. The Project seeks to develop approximately 238 single family dwelling units on roughly 50 acres of land.

Vehicular access to the site would be provided by Shirk Street, Allen Avenue (new road), and Road 88. The new roadway would be constructed to City standards and would be dedicated as public right of way. Project access at Road 88 would also be consistent with City standards and would meet adequate spacing requirements with respect to the existing driveway to the north.

STUDY AREA
The study intersections included in this TIS are listed below. The study intersections were developed in consultation with City of Visalia staff and are located within 1-mile of the Project site based on analysis requirements found in the City of Visalia “Procedures For Traffic Impact Analysis (TIA)”, dated March 2021.

Intersections
 Shirk Street / SR 198 EB Ramps
 Shirk Street / SR 198 WB Ramps
 Shirk Street / Hillsdale Avenue
 Shirk Street / School Avenue
 Shirk Street / Hurley Avenue
 Shirk Street / Allen Avenue (New Road)
 Shirk Street / Goshen Avenue
 Road 88 / Project Access
 Road 88 / Goshen Avenue
Study Scenarios
The TIS completed for the Project includes level of service (LOS) analysis for the following traffic scenarios.
 Existing Conditions
 Opening Year Without Project
 Opening Year Plus Project
 5-Year Horizon Without Project
 5-Year Horizon Plus Project
 10-Year Horizon Without Project (Shirk Street and SR 198 intersections Only)  10-Year Horizon Plus Project (Shirk Street and SR 198 intersections Only) 898
 20-Year Horizon Without Project (Shirk Street and SR 198 intersections Only)  20-Year Horizon Plus Project (Shirk Street and SR 198 intersections Only)

IMPACTS
Intersections
Table E-1 shows intersections that are expected to fall short of desirable operating conditions for various scenarios. Potential mitigation measures are discussed below. Results of the analysis show that the Project will contribute to an unacceptable LOS at four (4) of the study intersections when comparing the 5-Year Horizon scenarios.

Table E-1
Intersection Operations DELAY LOS DELAY LOS DELAY LOS DELAY LOS DELAY LOS DELAY LOS DELAY LOS DELAY LOS AM 20.1 C 24.1 C 25.6 D 32.8 D 42.6 E 52.5 F 98.6 F 116.0 F PM 26.2 D 34.8 D 27.7 D 49.1 E 57.7 F 62.7 F 130.3 F 148.3 F AM 64.7 F 95.1 F 96.3 F 127.0 F 138.4 F 169.9 F 239.8 F 275.0 F PM 83.0 F 117.4 F 115.4 F 156.7 F 173.6 F 218.4 F 309.5 F 354.3 F AM 92.4 F + 140.4 F + 157.9 F + 242.4 F + PM 54.6 F + 79.0 F + 77.6 F + 121.9 F + AM 43.1 E + 54.3 F + 56.4 F + 74.5 F + PM 34.8 D 44.6 E + 42.9 E + 56.4 F + AM 18.7 B 19.7 B 21.3 C 22.4 C PM 10.0 B 11.3 B 10.7 B 12.1 B AM 16.6 C 18.1 C
PM 16.5 C 18.0 C AM 40.0 D 41.1 D 44.3 D 46.6 D
PM 34.4 C 41.9 D 38.0 D 49.0 D
AM 8.5 A 8.5 A
PM 8.5 A 8.5 A
AM 17.8 C 17.8 C 19.1 C 19.3 C
PM 17.9 C 17.9 C 19.6 C 20.1 C DELAY is meas ured in seconds LOS = Level of Service / BOLD denotes LOS standard has been exceeded + Does not meet peak hour signal warrants. Provided for informational purposes onl y.

3. Shi rk Street / Hil ls da le Avenue One-Way Stop Sign D

4. Shi rk Street / School Avenue One-Way Stop Sign D

5. Shi rk Street / Hurley Avenue Signalized D

6. Shi rk Street / All en Avenue One-Way Stop Sign
For s ignal ized a nd all-way stop intersections, delay results show the average for the entire i ntersection. For one-way and two-way stop control led intersections, del ay results show the del ay for the worst movement. 1 - With the changes brought a bout by SB 743, Ca ltrans no longer uses level of service to determine the need for tra ns portation i mprovements . Instead, the focus is on providing a dequate faciliti es for pedes trians, bicycles, and transi t as well as safety consi dera ti ons for al l transporta tion modes . Gui da nce is provided i n the Transportation Impact Study Guide dated May 20, 2020 and the Interim Land Development a nd Intergovernmental Review Safety Revi ew Pra ctitioners Gui dance da ted July 2020. This guida nce wa s us ed i n determi ning the need for roadway improvements on Caltrans facili ties. 9. Road 88 / Goshen Avenue One-Way Stop Sign All-Way Stop Sign
10-YEAR HORIZON PLUS PROJECT
-- 1

INTERSECTION CONTROL TARGET LOS PEAK HOUR

2. Shi rk Street / SR 198 WB Ramps All-Way Stop Sign

1. Shi rk Street / SR 198 EB Ramps 20-YEAR HORIZON PLUS PROJECT 20-YEAR HORIZON WITHOUT PROJECT -- 1 OPENING YEAR WITHOUT PROJECT OPENING YEAR PLUS PROJECT 5-YEAR HORIZON WITHOUT PROJECT 5-YEAR HORIZON PLUS PROJECT 10-YEAR HORIZON WITHOUT PROJECT D
D

7. Shi rk Street / Goshen Avenue Signalized D

8. Road 88 / Project Access One-Way Stop Sign D
899

MITIGATION
This section describes potential improvements to mitigate the traffic impacts of the Project. The potentially significant impacts resulting from the Project relate to the generation of unacceptable LOS at various intersections in the long term. Considering the criteria provided in Section 1.3 and the results presented above, the following improvements could be considered to alleviate project-specific impacts.

Roadway Improvements
Intersections
 Shirk Street at SR 198 EB Ramps
Improvements to achieve acceptable levels of service:
 5-Year With Project and 10-Year With and Without Project Horizon scenarios:
o Install Traffic Signal
 20-Year With and Without Project Horizon scenarios:
o Install Traffic Signal
o Widen the eastbound approach to 1 left turn lane, 1 left-through lane, and 1 right turn lane (adding 1 left turn lane)
 Shirk Street at SR 198 WB Ramps
Improvements to achieve acceptable levels of service:
 Opening Year With and Without Project, 5-Year With and Without Project, and 10-Year Without Project Horizon scenarios:
o Install Traffic Signal
 10-Year With Project and 20-Year With and Without Project Horizon scenarios:
o Install Traffic Signal
o Widen the westbound approach to 1 left-through lane and 2 right turn lanes (adding 1 right turn lane)
 Shirk Street at Hillsdale Avenue
No improvements are recommended.

The intersection is forecasted to operate at unacceptable levels of service under the Existing (AM only), Opening Year, and 5-Year Horizon scenarios. However, this intersection does not meet the peak hour traffic signal warrant because the minor approach does not carry enough traffic to justify signalization. As noted in Section 1.2.1, the City of Visalia uses the California MUTCD Eight (8) Peak Hour Signal Warrant (Warrant 1) when evaluating the need for signalization at an intersection.
900
It should be noted that the City of Visalia proposes to widen Shirk Street from two to four lanes between a point approximately 750 feet north of the intersection of Shirk Road and State Route 198 and the North Mill Creek culvert, north of School Avenue. The Project is intended to improve traffic flow and safety and to accommodate existing development and future growth in the area.
 Shirk Street at School Avenue
No improvements are recommended.

Post-Mitigation Level of Service
The level of service resulting from the potential improvements identified above is shown in Table E-2 for study area intersections.

Table E-2
Intersection Operations with Mitigation
Project Percentage of Future Traffic
This section of the report provides analysis of the percentage of future traffic generated by the project at key study area locations. This information can be used in evaluating the need for improvements to be provided by the Project. The formulas used to calculate the Project percentage of future traffic to City of Visalia/Caltrans facilities is as follows:

Project Percentage of Future Traffic = (Project Trips)/(20-Year Horizon Plus Project Traffic – Existing Traffic)
DELAY LOS DELAY LOS DELAY LOS DELAY LOS DELAY LOS DELAY LOS DELAY LOS DELAY LOS AM 21.2 C 26.0 D 18.9 B 18.7 B 21.0 C 22.1 C 26.5 C PM 23.4 C 29.8 D 20.5 C 23.7 C 29.2 C 32.2 C 37.6 D
AM 23.1 C 26.5 C 27.9 C 36.5 D 39.2 D 23.0 C 47.8 D 50.1 D PM 12.9 B 15.6 B 14.5 B 18.5 B 22.0 C 17.0 B 26.5 C 37.5 D DELAY is mea sured in s econds LOS = Level of Service / BOLD denotes LOS standard has been exceeded

INTERSECTION

Ins tea d, the focus is on provi ding adequate faci lities for pe des trians, bi cycles , and trans it as well as safety cons iderati ons for al l tra nsporta tion modes . Guidance is provided in the Tra nsportation Impact Study Guide dated May 20, 2020 and the Interim Land Devel opment and Intergovernmental Review Safety Revi ew Practi ti oners Guidance dated July 2020. This gui dance was us ed in determining the nee d for roadwa y improvements on Caltrans facil ities.

OPENING YEAR PLUS PROJECT 5-YEAR HORIZON WITHOUT PROJECT 5-YEAR HORIZON PLUS PROJECT 1. Shirk Street / SR 198 EB Ramps -- 1

2. Shirk Street / SR 198 WB Ramps
901
Table E-3 shows the Project percentage of future traffic to City of Visalia/Caltrans facilities as described above.

Table E-3
20-Year Horizon Project Percentage of Future Traffic
Implementation
Based on the results of the capacity analysis and mitigation analysis, improvements are recommended at the Shir Avenue intersections with the SR 198 Eastbound ramps and Shirk Avenue/SR 198 Westbound Ramps. Traffic signals as well as the additional lanes are expected to be needed. Implementation of this level of improvements is beyond the scale of the proposed Project and is recommended to be done by others.

It is recommended that the Project contribute to the City of Visalia’s traffic impact fee program.

Contribution of fees to this program will directly or indirectly contribute to the improvements described above as will as general roadway improvements in the City of Visalia. 902
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Traffic Impact Study, Introduction

1.0 Introduction

1.1 Description of the Region/Project
This Traffic Impact Study (TIS) has been prepared for the purpose of analyzing traffic conditions related to the Iron Ridge Development (Project). The Project site is generally located along Shirk Street (Road 92) between Hurley Avenue and Goshen Avenue, two-thirds of a mile north of State Route (SR) 198. Regional access to the site is provided by SR 198. The Project seeks to develop approximately 241 single family dwelling units on roughly 50 acres of land. Figure 1-1 shows the site’s regional context while Figure 1-2 shows the Project location within the City of Visalia. Figure 1-3 shows the conceptual layout of the Project.

1.1.1 Project Access
Vehicular access to the site would be provided by Shirk Street, Allen Avenue (new road), and Road 88. The new roadway would be constructed to City standards and would be dedicated as public right of way. Regional access to the site is provided via SR 198.

1.1.2 Study Area
The study intersections included in this TIS are listed below and shown in Figure 1-2. The study intersections were developed in consultation with City of Visalia staff and are located within 1- mile of the Project site based on analysis requirements found in the City of Visalia “Procedures For Traffic Impact Analysis (TIA)”, dated March 2021.

1.1.3 Study Scenarios
The TIS completed for the Project includes level of service (LOS) analysis for the following traffic scenarios.
 Existing Conditions
 Opening Year Without Project
 Opening Year Plus Project
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 5-Year Horizon Without Project
 5-Year Horizon Plus Project
 10-Year Horizon Without Project (Shirk Street and SR 198 intersections Only)  10-Year Horizon Plus Project (Shirk Street and SR 198 intersections Only)  20-Year Horizon Without Project (Shirk Street and SR 198 intersections Only)  20-Year Horizon Plus Project (Shirk Street and SR 198 intersections Only)

1.2 Methodology
When preparing a TIS, guidelines set by affected agencies are followed. In analyzing street and intersection capacities the Level of Service (LOS) methodologies are applied. LOS standards are applied by transportation agencies to quantitatively assess a street and highway system’s performance. In addition, safety concerns are analyzed to determine the need for appropriate mitigation resulting from increased traffic near sensitive uses, the need for dedicated ingress and egress access lanes to the project, and other evaluations such as the need for signalized intersections or other improvements. Guidelines incorporated in the Highway Capacity Manual (HCM), 6th Edition, published in 2016 were also used in the development of this TIS.

1.2.1 Intersection Analysis
Intersection LOS analysis was conducted using the Synchro software program. Synchro supports HCM methodologies and is deemed an acceptable program by City of Visalia staff for assessment of traffic impacts. Levels of Service can be determined for both signalized and unsignalized intersections.

Tables 1-1 and 1-2 indicate the ranges in the amounts of average delay for a vehicle at signalized and unsignalized intersections for the various levels of service ranging from LOS “A” to “F”.

The signalized LOS standards applied to calculate intersection LOS are in accordance with the current edition of the HCM. Intersection turning movement counts and roadway geometrics used to develop LOS calculations were obtained from field review findings and count data provided from the traffic count sources identified in Section 2.1.

When an unsignalized intersection does not meet acceptable LOS standards, the investigation of the need for a traffic signal shall be evaluated. The latest edition of the California Manual on Uniform Traffic Control Devices for Streets and Highways (California MUTCD) introduces standards for determining the need for traffic signals. The California MUTCD indicates that the satisfaction of one or more traffic signal warrants does not in itself require the installation of a traffic signal. In addition to the warrant analysis, an engineering study of the current or expected traffic conditions should be conducted to determine whether the installation of a traffic signal is justified. The City of Visalia uses the California MUTCD Eight (8) Peak Hour Signal Warrant (Warrant 1) when evaluating the need for signalization at an intersection. The California MUTCD Peak Hour Warrant (Warrant 3) was solely used to illustrate peak hour conditions at unsignalized intersections that do not meet the City of Visalia’s acceptable level of service criteria. 904
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905
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906
5 Iron Ridge Development
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907
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Traffic Impact Study, Introduction

Table 1-1
Signalized Intersections
Level of Service Definitions
(Highway Capacity Manual)
908
7 Iron Ridge Development
Traffic Impact Study, Introduction

Table 1-2
Unsignalized Intersections
Level of Service Definitions
(Highway Capacity Manual)
909
8 Iron Ridge Development
Traffic Impact Study, Introduction

1.3 Policies to Maintain Level of Service

1.3.1 City of Visalia
The City of Visalia General Plan states the City will plan for LOS “D” for street segments and intersections.

1.3.2 California Department of Transportation (Caltrans) With the changes brought about by SB 743, Caltrans no longer uses level of service to determine the need for transportation improvements. Instead, the focus is on providing adequate facilities for pedestrians, bicycles, and transit as well as safety considerations for all transportation modes.

Guidance is provided in the Transportation Impact Study Guide dated May 20, 2020, and the Interim Land Development and Intergovernmental Review Safety Review Practitioners Guidance dated July 2020. This guidance was used in determining the need for roadway improvements on Caltrans facilities.

1.4 VMT Analysis
Senate Bill 743 (SB 743) went into effect throughout California on July 1, 2020. This legislation changed the performance measure for CEQA transportation studies from level of service to vehicle miles traveled (VMT). An assessment of potential VMT impacts associated with the Project is provided in Chapter 3 to address changes in CEQA requirements. 910
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2.0 Existing Conditions

2.1 Existing Traffic Counts and Roadway Geometrics
The first step toward assessing Project traffic impacts is to assess existing traffic conditions.

Existing AM and PM peak hour turning movements were collected at each study intersection by National Data and Surveying Services. Intersection turning movement counts were conducted for the peak hour periods of 7:00-9:00 AM and 4:00-6:00 PM for study intersections on Tuesday, September 21st, 2021. Traffic count data worksheets are provided in Appendix A.

2.2 Existing Functional Roadway Classification System
Functional classification is the process by which streets and highways are grouped into classes, or systems, according to the type of service they are intended to provide. Fundamental to this process is the recognition that individual streets and highways do not serve travel independently in any major way. Rather, most travel involves movement through a network of roads.

The current hierarchical system of roadways within the study area consists of the following four (4) basic classifications:
 State Freeways and Highways – provide for the ability to carry large traffic volumes at high speeds for long distances. Access points are fully controlled. Freeways connect points within the City/County and link the City/County to other parts of the State.  Arterials – provide for mobility within the City/County, carrying through traffic on continuous routes and joining major traffic generators, freeways, and other arterials. Access to abutting private property and intersecting local streets shall generally be restricted.  Collectors – provide for internal traffic movement within communities and connect local roads to arterials. Direct access to abutting private property shall generally be permitted.  Local Streets – Roadways which provide direct access to abutting property and connect with other local roads, collectors, and arterials. Local roads are typically developed as two-lane undivided roadways. Access to abutting private property and intersecting streets shall be permitted.

2.3 Affected Streets and Highways
The study intersections included in this TIS are listed below and shown in Figure 1-2. The study intersections were developed in consultation with City of Visalia staff and are located within 1- mile of the Project site based on analysis requirements found in the City of Visalia “Procedures For Traffic Impact Analysis (TIA)”, dated March 2021.
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Intersections
 Shirk Street / SR 198 EB Ramps
 Shirk Street / SR 198 WB Ramps
 Shirk Street / Hillsdale Avenue
 Shirk Street / School Avenue
 Shirk Street / Hurley Avenue
 Shirk Street / Allen Avenue (New Road)
 Shirk Street / Goshen Avenue
 Road 88 / Project Access
 Road 88 / Goshen Avenue
The existing lane geometry at study area intersections is shown in Figure 2-1. Figure 2-2 shows existing traffic volumes for the AM and PM peak hours in the study area.

2.4 Level of Service

2.4.1 Intersection Capacity Analysis
All intersection LOS analyses were estimated using Synchro 10 Software. Various roadway geometrics, traffic volumes, and properties (peak hour factors, storage pocket length, etc.) were input into the Synchro 10 Software program to accurately determine the travel delay and LOS for each Study scenario. The intersection LOS and delays reported represent the 6th Edition HCM outputs. Synchro assumptions, listed below, show the various Synchro inputs and methodologies used in the analysis.
 Lane Geometry
 Storage lengths for turn lanes for existing intersections were obtained from aerial photos and rounded to the nearest 25 feet
 VRPA conducted a field study of the specified intersections and segments to verify lane geometry and intersection control as well as to obtain other pertinent data such as signal timing and phasing, where applicable
 Traffic Conditions
 Peak hour factors (PHF) for each intersection approach was obtained from traffic counts in the study area and were utilized for Existing, Opening Day, and 5-Year Horizon conditions. For 10-Year Horizon and 20-Year Horizon conditions, a PHF of 0.92 was applied unless the existing PHF was greater than 0.92
 Heavy vehicle percentages were based on the HCM default  Roadway link speed limits were observed in the field and input into the Synchro network to determine roadway link speeds
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913
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Results of the analysis show that all of the study intersections currently meet the City of Visalia’s minimum level of service criteria with the exception of the Shirk Street at Hillsdale Avenue intersection (AM Peak hour). It should be noted that the peak hour traffic at the intersection does not meet the California MUTCD Peak Hour (Warrant 3). As indicated in Chapter 1, the City of Visalia uses the California MUTCD Eight (8) Peak Hour Signal Warrant (Warrant 1) when evaluating the need for signalization at an intersection. Table 2-1 shows the intersection LOS for the existing conditions. Synchro 10 (HCM 6th Edition) Worksheets are provided in Appendix B.

2.4.2 Queuing Analysis
Table 2-2 provides a queue length summary for left and right turn lanes at the study intersections for Existing Conditions. Queuing analysis for City of Visalia intersections was completed using the queuing formulas presented in the City of Visalia “Procedures For Traffic Impact Analysis (TIA)”, dated March 2021. Queuing analysis for Caltrans intersections was completed using Index 405.2 pf the Highway Design Manual (HDM). As shown in Table 2-2, there are a few locations where queuing currently exceeds the existing queue lane storage length.

2.5 Study Area Collision Data
The Transportation Injury Mapping System (TIMS) provided by University of California, Berkeley was used to evaluate traffic collisions in the study area. TIMS utilizes geocoded data provided by the Statewide Integrated Traffic Records System (SWITRS). SWITRS is a tool used by California Highway Patrol (CHP) and other Allied Agencies throughout California and includes various types of statistical reports and data. The database serves as a means to collect and process data gathered from a collision scene. Information from the TIMS database shows that approximately seven (7) injury or fatal accidents have occurred throughout the study area in the past 3 years. A graphical representation of traffic collisions throughout the study area for the past 3 years is provided in Figure 2-3. Collision data worksheets are provided in Appendix C. The City of Visalia area had approximately 1,276 injury or fatal accidents over the same timeframe referenced above. Injury and fatal accidents in the study area represent 0.5% of incidents that occurred in the City of Visalia. Collision data in the study area shows that ‘Rear End’ and ‘Broadside’ collisions are the most common accidents in the study area.

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Table 2-1
Existing Intersection Operations

DELAY LOS
AM 15.8 C
PM 17.3 C
AM 33.7 D
PM 32.0 D
AM 38.2 E +
PM 29.4 D
AM 30.3 D
PM 26.7 D
AM 18.0 B
PM 8.4 A
AM
PM
AM 30.4 C
PM 24.8 C
AM
PM
AM 10.8 B
PM 12.8 B
DELAY is measured in seconds
LOS = Level of Service / BOLD denotes LOS s tandard has been exceeded + Does not meet peak hour signal warrants. Provided for inormation purpos es only.

For signalized and all-way s top intersections, delay results show the average for the entire intersection. For one-way and two-way stop controlled intersections , delay results show the delay for the wors t movement.

3. Shirk Street / Hillsdale Avenue One-Way Stop Sign D

4. Shirk Street / School Avenue One-Way Stop Sign D

5. Shirk Street / Hurley Avenue Signalized D

6. Shirk Street / Allen Avenue One-Way Stop Sign
1 - With the changes brought about by SB 743, Caltrans no longer us es level of s ervice to determine the need for transportation improvements. Instead, the focus is on providing adequate facilities for pedestrians, bicycles, and transit as well as safety considerations for all transportation modes. Guidance is provided in the Transportation Impact Study Guide dated May 20, 2020 and the Interim Land Development and Intergovernmental Review Safety Review Practitioners Guidance dated July 2020. This guidance was us ed in determining the need for roadway improvements on Caltrans facilities .

9. Road 88 / Goshen Avenue One-Way Stop Sign
All-Way Stop Sign
-- 1

INTERSECTION CONTROL
TARGET
LOS
PEAK
HOUR

2. Shirk Street / SR 198 WB Ramps All-Way Stop Sign

1. Shirk Street / SR 198 EB Ramps

EXISTING
-- 1
D
D

7. Shirk Street / Goshen Avenue Signalized D

8. Road 88 / Project Acces s One-Way Stop Sign D
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Table 2-2
Existing Queuing Operations
AM
Queue
PM
Queue
NB Right 50 71 33
SB Left 150 202 263
EB Right 200 70 127
NB Left 200 114 158
SB Right 50 191 130
WB Right 350 272 170
NB Right 100 33 50
WB Right 125 11 13
NB Right 225 13 21
NB Right 250 109 99
SB Left 200 153 67
WB Left 275 248 60
NB Left 250 235 79
NB Right 100 147 111
SB Left 50 36 95
SB Right 50 58 44
EB Left 275 35 58
WB Left 275 125 35
WB Right 250 69 35
EB Left 200 3 8
WB Left 200 9 5
Queue is measured in feet / BOLD denotes exceedance

INTERSECTION

EXISTING QUEUE
STORAGE LENGTH (ft)

EXISTING

CONDITIONS
Shirk Street / SR 198 EB Ramps
Shirk Street / Hillsdale Avenue
Shirk Street / SR 198 WB Ramps
Road 88 / Goshen Avenue
Shirk Street / School Avenue
Shirk Street / Hurley Avenue
Shirk Street / Goshen Avenue
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3.0 Traffic Impacts

3.1 Trip Generation
To assess the impacts that the Project may have on the surrounding roadway network, the first step is to determine Project trip generation. Project trip generation was determined using trip generation rates from the Institute of Transportation Engineers (ITE) Trip Generation Manual (11th Edition). The considerations described above led to the recommended trip generation for weekday AM (7:00-9:00am) and PM (4:00-6:00pm) peak hours shown in Table 3-1.

Table 3-1
Project Trip Generation
The trip generation in Table 3-1 is based on a project size of 241 dwelling units and the current (11th Edition) of the ITE trip generation manual. The remainder of the calculations are based on slightly larger (more conservative) trip generation numbers using a previous project size (238 dwelling units) and the (10th Edition) of the ITE trip generation manual. The remainder of the calculations are based on 2,309 daily trips, 174 AM peak hour trips, and 234 PM peak hour trips.

3.2 Trip Distribution
Project trip distribution percentages for the Opening Year, 5-Year Horizon, 10-Year Horizon, and 20-Year Horizon scenarios is shown in Figure 3-1. These percentages are based upon knowledge of the study area, engineering judgement, prevailing traffic patterns in the study area, major routes, population centers, and other existing development.

Based on the projected trips, the project will generate 174 AM peak hour trips and 234 PM peak hour trips. A project of this size is considered a moderate development and therefore requires a Category ll analysis. VRPA has prepared an analysis consistent with Table 1 in the City of Visalia “Procedures for Traffic Impact Analysis (TIA)”.

Peak Hour Trips
Land Use Units
ITE Land
Use Code
Daily Trip
Rate
Daily
Trips
% AM
Peak
% AM
Inbound
% PM
Peak
% PM
Inbound AM In AM Out PM In PM Out
Single
Family
Housing 241 210 9.407 2,267 7.3% 26% 10.0% 63% 43 123 143 84 Total 2,267 43 123 143 84
Generation factors from ITE Trip Generation Manual, 11th Edition 166 227 Total
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3.3 Project Traffic
Project traffic as shown in Table 3-1 was distributed to the roadway system using the trip distribution percentages shown in Figures 3-1. A graphical representation of the resulting AM and PM peak hour Project trips used is shown in Figure 3-2.

3.4 Approved/Pending Project Traffic
Traffic impact analyses typically require the analysis of approved or pending developments that have not yet been built in the vicinity of the Project. There are several development projects in the Project’s vicinity that will add new trips to the intersections and roadway segments being evaluated in this TIS. The approved or pending projects included in this TIS are graphically displayed in Figure 3-3. Trip generation and distribution information for the approved and pending developments was estimated using trip generation rates from the ITE Trip Generation Manual (10th Edition) and engineering judgement and prevailing traffic patterns. Table 3-2 shows the trip generation information for approved and pending projects and Figure 3-4 shows the AM and PM peak hour trips for approved and pending project traffic. The peak hour trips for approved and pending project traffic were applied to the Opening Year, 5-Year Horizon, 10-Year Horizon, and 20-Year Horizon conditions discussed later in the report.

3.5 Opening Year Traffic Conditions
Traffic conditions with and without the Project in the Year 2022 were estimated by applying a growth rate of 2% per year to the existing traffic volumes. A comparison of the TCAG base year and future year travel model showed that the growth in the study area is approximately 2% per year. The resulting traffic for the Opening Year scenario is shown in Figures 3-5 and 3-6.

3.6 5-Year Horizon Traffic Conditions
Traffic conditions with and without the Project in the Year 2027 (5 years after Opening conditions) were estimated by applying a growth rate of 2% per year to the existing traffic volumes. A comparison of the TCAG base year and future year travel model showed that the growth in the study area is approximately 2% per year. The resulting traffic for the Opening Year scenario is shown in Figures 3-7 and 3-8.

3.7 10-Year and 20-Year Horizon Traffic Conditions
The impacts of the Project were analyzed considering future traffic conditions in the year 2032 and 2042. It should be noted that 2032 and 2042 conditions were only evaluated for the Shirk Street at SR 198 intersections. The levels of traffic expected in 2032 and 2042 relate to the cumulative effect of traffic increases resulting from the implementation of the General Plans of local agencies, including the City of Visalia and Tulare County. Traffic conditions without the Project in the Year 2032 and 2042 were estimated by applying a growth rate of 2.3% per year to 921
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the existing traffic volumes which is based on the SR 198 Transportation Concept Report. The resulting traffic for the 10-Year and 20-Year scenario is shown in Figure 3-9, 3-10, 3-11, and 3-12.

Table 3-2
Approved and Pending Project Trip Generation IN OUT TOTAL IN OUT TOTAL C.U.P. 2017-08 Multi-Family Residential 200 D.U. 0.46 23 69 92 0.56 71 41 112 RV Park Storage 6.6 acres 0.74 2 1 3 0.98 4 2 6
Single Family Residential 3 D.U. 0.74 2 0 2 0.99 2 1 3 C.U.P. 2021-01 Church 18.65 k.s.f 0.33 4 2 6 0.49 5 6 11 Walnut Park Estates Tentative Subdivision Map No. 5572 Single Family Residential 34 D.U. 0.74 7 22 29 0.99 23 13 36 Hillsdale Southland Tentative Subdivision Map No. 5574 Single Family Residential 41 D.U. 0.74 8 26 34 0.99 27 16 43 Building Permit B213733 1
Fuel transfer facility
improvement N/A N/A 0 0 0 N/A 0 0 0 C. U.P 2020-24
11,100 sq. ft. Vocational
Training and Administrative
Facility 11.1 k.s.f 11.59 88 73 161 6.53 35 37 72
134 193 327 167 116 283
Source: Generation factors from ITE Trip Generation Manual, 10th Edition.

Trip ends are one-way traffic movements, entering or leaving.

The numbers in parenthesis are ITE land use codes.
1: Onsite Improvements

PROJECT NAME LAND USE QUANTITY WEEKDAY AM PEAK HOUR WEEKDAY PM PEAK HOUR RATE VOLUME RATE VOLUME Building Permit B204641

TOTAL TRIP GENERATION
922
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923
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924
23 Iron Ridge Development
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925
24 Iron Ridge Development
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926
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927
26 Iron Ridge Development
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928
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929
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930
29 Iron Ridge Development
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931
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932
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933
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3.8 Impacts

3.8.1 Intersection Capacity Analysis
Table 3-3 provides the intersection level of service analysis for the study intersections considering the study scenarios discussed above. Potential mitigation measures are discussed in Chapter 4 of this report. Results of the analysis show that the Project will contribute to an unacceptable LOS at four (4) of the study intersections when comparing the 5-Year Horizon scenarios.

3.8.2 Queuing Analysis
Table 3-4 provides a queue length summary for left and right turn lanes at the study intersections for Existing Conditions. Queuing analysis for City of Visalia intersections was completed using the queuing formulas presented in the City of Visalia “Procedures For Traffic Impact Analysis (TIA)”, dated March 2021. Queuing analysis for Caltrans intersections was completed using Index 405.2 of the HDM. The queue presented in Table 3-4 represents the approximate queue lengths for the respective lane movements. Results of the queuing analysis show that several movements exceed the existing queue lane storage lengths. Chapter 4 of this report provides recommended storage lengths for study area intersections.

3.9 Project Access
Vehicular access to the site would be provided by Shirk Street, Allen Avenue (new road), and Road 88. The new roadway would be constructed to City standards and would be dedicated as public right of way. Project access at Road 88 would also be consistent with City standards and would meet adequate spacing requirements with respect to the existing driveway to the north.

Shirk Street is classified as an arterial which includes restricted access along the corridor. The Project driveway at Shirk Street and Allen Avenue would be restricted to right-in and right-out access once a center median is installed. Results of the analysis presented in Table 3-3 indicates that the intersection will meet the City of Visalia’s level of service criteria/standard. The Project Driveway located along Road 88 is also projected to meet the City’s level of service criteria.

3.10 VMT Analysis
The VMT analysis was conducted according to the City of Visalia’s VMT Thresholds and Implementation Guidelines (City of Visalia 2021).

For residential projects, VMT analysis is conducted by comparing the project’s expected VMT/capita to regional averages. The Project’s VMT impacts are considered to be less than significant if the Project’s VMT per capita is 16% below regional averages (or lower). A model run of the Tulare Council of Governments (TCAG) regional travel demand model was used in making this calculation.
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The City of Visalia’s VMT Thresholds and Implementation Guidelines provide the following documentation for the selection of a significance threshold of VMT per capita 16% below the regional average:
“CARB establishes GHG targets for each of the 18 MPOs in the State, reviews the SCSs, and makes a determination of whether the SCSs would achieve GHG reduction targets if implemented. In the spring of 2018, CARB adopted new GHG targets for all the 18 MPOs in the State based on the 2017 Scoping Plan and other new data as illustrated in Figure 9. CARB established a 16 percent GHG reduction target for 2035 for the Tulare region. The State recognizes that Tulare County’s contribution to the aggregate 15 percent statewide GHG emission reduction is 16 percent. Other regions may achieve lower reductions to achieve the aggregate statewide goal.4 As such, reduction in GHG directly corresponds to reduction in VMT. In order to reach the statewide GHG reduction goal of 15 percent, the Tulare region must reduce GHG by 16 percent. The method of reducing GHG by 16 percent is to reduce VMT by 16 percent as well.

Therefore, the City has established a threshold for land use developments, specifically residential and office, of exceeding 16 percent below the existing regional VMT per capita or VMT per employee as indicative of a significant environmental impact.” The results are as follows:

Project VMT/capita: 8.07
Regional VMT/capita: 11.7
The project’s VMT/capita is 32.8% less than the regional average. Therefore, the project’s VMT impacts are less than significant. A copy of the results of the model run is included in Appendix E.
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Table 3-3
Intersection Operations
Table 3-4
Queuing Operations
DELAY LOS DELAY LOS DELAY LOS DELAY LOS DELAY LOS DELAY LOS DELAY LOS DELAY LOS AM 20.1 C 24.1 C 25.6 D 32.8 D 42.6 E 52.5 F 98.6 F 116.0 F PM 26.2 D 34.8 D 27.7 D 49.1 E 57.7 F 62.7 F 130.3 F 148.3 F AM 64.7 F 95.1 F 96.3 F 127.0 F 138.4 F 169.9 F 239.8 F 275.0 F PM 83.0 F 117.4 F 115.4 F 156.7 F 173.6 F 218.4 F 309.5 F 354.3 F AM 92.4 F + 140.4 F + 157.9 F + 242.4 F + PM 54.6 F + 79.0 F + 77.6 F + 121.9 F + AM 43.1 E + 54.3 F + 56.4 F + 74.5 F + PM 34.8 D 44.6 E + 42.9 E + 56.4 F + AM 18.7 B 19.7 B 21.3 C 22.4 C PM 10.0 B 11.3 B 10.7 B 12.1 B AM 16.6 C 18.1 C
PM 16.5 C 18.0 C AM 40.0 D 41.1 D 44.3 D 46.6 D
PM 34.4 C 41.9 D 38.0 D 49.0 D
AM 8.5 A 8.5 A
PM 8.5 A 8.5 A
AM 17.8 C 17.8 C 19.1 C 19.3 C
PM 17.9 C 17.9 C 19.6 C 20.1 C DELAY is meas ured in seconds LOS = Level of Service / BOLD denotes LOS standard has been exceeded + Does not meet peak hour signal warrants. Provided for informational purposes onl y.

3. Shi rk Street / Hil ls da le Avenue One-Way Stop Sign D

4. Shi rk Street / School Avenue One-Way Stop Sign D

5. Shi rk Street / Hurley Avenue Signalized D

INTERSECTION CONTROL TARGET LOS PEAK HOUR

2. Shi rk Street / SR 198 WB Ramps All-Way Stop Sign

7. Shi rk Street / Goshen Avenue Signalized D

8. Road 88 / Project Access One-Way Stop Sign D
AM Queue PM Queue AM Queue PM Queue AM Queue PM Queue AM Queue PM Queue AM Queue PM Queue AM Queue PM Queue AM Queue PM Queue AM Queue PM Queue NB Right 50 73 33 73 33 80 37 80 37 91 42 91 42 114 53 114 53 SB Left 150 251 291 303 323 273 319 322 352 304 361 353 393 370 447 419 479 EB Right 200 72 129 72 129 79 143 79 143 90 163 90 195 113 204 113 204 NB Left 200 117 77 117 77 128 84 128 84 147 97 147 97 184 121 184 121 SB Right 50 227 152 248 167 247 166 269 180 278 187 299 201 340 229 362 251 WB Right 350 311 215 327 270 339 233 356 288 383 260 398 315 472 316 488 371 NB Right 100 43 78 43 78 46 83 46 83 18 39 18 39 WB Right 125 19 18 19 18 20 19 20 19 0 0 0 0 NB Right 225 13 22 13 22 14 23 14 23 16 18 16 18 NB Right 250 117 106 117 106 128 117 128 117 163 137 163 137 SB Left 200 163 79 191 90 188 86 207 92 66 85 66 85 WB Left 275 254 67 254 67 280 73 280 73 194 255 194 255 NB Left 250 334 118 384 290 359 127 408 299 136 182 136 182 NB Right 100 155 115 155 115 171 127 171 127 172 338 172 338 SB Left 50 48 104 48 104 51 114 51 114 114 131 222 203
SB Right 50 83 57 83 57 89 61 89 61 156 133 214 171
EB Left 275 51 77 60 83 54 83 64 89 239 271 258 337 WB Left 275 130 41 133 51 143 44 146 55 263 398 263 398 WB Right 250 74 48 74 48 82 51 85 51 85 133 121 254 EB Left 200 3 8 3 8 3 8 3 8 77 149 77 149 WB Left 200 72 30 73 36 73 31 74 37 39 44 39 44 Queue is measured in feet / BOLD denotes exceedance

INTERSECTION
EXISTING QUEUE STORAGE LENGTH (ft) 5-YEAR HORIZON WITHOUT PROJECT 20-YEAR HORIZON WITHOUT PROJECT 20-YEAR HORIZON PLUS PROJECT OPENING YEAR PLUS PROJECT Shirk Street / SR 198 EB Ra mps OPENING YEAR WITHOUT PROJECT Shirk Street / Hil lsdale Avenue
10-YEAR HORIZON PLUS PROJECT 5-YEAR HORIZON PLUS PROJECT 10-YEAR HORIZON WITHOUT PROJECT Shirk Street / SR 198 WB Ra mps Road 88 / Goshen Avenue Shirk Street / School Avenue
Shirk Street / Hurley Avenue
Shirk Street / Goshen Avenue
936
35 Iron Ridge Development
Traffic Impact Study, Traffic Impacts

3.11 Impacts to Public Transit, Bicycle, and Pedestrian Facilities The Project does not conflict with any applicable adopted policies, plans, or programs regarding public transit, bicycle, or pedestrian facilities. Visalia Transit (VT) operates 13 bus routes that serve Visalia, Farmersville, Exeter, Goshen, and Tulare. Implementation of the Project will not hinder the operation of Route 15 in the City of Visalia which runs along Shirk Street from SR 198 to north of Goshen Avenue.

The City of Visalia’s Active Transportation Plan (ATP) identifies goals and objectives to improve conditions for people walking, bicycling, or using other mobility devices throughout the City of Visalia. The proposed Project will not prohibit walking or bicycling throughout the study area or within the Project boundaries. As shown in Figure 1-3, the Project includes the development of multi-use trails with exercise stations which coincides with the goals and objectives of the ATP.

The Project will also include the development of sidewalks throughout the Project site.

As a result, the Project will not conflict with adopted policies, plans, or programs regarding public transit, bicycle, or pedestrian facilities, or otherwise decrease the performance or safety of such facilities.
937
36 Iron Ridge Development
Traffic Impact Study, Mitigation

4.0 Mitigation
As discussed in Section 3.0 Impacts, the potentially significant impacts resulting from the Project relate to the generation of unacceptable LOS at various intersections in the long term.

Considering the criteria provided in Section 1.3 and the results presented in Section 3.0, the following improvements are recommended to alleviate project-specific impacts.

4.1 Recommended Improvements

4.1.1 Intersections
 Shirk Street at SR 198 EB Ramps
Recommended improvements to achieve acceptable levels of service:
 5-Year With Project and 10-Year With and Without Project Horizon scenarios:
o Install Traffic Signal
 20-Year With and Without Project Horizon scenarios:
o Install Traffic Signal
o Widen the eastbound approach to 1 left turn lane, 1 left-through lane, and 1 right turn lane (adding 1 left turn lane)
 Shirk Street at SR 198 WB Ramps
Recommended improvements to achieve acceptable levels of service:
 Opening Year With and Without Project, 5-Year With and Without Project, and 10-Year Without Project Horizon scenarios:
o Install Traffic Signal
 10-Year With Project and 20-Year With and Without Project Horizon scenarios:
o Install Traffic Signal
o Widen the westbound approach to 1 left-through lane and 2 right turn lanes (adding 1 right turn lane)
Caltrans District 6 prepared the SR 198 Corridor Study in September 2016 for TCAG and the City of Visalia. The SR 198 Corridor Study identified an L-9 interchange as the ultimate design for the Shirk Street at SR 198 interchange. The ultimate L-9 interchange would be developed over three (3) phases and includes the relocation of the SR 198 EB Ramp intersection to the south (approx. 250 ft) and four (4) lanes along Shirk Street at the interchange among other improvements.
 Shirk Street at Hillsdale Avenue
No improvements are recommended.
938
37 Iron Ridge Development
Traffic Impact Study, Mitigation

It should be noted that the City of Visalia proposes to widen Shirk Street from two to four lanes between a point approximately 750 feet north of the intersection of Shirk Road and State Route 198 and the North Mill Creek culvert, north of School Avenue. The Project is intended to improve traffic flow and safety and to accommodate existing development and future growth in the area.
 Shirk Street at School Avenue
No improvements are recommended.

Post-Mitigation Level of Significance
The level of service resulting from the potential improvements identified above is shown in Table 4-1. Figure 4-1 graphically displays the recommended improvements. Table 4-2 identifies the recommended left turn and right turn lane pocket lengths for the 5-Year Horizon scenario.

Although the need for extended turn lane pockets would occur at some locations prior to the 5- Year Horizon scenario, this scenario provides the maximum length needed and therefore these lengths would also provide for projected traffic volumes under the Opening Year scenario.

Table 4-1
Intersection Operations with Mitigation DELAY LOS DELAY LOS DELAY LOS DELAY LOS DELAY LOS DELAY LOS DELAY LOS DELAY LOS AM 21.2 C 26.0 D 18.9 B 18.7 B 21.0 C 22.1 C 26.5 C PM 23.4 C 29.8 D 20.5 C 23.7 C 29.2 C 32.2 C 37.6 D
AM 23.1 C 26.5 C 27.9 C 36.5 D 39.2 D 23.0 C 47.8 D 50.1 D PM 12.9 B 15.6 B 14.5 B 18.5 B 22.0 C 17.0 B 26.5 C 37.5 D DELAY is measured in seconds LOS = Level of Service / BOLD denotes LOS standard has been exceeded

INTERSECTION

TARGET LOS PEAK HOUR
20-YEAR HORIZON PLUS PROJECT 20-YEAR HORIZON WITHOUT PROJECT -- 1 OPENING YEAR WITHOUT PROJECT 10-YEAR HORIZON PLUS PROJECT 10-YEAR HORIZON WITHOUT PROJECT For s ignalized and all-way stop intersecti ons, del ay resul ts show the average for the entire i nters ection. For one-way and two-way s top controlled i ntersections, delay results show the delay for the wors t movement. 1 - With the changes brought about by SB 743, Caltrans no longer uses level of s ervice to determine the need for trans portati on i mprovements. Instead, the focus i s on providing adequate faci lities for pedestrians, bicycles , and trans it as well as s afety cons iderations for all transportation modes. Guidance i s provided in the Trans portation Impact Study Guide dated May 20, 2020 and the Interim Land Development and Intergovernmental Review Safety Review Practitioners Guidance dated July 2020. This guidance was used in determini ng the need for roadway improvements on Caltrans facilities .

OPENING YEAR PLUS PROJECT 5-YEAR HORIZON WITHOUT PROJECT 5-YEAR HORIZON PLUS PROJECT 1. Shi rk Street / SR 198 EB Ramps -- 1

2. Shi rk Street / SR 198 WB Ramps
939
38 Iron Ridge Development
Traffic Impact Study, Mitigation
940
39 Iron Ridge Development
Traffic Impact Study, Mitigation

Table 4-2
Left Turn and Right Turn Storage Requirements
NB Right 50 NB Right 75
SB Left 150 SB Left 150
EB Right 200 EB Right 200
NB Left 200 NB Left 200
SB Right 50 SB Right 375
WB Right 350 WB Right 2 @ 350
NB Right 100 NB Right 100
WB Right 125 WB Right 125
NB Right 225 NB Right 225
NB Right 250 NB Right 250
SB Left 200 SB Left 225
WB Left 275 WB Left 300
NB Left 250 NB Left 400
NB Right 100 NB Right 175
SB Left 50 SB Left 125
SB Right 50 SB Right 100
EB Left 275 EB Left 275
WB Left 275 WB Left 275
WB Right 250 WB Right 250
EB Left 200 EB Left 200
WB Left 200 WB Left 200
BOLD denotes change in storage length
Shirk Street / Hurley Avenue
Shirk Street / SR 198 WB Ramps 1
Shirk Street / SR 198 EB Ramps 1
5-YEAR HORIZON

RECOMMENDED
STORAGE LENGTH (ft)
1: Based upon 20-Year Horizon Scenario
Shirk Street / Goshen Avenue
Road 88 / Goshen Avenue
Shirk Street / Hillsdale Avenue
Shirk Street / School Avenue

INTERSECTION

EXISTING QUEUE
STORAGE LENGTH (ft)
941
40 Iron Ridge Development
Traffic Impact Study, Mitigation

4.2 Project Percentage of Future Traffic
This section of the report provides analysis of the percentage of future traffic generated by the project at key study area locations. This information can be used in evaluating the need for improvements to be provided by the Project. The formulas used to calculate the Project percentage of future traffic to City of Visalia/Caltrans facilities is as follows:

Project Percentage of Future Traffic = (Project Trips)/(20-Year Horizon Plus Project Traffic – Existing Traffic)
Table 4-3 the Project percentage of future traffic to City of Visalia/Caltrans facilities as described above.

Table 4-3
20-Year Horizon Equitable Share Responsibility
Implementation
Based on the results of the capacity analysis and mitigation analysis, improvements are recommended at the Shir Avenue intersections with the SR 198 Eastbound ramps and Shirk Avenue/SR 198 Westbound Ramps. Traffic signals as well as the additional lanes are expected to be needed. Implementation of this level of improvements is beyond the scale of the proposed Project and is recommended to be done by others.

It is recommended that the Project contribute to the City of Visalia’s traffic impact fee program.

Contribution of fees to this program will directly or indirectly contribute to the improvements described above as will as general roadway improvements in the City of Visalia.

INTERSECTION
PEAK

HOUR EXISTING PROJECT TRIPS
20-YEAR

HORIZON PLUS

PROJECT

PERCENTAGE
AM 1,136 77 2,037 8.5%
PM 1,275 79 2,230 8.3%
AM 1,519 122 2,773 9.7%
PM 1,446 164 2,677 13.3%
AM 1,362 122 1,871 24.0%
PM 1,349 164 1,872 31.4%
AM 1,304 122 1,765 26.5%
PM 1,277 164 1,738 35.6%
1 - Provided for inormational purposes only and based on 5-Year Horizon Shirk Street / Hillsdale Avenue 1
Shirk Street / School Avenue 1
Shirk Street / SR 198 EB Ramps
Shirk Street / SR 198 WB Ramps
942
Iron Ridge Residential Development
Transportation Impact Study - Appendix
June 27, 2022
Prepared by:

VRPA Technologies, Inc.
4630 W. Jennifer, Suite 105
Fresno, CA 93722
943

APPENDIX A
Existing Traffic Counts
944
National Data & Surveying ServicesIntersection Turning Movement Count Location: Rd 92 & SR 198 EB Ramps
City: Visalia Project ID:

Control: 3-Way Stop(NB/SB/EB) Date:

NS/EW Streets:
0 1 1 0 1 1 0 0 0.5 0.5 1 0 0 0 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 59 7 0 36 34 0 0 38 0 15 0 0 0 0 0 189
7:15 AM 0 56 12 0 46 46 0 0 27 0 17 0 0 0 0 0 204
7:30 AM 0 73 25 0 62 66 0 0 34 0 15 0 0 0 0 0 275
7:45 AM 0 96 25 0 64 62 0 0 41 1 33 0 0 0 0 0 322
8:00 AM 0 82 15 0 56 73 0 0 39 0 25 0 0 0 0 0 290
8:15 AM 0 82 20 0 60 50 0 0 25 1 11 0 0 0 0 0 249
8:30 AM 0 54 10 0 51 25 0 0 21 1 18 0 0 0 0 0 180
8:45 AM 0 35 10 0 45 33 0 0 29 0 13 0 0 0 0 0 165

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 537 124 0 420 389 0 0 254 3 147 0 0 0 0 0 1874 APPROACH %'s : 0.00% 81.24% 18.76% 0.00% 51.92% 48.08% 0.00% 0.00% 62.87% 0.74% 36.39% 0.00% PEAK HR : 07:30 AM 39 0 0 TOTAL
PEAK HR VOL : 0 333 85 0 242 251 0 0 139 2 84 0 0 0 0 0 1136 PEAK HR FACTOR : 0.000 0.867 0.850 0.000 0.945 0.860 0.000 0.000 0.848 0.500 0.636 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 1 1 0 1 1 0 0 0.5 0.5 1 0 0 0 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0 59 9 0 78 63 0 0 50 1 32 0 0 0 0 0 292
4:15 PM 0 58 10 0 80 54 0 0 44 0 41 0 0 0 0 0 287
4:30 PM 0 66 9 0 74 59 0 0 65 1 39 0 0 0 0 0 313
4:45 PM 0 61 9 0 92 80 0 0 58 0 34 0 0 0 0 0 334
5:00 PM 0 78 14 0 82 61 0 0 49 0 44 0 0 0 0 0 328
5:15 PM 0 59 7 0 68 67 0 0 64 0 35 0 0 0 0 0 300
5:30 PM 0 50 6 0 66 58 0 0 61 0 35 0 0 0 0 0 276
5:45 PM 0 54 5 0 57 37 0 0 57 0 34 0 0 0 0 0 244

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 485 69 0 597 479 0 0 448 2 294 0 0 0 0 0 2374 APPROACH %'s : 0.00% 87.55% 12.45% 0.00% 55.48% 44.52% 0.00% 0.00% 60.22% 0.27% 39.52% 0.00% PEAK HR : 04:30 PM 291 0 0 TOTAL
PEAK HR VOL : 0 264 39 0 316 267 0 0 236 1 152 0 0 0 0 0 1275 PEAK HR FACTOR : 0.000 0.846 0.696 0.000 0.859 0.834 0.000 0.000 0.908 0.250 0.864 0.000 0.000 0.000 0.000 0.000 Data - Totals
Rd 92 Rd 92 SR 198 EB Ramps SR 198 EB Ramps

0.864 0.955 0.750
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
21-090086-001
9/21/2021
04:30 PM - 05:30 PM

0.954 0.823 0.847 0.926
07:30 AM - 08:30 AM

0.882
945
National Data & Surveying ServicesIntersection Turning Movement Count Location: Rd 92 & SR 198 WB Ramps
City: Visalia Project ID:

Control: 3-Way Stop(NB/SB/WB) Date:

NS/EW Streets:
1 1 0 0 0 1 1 0 0 0 0 0 0.5 0.5 1 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 29 67 0 0 0 62 39 0 0 0 0 0 10 0 74 0 281
7:15 AM 28 54 0 0 0 85 76 0 0 0 0 0 10 1 61 0 315
7:30 AM 33 76 0 0 0 113 75 0 0 0 0 0 10 1 73 0 381
7:45 AM 39 94 0 0 0 111 52 0 0 0 0 0 15 0 116 0 427
8:00 AM 38 87 0 0 0 116 55 0 0 0 0 0 19 1 78 0 394
8:15 AM 27 80 0 0 0 97 47 0 0 0 0 0 7 0 59 0 317
8:30 AM 23 48 0 0 0 71 38 0 0 0 0 0 8 0 57 0 245
8:45 AM 19 49 0 0 0 67 22 0 0 0 0 0 8 1 58 0 224

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 236 555 0 0 0 722 404 0 0 0 0 0 87 4 576 0 2584 APPROACH %'s : 29.84% 70.16% 0.00% 0.00% 0.00% 64.12% 35.88% 0.00% 13.04% 0.60% 86.36% 0.00% PEAK HR : 07:30 AM 39 0 0 TOTAL
PEAK HR VOL : 137 337 0 0 0 437 229 0 0 0 0 0 51 2 326 0 1519 PEAK HR FACTOR : 0.878 0.896 0.000 0.000 0.000 0.942 0.763 0.000 0.000 0.000 0.000 0.000 0.671 0.500 0.703 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 1 0 0 0 1 1 0 0 0 0 0 0.5 0.5 1 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 14 92 0 0 0 138 36 0 0 0 0 0 12 0 35 0 327
4:15 PM 12 93 0 0 0 112 23 0 0 0 0 0 13 1 42 0 296
4:30 PM 27 98 0 0 0 134 38 0 0 0 0 0 8 0 47 0 352
4:45 PM 18 107 0 0 0 155 33 0 0 0 0 0 8 2 40 0 363
5:00 PM 27 97 0 0 0 137 45 0 0 0 0 0 12 1 54 0 373
5:15 PM 18 108 0 0 0 119 40 0 0 0 0 0 10 0 63 0 358
5:30 PM 19 90 0 0 0 110 28 0 0 0 0 0 18 0 48 0 313
5:45 PM 24 89 0 0 0 84 25 0 0 0 0 0 8 2 45 0 277

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 159 774 0 0 0 989 268 0 0 0 0 0 89 6 374 0 2659 APPROACH %'s : 17.04% 82.96% 0.00% 0.00% 0.00% 78.68% 21.32% 0.00% 18.98% 1.28% 79.74% 0.00% PEAK HR : 04:30 PM 291 0 0 TOTAL
PEAK HR VOL : 90 410 0 0 0 545 156 0 0 0 0 0 38 3 204 0 1446 PEAK HR FACTOR : 0.833 0.949 0.000 0.000 0.000 0.879 0.867 0.000 0.000 0.000 0.000 0.000 0.792 0.375 0.810 0.000 Data - Totals
Rd 92 Rd 92 SR 198 WB Ramps SR 198 WB Ramps

0.891 0.886 0.723
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
21-090086-002
9/21/2021
04:30 PM - 05:30 PM

0.969 0.992 0.932 0.839
07:30 AM - 08:30 AM

0.889
946
National Data & Surveying ServicesIntersection Turning Movement Count Location: Shirk Rd/Rd 92 & Hillsdale Ave
City: Visalia Project ID:

Control: 1-Way Stop(WB) Date:

NS/EW Streets:
0 1 1 0 0 1 0 0 0 0 0 0 0 1 1 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 132 8 0 2 94 0 0 0 0 0 0 9 0 0 0 245
7:15 AM 0 106 10 0 2 149 0 0 0 0 0 0 10 0 1 0 278
7:30 AM 0 141 4 0 5 180 0 0 0 0 0 0 11 0 3 0 344
7:45 AM 0 198 14 0 3 151 0 0 0 0 0 0 9 0 5 0 380
8:00 AM 0 153 14 0 3 169 0 0 0 0 0 0 2 0 5 0 346
8:15 AM 0 129 8 0 8 141 0 0 0 0 0 0 6 0 0 0 292
8:30 AM 0 99 8 0 2 104 0 0 0 0 0 0 4 0 0 0 217
8:45 AM 0 101 5 0 1 84 0 0 0 0 0 0 3 0 0 0 194

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 1059 71 0 26 1072 0 0 0 0 0 0 54 0 14 0 2296 APPROACH %'s : 0.00% 93.72% 6.28% 0.00% 2.37% 97.63% 0.00% 0.00% 79.41% 0.00% 20.59% 0.00% PEAK HR : 07:30 AM 39 0 0 TOTAL
PEAK HR VOL : 0 621 40 0 19 641 0 0 0 0 0 0 28 0 13 0 1362 PEAK HR FACTOR : 0.000 0.784 0.714 0.000 0.594 0.890 0.000 0.000 0.000 0.000 0.000 0.000 0.636 0.000 0.650 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 1 1 0 0 1 0 0 0 0 0 0 0 1 1 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0 122 5 0 4 179 0 0 0 0 0 0 5 0 4 0 319
4:15 PM 0 124 7 0 4 121 0 0 0 0 0 0 4 0 5 0 265
4:30 PM 0 134 15 0 4 177 0 0 0 0 0 0 2 0 2 0 334
4:45 PM 0 126 17 0 2 180 0 0 0 0 0 0 1 0 5 0 331
5:00 PM 0 140 15 0 5 187 0 0 0 0 0 0 4 0 5 0 356
5:15 PM 0 158 13 0 4 143 0 0 0 0 0 0 7 0 3 0 328
5:30 PM 0 127 10 0 2 134 0 0 0 0 0 0 5 0 5 0 283
5:45 PM 0 126 9 0 2 100 0 0 0 0 0 0 8 0 4 0 249

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 1057 91 0 27 1221 0 0 0 0 0 0 36 0 33 0 2465 APPROACH %'s : 0.00% 92.07% 7.93% 0.00% 2.16% 97.84% 0.00% 0.00% 52.17% 0.00% 47.83% 0.00% PEAK HR : 04:30 PM 291 0 0 TOTAL
PEAK HR VOL : 0 558 60 0 15 687 0 0 0 0 0 0 14 0 15 0 1349 PEAK HR FACTOR : 0.000 0.883 0.882 0.000 0.750 0.918 0.000 0.000 0.000 0.000 0.000 0.000 0.500 0.000 0.750 0.000 Data - Totals
Shirk Rd/Rd 92 Shirk Rd/Rd 92 Hillsdale Ave Hillsdale Ave

0.779 0.892 0.732
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
21-090086-003
9/21/2021
04:30 PM - 05:30 PM

0.947 0.904 0.914 0.725
07:30 AM - 08:30 AM

0.896
947
National Data & Surveying ServicesIntersection Turning Movement Count Location: Shirk Rd/Rd 92 & W School Ave
City: Visalia Project ID:

Control: 1-Way Stop(WB) Date:

NS/EW Streets:
0 1 1 0 0 1 0 0 0 0 0 0 0 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 130 3 0 1 90 0 0 0 0 0 0 5 0 0 0 229
7:15 AM 0 105 0 0 1 140 0 0 0 0 0 0 12 0 0 0 258
7:30 AM 0 143 3 0 1 175 0 0 0 0 0 0 9 0 1 0 332
7:45 AM 0 200 1 0 0 148 0 0 0 0 0 0 8 0 0 0 357
8:00 AM 0 154 6 0 2 170 0 0 0 0 0 0 3 0 2 0 337
8:15 AM 0 120 5 0 4 141 0 0 0 0 0 0 5 0 3 0 278
8:30 AM 0 98 5 0 0 98 0 0 0 0 0 0 8 0 1 0 210
8:45 AM 0 98 3 0 1 83 0 0 0 0 0 0 2 0 2 0 189

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 1048 26 0 10 1045 0 0 0 0 0 0 52 0 9 0 2190 APPROACH %'s : 0.00% 97.58% 2.42% 0.00% 0.95% 99.05% 0.00% 0.00% 85.25% 0.00% 14.75% 0.00% PEAK HR : 07:30 AM 39 0 0 TOTAL
PEAK HR VOL : 0 617 15 0 7 634 0 0 0 0 0 0 25 0 6 0 1304 PEAK HR FACTOR : 0.000 0.771 0.625 0.000 0.438 0.906 0.000 0.000 0.000 0.000 0.000 0.000 0.694 0.000 0.500 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 1 1 0 0 1 0 0 0 0 0 0 0 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0 119 6 0 2 182 0 0 0 0 0 0 3 0 2 0 314
4:15 PM 0 116 12 0 2 120 0 0 0 0 0 0 3 0 1 0 254
4:30 PM 0 133 5 0 0 184 0 0 0 0 0 0 1 0 0 0 323
4:45 PM 0 125 4 0 0 176 0 0 0 0 0 0 2 0 0 0 307
5:00 PM 0 140 7 0 0 192 0 0 0 0 0 0 5 0 1 0 345
5:15 PM 0 151 9 0 0 139 0 0 0 0 0 0 3 0 0 0 302
5:30 PM 0 128 5 0 2 130 0 0 0 0 0 0 6 0 0 1 272
5:45 PM 0 125 5 0 2 99 0 0 0 0 0 0 3 0 1 0 235

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 1037 53 0 8 1222 0 0 0 0 0 0 26 0 5 1 2352 APPROACH %'s : 0.00% 95.14% 4.86% 0.00% 0.65% 99.35% 0.00% 0.00% 81.25% 0.00% 15.63% 3.13% PEAK HR : 04:30 PM 291 0 0 TOTAL
PEAK HR VOL : 0 549 25 0 0 691 0 0 0 0 0 0 11 0 1 0 1277 PEAK HR FACTOR : 0.000 0.909 0.694 0.000 0.000 0.900 0.000 0.000 0.000 0.000 0.000 0.000 0.550 0.000 0.250 0.000 21-090086-004
9/21/2021
04:30 PM - 05:30 PM

0.925 0.897 0.900 0.500
07:30 AM - 08:30 AM

0.913
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.786 0.911 0.775
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Totals
Shirk Rd/Rd 92 Shirk Rd/Rd 92 W School Ave W School Ave 948
National Data & Surveying ServicesIntersection Turning Movement Count Location: Shirk Rd/Rd 92 & Hurley Ave
City: Visalia Project ID:

Control: Signalized Date:

NS/EW Streets:
0 1 1 0 1 1 0 0 0 0 0 0 1 0 1 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 127 7 0 7 81 0 0 0 0 0 0 11 0 10 0 243
7:15 AM 0 98 9 0 9 117 0 0 0 0 0 0 23 0 14 0 270
7:30 AM 0 127 9 0 15 141 0 0 0 0 0 0 37 0 18 0 347
7:45 AM 0 180 28 0 24 83 0 0 0 0 0 0 63 0 29 0 407
8:00 AM 0 122 25 0 52 130 0 0 0 0 0 0 42 0 47 1 419
8:15 AM 0 115 13 0 14 121 0 0 0 0 0 0 27 0 30 0 320
8:30 AM 0 100 5 0 6 85 0 0 0 0 0 0 11 0 7 0 214
8:45 AM 0 98 1 0 4 70 0 0 0 0 0 0 13 0 7 0 193

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 967 97 0 131 828 0 0 0 0 0 0 227 0 162 1 2413 APPROACH %'s : 0.00% 90.88% 9.12% 0.00% 13.66% 86.34% 0.00% 0.00% 58.21% 0.00% 41.54% 0.26% PEAK HR : 07:30 AM 39 0 0 TOTAL
PEAK HR VOL : 0 544 75 0 105 475 0 0 0 0 0 0 169 0 124 1 1493 PEAK HR FACTOR : 0.000 0.756 0.670 0.000 0.505 0.842 0.000 0.000 0.000 0.000 0.000 0.000 0.671 0.000 0.660 0.250 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 1 1 0 1 1 0 0 0 0 0 0 1 0 1 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0 101 20 0 15 182 0 0 0 0 0 0 5 0 11 0 334
4:15 PM 0 100 14 0 7 113 0 0 0 0 0 0 7 0 8 0 249
4:30 PM 0 119 15 0 12 174 0 0 0 0 0 0 9 0 12 0 341
4:45 PM 0 110 17 0 18 167 0 0 0 0 0 0 11 0 6 0 329
5:00 PM 0 116 21 0 6 182 0 0 0 0 0 0 9 0 7 0 341
5:15 PM 0 134 15 0 10 126 0 0 0 0 0 0 12 0 9 0 306
5:30 PM 0 123 11 0 10 124 0 0 0 0 0 0 9 0 5 0 282
5:45 PM 0 109 15 0 4 91 0 0 0 0 0 0 11 0 7 0 237

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 912 128 0 82 1159 0 0 0 0 0 0 73 0 65 0 2419 APPROACH %'s : 0.00% 87.69% 12.31% 0.00% 6.61% 93.39% 0.00% 0.00% 52.90% 0.00% 47.10% 0.00% PEAK HR : 04:30 PM 291 0 0 TOTAL
PEAK HR VOL : 0 479 68 0 46 649 0 0 0 0 0 0 41 0 34 0 1317 PEAK HR FACTOR : 0.000 0.894 0.810 0.000 0.639 0.891 0.000 0.000 0.000 0.000 0.000 0.000 0.854 0.000 0.708 0.000 Data - Totals
Shirk Rd/Rd 92 Shirk Rd/Rd 92 Hurley Ave Hurley Ave

0.744 0.797 0.799
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
21-090086-005
9/21/2021
04:30 PM - 05:30 PM

0.966 0.918 0.924 0.893
07:30 AM - 08:30 AM

0.891
949
National Data & Surveying ServicesIntersection Turning Movement Count Location: Shirk Rd/Rd 92 & Goshen Ave
City: Visalia Project ID:

Control: Signalized Date:

NS/EW Streets:
1 1 1 0 1 1 1 0 1 2 0 0 1 2 1 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 30 77 12 0 1 61 24 0 3 23 10 0 5 37 8 0 291
7:15 AM 29 56 5 0 3 81 11 0 5 25 19 0 10 36 7 2 289
7:30 AM 27 75 13 0 6 101 7 0 7 37 33 0 13 42 8 0 369
7:45 AM 64 15 47 0 0 24 3 0 1 47 34 1 32 97 2 0 367
8:00 AM 30 100 28 0 14 97 15 0 8 40 59 0 20 49 25 1 486 8:15 AM 40 80 13 0 5 69 15 0 6 35 28 1 21 42 12 1 368
8:30 AM 17 48 7 0 6 62 8 0 4 27 12 0 11 26 12 0 240
8:45 AM 16 64 8 0 5 38 8 0 7 24 21 1 7 28 6 0 233

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 253 515 133 0 40 533 91 0 41 258 216 3 119 357 80 4 2643 APPROACH %'s : 28.08% 57.16% 14.76% 0.00% 6.02% 80.27% 13.70% 0.00% 7.92% 49.81% 41.70% 0.58% 21.25% 63.75% 14.29% 0.71% PEAK HR : 07:30 AM 39 0 0 TOTAL
PEAK HR VOL : 161 270 101 0 25 291 40 0 22 159 154 2 86 230 47 2 1590 PEAK HR FACTOR : 0.629 0.675 0.537 0.000 0.446 0.720 0.667 0.000 0.688 0.846 0.653 0.500 0.672 0.593 0.470 0.500 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 1 1 0 1 1 1 0 1 2 0 0 1 2 1 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 12 70 19 3 21 90 6 0 11 83 64 0 10 31 3 0 423
4:15 PM 16 62 17 1 7 66 7 1 7 68 34 0 9 27 6 0 328
4:30 PM 13 75 16 0 19 133 7 1 11 77 34 0 6 26 9 0 427
4:45 PM 12 84 19 0 20 104 10 0 10 63 32 0 6 27 2 0 389
5:00 PM 13 77 23 0 19 115 4 0 15 74 31 0 4 21 8 0 404
5:15 PM 16 74 18 0 7 96 9 0 4 55 30 0 7 33 5 1 355
5:30 PM 11 92 23 0 12 89 3 0 13 54 23 0 8 31 7 1 367
5:45 PM 10 76 13 0 5 52 7 0 10 48 22 1 12 33 5 0 294

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 103 610 148 4 110 745 53 2 81 522 270 1 62 229 45 2 2987 APPROACH %'s : 11.91% 70.52% 17.11% 0.46% 12.09% 81.87% 5.82% 0.22% 9.27% 59.73% 30.89% 0.11% 18.34% 67.75% 13.31% 0.59% PEAK HR : 04:30 PM 291 0 0 TOTAL
PEAK HR VOL : 54 310 76 0 65 448 30 1 40 269 127 0 23 107 24 1 1575 PEAK HR FACTOR : 0.844 0.923 0.826 0.000 0.813 0.842 0.750 0.250 0.667 0.873 0.934 0.000 0.821 0.811 0.667 0.250 Data - Totals
Shirk Rd/Rd 92 Shirk Rd/Rd 92 Goshen Ave Goshen Ave

0.842 0.706 0.787 0.697
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
21-090086-006
9/21/2021
04:30 PM - 05:30 PM

0.922 0.957 0.850 0.893 0.842
07:30 AM - 08:30 AM

0.818
950
National Data & Surveying ServicesIntersection Turning Movement Count Location: Rd 88 & Goshen Ave
City: Visalia Project ID:

Control: 1-Way Stop(NB) Date:

NS/EW Streets:
0 1 0 0 0 0 0 0 1 2 0 0 1 2 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 1 0 2 0 0 0 0 0 0 38 5 1 2 73 0 4 126
7:15 AM 1 0 1 0 0 0 0 0 0 40 2 3 2 71 0 0 120
7:30 AM 1 0 6 0 0 0 0 0 0 71 1 1 3 61 0 1 145
7:45 AM 1 0 6 0 0 0 0 0 0 82 0 1 2 163 0 0 255
8:00 AM 1 0 3 0 0 0 0 0 0 95 1 0 2 83 0 0 185
8:15 AM 0 0 1 0 0 0 0 0 0 62 3 1 3 82 0 0 152
8:30 AM 4 0 0 0 0 0 0 0 0 37 5 2 2 47 0 0 97
8:45 AM 5 0 3 0 0 0 0 0 0 36 4 3 3 41 0 0 95

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 14 0 22 0 0 0 0 0 0 461 21 12 19 621 0 5 1175 APPROACH %'s : 38.89% 0.00% 61.11% 0.00% 0.00% 93.32% 4.25% 2.43% 2.95% 96.28% 0.00% 0.78% PEAK HR : 07:30 AM 39 0 0 TOTAL
PEAK HR VOL : 3 0 16 0 0 0 0 0 0 310 5 3 10 389 0 1 737 PEAK HR FACTOR : 0.750 0.000 0.667 0.000 0.000 0.000 0.000 0.000 0.000 0.816 0.417 0.750 0.833 0.597 0.000 0.250 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 1 0 0 0 0 0 0 1 2 0 0 1 2 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 5 0 1 0 0 0 0 0 0 134 5 4 0 53 0 0 202
4:15 PM 2 0 3 0 0 0 0 0 0 100 4 2 2 44 0 1 158
4:30 PM 2 0 4 0 0 0 0 0 0 113 2 2 1 40 0 0 164
4:45 PM 4 0 5 0 0 0 0 0 0 87 3 1 2 49 0 0 151
5:00 PM 2 0 1 0 0 0 0 0 0 123 2 3 4 32 0 0 167
5:15 PM 2 0 3 0 0 0 0 0 0 77 2 2 9 49 0 0 144
5:30 PM 2 0 2 0 0 0 0 0 0 87 2 3 3 44 0 0 143
5:45 PM 0 0 5 0 0 0 0 0 0 72 3 0 2 48 0 2 132

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 19 0 24 0 0 0 0 0 0 793 23 17 23 359 0 3 1261 APPROACH %'s : 44.19% 0.00% 55.81% 0.00% 0.00% 95.20% 2.76% 2.04% 5.97% 93.25% 0.00% 0.78% PEAK HR : 04:00 PM 289 0 0 TOTAL
PEAK HR VOL : 13 0 13 0 0 0 0 0 0 434 14 9 5 186 0 1 675 PEAK HR FACTOR : 0.650 0.000 0.650 0.000 0.000 0.000 0.000 0.000 0.000 0.810 0.700 0.563 0.625 0.877 0.000 0.250 Data - Totals
Rd 88 Rd 88 Goshen Ave Goshen Ave

0.679 0.828 0.606
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
21-090086-007
9/21/2021
04:00 PM - 05:00 PM

0.835 0.722 0.799 0.906
07:30 AM - 08:30 AM

0.723
951

APPENDIX B
Synchro Worksheets
952

EXISTING CONDITIONS
953
HCM 6th AWSC
1: Shirk Road & SR 198 EB Ramps 12/05/2021
Existing Conditions 09/07/2021 AM Peak Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Intersection Delay, s/veh 15.8
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 139 2 84 0 0 0 0 333 85 242 251 0
Future Vol, veh/h 139 2 84 0 0 0 0 333 85 242 251 0
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 158 2 95 0 0 0 0 378 97 275 285 0
Number of Lanes 0 1 1 0 0 0 0 1 1 1 1 0
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay 12.8 18.1 15.2

HCM LOS B C C

Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1 SBLn2
Vol Left, % 0% 0% 99% 0% 100% 0%
Vol Thru, % 100% 0% 1% 0% 0% 100%
Vol Right, % 0% 100% 0% 100% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 333 85 141 84 242 251
LT Vol 0 0 139 0 242 0
Through Vol 333 0 2 0 0 251
RT Vol 0 85 0 84 0 0
Lane Flow Rate 378 97 160 95 275 285
Geometry Grp 7 7 7 7 7 7
Degree of Util (X) 0.657 0.149 0.339 0.17 0.505 0.484
Departure Headway (Hd) 6.253 5.542 7.611 6.396 6.614 6.107 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 575 645 473 559 545 588
Service Time 4.008 3.296 5.368 4.153 4.367 3.859
HCM Lane V/C Ratio 0.657 0.15 0.338 0.17 0.505 0.485
HCM Control Delay 20.3 9.3 14.2 10.5 16 14.5
HCM Lane LOS C A B B C B
HCM 95th-tile Q 4.8 0.5 1.5 0.6 2.8 2.6
954
HCM 6th AWSC
2: Shirk Road & SR 198 WB Ramps 12/05/2021
Existing Conditions 09/07/2021 AM Peak Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Intersection Delay, s/veh 33.7
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 51 2 326 137 337 0 0 437 229
Future Vol, veh/h 0 0 0 51 2 326 137 337 0 0 437 229
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 0 0 0 57 2 366 154 379 0 0 491 257
Number of Lanes 0 0 0 0 1 1 1 1 0 0 1 1
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left NB WB
Conflicting Lanes Left 2 0 2
Conflicting Approach Right SB WB
Conflicting Lanes Right 2 2 0
HCM Control Delay 24.4 26.3 44.3

HCM LOS C D E

Lane NBLn1 NBLn2 WBLn1 WBLn2 SBLn1 SBLn2
Vol Left, % 100% 0% 96% 0% 0% 0%
Vol Thru, % 0% 100% 4% 0% 100% 0%
Vol Right, % 0% 0% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 137 337 53 326 437 229
LT Vol 137 0 51 0 0 0
Through Vol 0 337 2 0 437 0
RT Vol 0 0 0 326 0 229
Lane Flow Rate 154 379 60 366 491 257
Geometry Grp 7 7 7 7 7 7
Degree of Util (X) 0.337 0.774 0.138 0.723 0.972 0.458
Departure Headway (Hd) 7.877 7.363 8.32 7.108 7.125 6.406 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 457 492 432 509 511 561
Service Time 5.622 5.108 6.06 4.847 4.867 4.148
HCM Lane V/C Ratio 0.337 0.77 0.139 0.719 0.961 0.458
HCM Control Delay 14.6 31.1 12.4 26.3 59.9 14.5
HCM Lane LOS B D B D F B
HCM 95th-tile Q 1.5 6.9 0.5 5.9 12.7 2.4
955
HCM 6th TWSC
3: Shirk Road & Hillsdale Avenue 12/05/2021
Existing Conditions 09/07/2021 AM Peak Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Int Delay, s/veh 1.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 28 13 621 40 19 641
Future Vol, veh/h 28 13 621 40 19 641
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 125 - 100 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 31 14 690 44 21 712
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1444 690 0 0 734 0
Stage 1 690 - - - - -
Stage 2 754 - - - - -
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 145 443 - - 866 -
Stage 1 496 - - - - -
Stage 2 463 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 139 443 - - 866 -
Mov Cap-2 Maneuver 139 - - - - -
Stage 1 496 - - - - -
Stage 2 444 - - - - -
Approach WB NB SB
HCM Control Delay, s 30.3 0 0.3

HCM LOS D
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 139 443 866 -
HCM Lane V/C Ratio - - 0.224 0.033 0.024 -
HCM Control Delay (s) - - 38.2 13.4 9.3 0
HCM Lane LOS - - E B A A
HCM 95th %tile Q(veh) - - 0.8 0.1 0.1 -
956
HCM 6th TWSC
4: Shirk Road & School Avenue 12/05/2021
Existing Conditions 09/07/2021 AM Peak Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Int Delay, s/veh 0.8
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 25 6 617 15 7 634
Future Vol, veh/h 25 6 617 15 7 634
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - 225 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 91 91 91 91 91 91
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 27 7 678 16 8 697
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1391 678 0 0 694 0
Stage 1 678 - - - - -
Stage 2 713 - - - - -
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 156 450 - - 897 -
Stage 1 502 - - - - -
Stage 2 484 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 154 450 - - 897 -
Mov Cap-2 Maneuver 154 - - - - -
Stage 1 502 - - - - -
Stage 2 477 - - - - -
Approach WB NB SB
HCM Control Delay, s 30.3 0 0.1

HCM LOS D
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 176 897 -
HCM Lane V/C Ratio - - 0.194 0.009 -
HCM Control Delay (s) - - 30.3 9 0
HCM Lane LOS - - D A A
HCM 95th %tile Q(veh) - - 0.7 0 -
957
HCM 6th TWSC
9: Road 88 & Goshen Avenue 12/05/2021
Existing Conditions 09/07/2021 AM Peak Synchro 10 Report VRPA Technologies, Inc. Page 3
Intersection
Int Delay, s/veh 0.4
Movement EBU EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 3 310 5 10 389 3 16
Future Vol, veh/h 3 310 5 10 389 3 16
Conflicting Peds, #/hr 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Stop Stop
RT Channelized - - None - None - None
Storage Length 200 - - 200 - 0 -
Veh in Median Storage, # - 0 - - 0 0 -
Grade, % - 0 - - 0 0 -
Peak Hour Factor 72 72 72 72 72 72 72
Heavy Vehicles, % 3 3 3 3 3 3 3
Mvmt Flow 4 431 7 14 540 4 22
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 540 0 0 438 0 741 219
Stage 1 - - - - - 443 -
Stage 2 - - - - - 298 -
Critical Hdwy 6.46 - - 4.16 - 6.86 6.96
Critical Hdwy Stg 1 - - - - - 5.86 -
Critical Hdwy Stg 2 - - - - - 5.86 -
Follow-up Hdwy 2.53 - - 2.23 - 3.53 3.33
Pot Cap-1 Maneuver 649 - - 1111 - 350 782
Stage 1 - - - - - 611 -
Stage 2 - - - - - 724 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 649 - - 1111 - 343 782
Mov Cap-2 Maneuver - - - - - 343 -
Stage 1 - - - - - 607 -
Stage 2 - - - - - 715 -
Approach EB WB NB
HCM Control Delay, s 0.1 0.2 10.8

HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBU EBT EBR WBL WBT
Capacity (veh/h) 651 649 - - 1111 -
HCM Lane V/C Ratio 0.041 0.006 - - 0.013 -
HCM Control Delay (s) 10.8 10.6 - - 8.3 -
HCM Lane LOS B B - - A -
HCM 95th %tile Q(veh) 0.1 0 - - 0 -
958
HCM 6th Signalized Intersection Summary
5: Shirk Road & Hurley Avenue 12/05/2021
Existing Conditions 09/07/2021 AM Peak Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 169 124 544 75 105 475
Future Volume (veh/h) 169 124 544 75 105 475
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 190 139 611 84 118 534
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89
Percent Heavy Veh, % 3 3 3 3 3 3
Cap, veh/h 238 212 1082 917 149 1358
Arrive On Green 0.13 0.13 0.58 0.58 0.08 0.73
Sat Flow, veh/h 1767 1572 1856 1572 1767 1856
Grp Volume(v), veh/h 190 139 611 84 118 534
Grp Sat Flow(s),veh/h/ln 1767 1572 1856 1572 1767 1856
Q Serve(g_s), s 8.8 7.1 17.2 2.0 5.5 9.1
Cycle Q Clear(g_c), s 8.8 7.1 17.2 2.0 5.5 9.1
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 238 212 1082 917 149 1358
V/C Ratio(X) 0.80 0.66 0.56 0.09 0.79 0.39
Avail Cap(c_a), veh/h 370 329 1082 917 244 1358
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 35.3 34.5 10.9 7.7 37.8 4.2
Incr Delay (d2), s/veh 6.6 3.4 2.1 0.2 8.9 0.9
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.0 2.8 6.3 0.6 2.7 2.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.9 38.0 13.0 7.9 46.7 5.1
LnGrp LOS D D B A D A
Approach Vol, veh/h 329 695 652
Approach Delay, s/veh 40.2 12.4 12.6
Approach LOS D B B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 12.5 54.9 67.4 16.7
Change Period (Y+Rc), s 5.4 5.8 * 5.8 5.4
Max Green Setting (Gmax), s 11.6 44.2 * 62 17.6
Max Q Clear Time (g_c+I1), s 7.5 19.2 11.1 10.8
Green Ext Time (p_c), s 0.1 4.1 3.6 0.6
Intersection Summary
HCM 6th Ctrl Delay 18.0
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 959
HCM 6th Signalized Intersection Summary
7: Shirk Road & Goshen Avenue 12/05/2021
Existing Conditions 09/07/2021 AM Peak Synchro 10 Report VRPA Technologies, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 22 159 154 86 230 47 161 270 101 25 291 40 Future Volume (veh/h) 22 159 154 86 230 47 161 270 101 25 291 40 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 27 194 188 105 280 57 196 329 123 30 355 49 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 198 283 252 133 437 195 235 798 677 69 623 528 Arrive On Green 0.11 0.16 0.16 0.08 0.12 0.12 0.13 0.43 0.43 0.04 0.34 0.34 Sat Flow, veh/h 1767 1763 1572 1767 3526 1572 1767 1856 1572 1767 1856 1572 Grp Volume(v), veh/h 27 194 188 105 280 57 196 329 123 30 355 49 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1767 1763 1572 1767 1856 1572 1767 1856 1572 Q Serve(g_s), s 1.1 8.4 9.2 4.7 6.1 2.7 8.7 9.9 2.4 1.3 12.7 1.0 Cycle Q Clear(g_c), s 1.1 8.4 9.2 4.7 6.1 2.7 8.7 9.9 2.4 1.3 12.7 1.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 198 283 252 133 437 195 235 798 677 69 623 528 V/C Ratio(X) 0.14 0.69 0.75 0.79 0.64 0.29 0.83 0.41 0.18 0.44 0.57 0.09 Avail Cap(c_a), veh/h 198 612 546 164 1289 575 298 798 677 131 623 528 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 32.3 31.9 32.3 36.6 33.6 32.1 34.1 15.9 5.3 37.9 22.0 6.8 Incr Delay (d2), s/veh 0.3 2.9 4.3 18.2 1.6 0.8 14.8 1.6 0.6 4.3 3.7 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 3.5 3.5 2.5 2.5 1.0 4.5 4.1 1.2 0.6 5.7 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.6 34.9 36.6 54.9 35.2 32.9 48.9 17.5 5.9 42.2 25.7 7.2 LnGrp LOS C C D D D C D B A D C A
Approach Vol, veh/h 409 442 648 434
Approach Delay, s/veh 35.5 39.6 24.8 24.8
Approach LOS D D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 8.5 40.1 12.6 19.4 16.1 32.5 15.5 16.5 Change Period (Y+Rc), s 5.4 5.4 6.5 6.5 5.4 5.4 6.5 6.5 Max Green Setting (Gmax), s 6.0 34.7 7.5 28.0 13.6 27.1 6.0 29.5 Max Q Clear Time (g_c+I1), s 3.3 11.9 6.7 11.2 10.7 14.7 3.1 8.1 Green Ext Time (p_c), s 0.0 2.2 0.0 1.7 0.1 1.7 0.0 1.6 Intersection Summary
HCM 6th Ctrl Delay 30.4
HCM 6th LOS C
960
HCM 6th AWSC
1: Shirk Road & SR 198 EB Ramps 12/05/2021
Existing Conditions 09/07/2021 PM Peak Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Intersection Delay, s/veh 17.3
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 236 1 152 0 0 0 0 264 39 316 267 0
Future Vol, veh/h 236 1 152 0 0 0 0 264 39 316 267 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 248 1 160 0 0 0 0 278 41 333 281 0
Number of Lanes 0 1 1 0 0 0 0 1 1 1 1 0
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay 15.7 16.3 18.8

HCM LOS C C C

Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1 SBLn2
Vol Left, % 0% 0% 100% 0% 100% 0%
Vol Thru, % 100% 0% 0% 0% 0% 100%
Vol Right, % 0% 100% 0% 100% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 264 39 237 152 316 267
LT Vol 0 0 236 0 316 0
Through Vol 264 0 1 0 0 267
RT Vol 0 39 0 152 0 0
Lane Flow Rate 278 41 249 160 333 281
Geometry Grp 7 7 7 7 7 7
Degree of Util (X) 0.531 0.07 0.522 0.281 0.643 0.504
Departure Headway (Hd) 6.884 6.168 7.538 6.32 6.962 6.452 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 522 577 476 566 516 556
Service Time 4.662 3.945 5.306 4.087 4.729 4.219
HCM Lane V/C Ratio 0.533 0.071 0.523 0.283 0.645 0.505
HCM Control Delay 17.3 9.4 18.3 11.6 21.5 15.7
HCM Lane LOS C A C B C C
HCM 95th-tile Q 3.1 0.2 3 1.1 4.5 2.8
961
HCM 6th AWSC
2: Shirk Road & SR 198 WB Ramps 12/05/2021
Existing Conditions 09/07/2021 PM Peak Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Intersection Delay, s/veh 32
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 38 3 204 90 410 0 0 545 156
Future Vol, veh/h 0 0 0 38 3 204 90 410 0 0 545 156
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 0 0 0 39 3 210 93 423 0 0 562 161
Number of Lanes 0 0 0 0 1 1 1 1 0 0 1 1
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left NB WB
Conflicting Lanes Left 2 0 2
Conflicting Approach Right SB WB
Conflicting Lanes Right 2 2 0
HCM Control Delay 13.7 23.7 44.4

HCM LOS B C E

Lane NBLn1 NBLn2 WBLn1 WBLn2 SBLn1 SBLn2
Vol Left, % 100% 0% 93% 0% 0% 0%
Vol Thru, % 0% 100% 7% 0% 100% 0%
Vol Right, % 0% 0% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 90 410 41 204 545 156
LT Vol 90 0 38 0 0 0
Through Vol 0 410 3 0 545 0
RT Vol 0 0 0 204 0 156
Lane Flow Rate 93 423 42 210 562 161
Geometry Grp 7 7 7 7 7 7
Degree of Util (X) 0.179 0.754 0.094 0.398 0.967 0.245
Departure Headway (Hd) 6.928 6.419 8.011 6.82 6.195 5.483 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 516 562 446 526 584 651
Service Time 4.703 4.193 5.795 4.602 3.963 3.25
HCM Lane V/C Ratio 0.18 0.753 0.094 0.399 0.962 0.247
HCM Control Delay 11.2 26.4 11.6 14.1 54.3 10
HCM Lane LOS B D B B F A
HCM 95th-tile Q 0.6 6.6 0.3 1.9 13.3 1
962
HCM 6th TWSC
3: Shirk Road & Hillsdale Avenue 12/05/2021
Existing Conditions 09/07/2021 PM Peak Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Int Delay, s/veh 0.5
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 14 15 558 60 15 687
Future Vol, veh/h 14 15 558 60 15 687
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 125 - 100 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 15 16 587 63 16 723
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1342 587 0 0 650 0
Stage 1 587 - - - - -
Stage 2 755 - - - - -
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 167 508 - - 931 -
Stage 1 554 - - - - -
Stage 2 462 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 162 508 - - 931 -
Mov Cap-2 Maneuver 162 - - - - -
Stage 1 554 - - - - -
Stage 2 449 - - - - -
Approach WB NB SB
HCM Control Delay, s 20.6 0 0.2

HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 162 508 931 -
HCM Lane V/C Ratio - - 0.091 0.031 0.017 -
HCM Control Delay (s) - - 29.4 12.3 8.9 0
HCM Lane LOS - - D B A A
HCM 95th %tile Q(veh) - - 0.3 0.1 0.1 -
963
HCM 6th TWSC
4: Shirk Road & School Avenue 12/05/2021
Existing Conditions 09/07/2021 PM Peak Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Int Delay, s/veh 0.3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 11 1 549 25 0 691
Future Vol, veh/h 11 1 549 25 0 691
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - 225 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 93 93 93 93 93 93
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 12 1 590 27 0 743
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1333 590 0 0 617 0
Stage 1 590 - - - - -
Stage 2 743 - - - - -
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 169 506 - - 958 -
Stage 1 552 - - - - -
Stage 2 468 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 169 506 - - 958 -
Mov Cap-2 Maneuver 169 - - - - -
Stage 1 552 - - - - -
Stage 2 468 - - - - -
Approach WB NB SB
HCM Control Delay, s 26.7 0 0

HCM LOS D
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 179 958 -
HCM Lane V/C Ratio - - 0.072 - -
HCM Control Delay (s) - - 26.7 0 -
HCM Lane LOS - - D A -
HCM 95th %tile Q(veh) - - 0.2 0 -
964
HCM 6th TWSC
9: Road 88 & Goshen Avenue 12/05/2021
Existing Conditions 09/07/2021 PM Peak Synchro 10 Report VRPA Technologies, Inc. Page 3
Intersection
Int Delay, s/veh 0.7
Movement EBU EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 9 443 14 6 186 13 13
Future Vol, veh/h 9 443 14 6 186 13 13
Conflicting Peds, #/hr 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Stop Stop
RT Channelized - - None - None - None
Storage Length 200 - - 200 - 0 -
Veh in Median Storage, # - 0 - - 0 0 -
Grade, % - 0 - - 0 0 -
Peak Hour Factor 84 84 84 84 84 84 84
Heavy Vehicles, % 3 3 3 3 3 3 3
Mvmt Flow 11 527 17 7 221 15 15
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 221 0 0 544 0 683 272
Stage 1 - - - - - 558 -
Stage 2 - - - - - 125 -
Critical Hdwy 6.46 - - 4.16 - 6.86 6.96
Critical Hdwy Stg 1 - - - - - 5.86 -
Critical Hdwy Stg 2 - - - - - 5.86 -
Follow-up Hdwy 2.53 - - 2.23 - 3.53 3.33
Pot Cap-1 Maneuver 1033 - - 1014 - 381 723
Stage 1 - - - - - 534 -
Stage 2 - - - - - 884 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1033 - - 1014 - 374 723
Mov Cap-2 Maneuver - - - - - 374 -
Stage 1 - - - - - 528 -
Stage 2 - - - - - 878 -
Approach EB WB NB
HCM Control Delay, s 0.2 0.3 12.8

HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBU EBT EBR WBL WBT
Capacity (veh/h) 493 1033 - - 1014 -
HCM Lane V/C Ratio 0.063 0.01 - - 0.007 -
HCM Control Delay (s) 12.8 8.5 - - 8.6 -
HCM Lane LOS B A - - A -
HCM 95th %tile Q(veh) 0.2 0 - - 0 -
965
HCM 6th Signalized Intersection Summary
5: Shirk Road & Hurley Avenue 12/05/2021
Existing Conditions 09/07/2021 PM Peak Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 41 34 479 68 46 649
Future Volume (veh/h) 41 34 479 68 46 649
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 42 35 494 70 47 669
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, % 3 3 3 3 3 3
Cap, veh/h 147 131 1217 1031 87 1436
Arrive On Green 0.08 0.08 0.66 0.66 0.05 0.77
Sat Flow, veh/h 1767 1572 1856 1572 1767 1856
Grp Volume(v), veh/h 42 35 494 70 47 669
Grp Sat Flow(s),veh/h/ln 1767 1572 1856 1572 1767 1856
Q Serve(g_s), s 1.7 1.6 9.8 1.3 2.0 10.0
Cycle Q Clear(g_c), s 1.7 1.6 9.8 1.3 2.0 10.0
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 147 131 1217 1031 87 1436
V/C Ratio(X) 0.29 0.27 0.41 0.07 0.54 0.47
Avail Cap(c_a), veh/h 420 374 1217 1031 194 1436
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 33.7 33.7 6.3 4.9 36.4 3.1
Incr Delay (d2), s/veh 1.1 1.1 1.0 0.1 5.2 1.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.8 0.6 3.0 0.3 1.0 2.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.8 34.8 7.3 5.0 41.6 4.2
LnGrp LOS C C A A D A
Approach Vol, veh/h 77 564 716
Approach Delay, s/veh 34.8 7.0 6.7
Approach LOS C A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 9.2 57.2 66.4 11.9
Change Period (Y+Rc), s 5.4 5.8 * 5.8 5.4
Max Green Setting (Gmax), s 8.6 46.2 * 61 18.6
Max Q Clear Time (g_c+I1), s 4.0 11.8 12.0 3.7
Green Ext Time (p_c), s 0.0 3.3 5.0 0.1
Intersection Summary
HCM 6th Ctrl Delay 8.4
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 966
HCM 6th Signalized Intersection Summary
7: Shirk Road & Goshen Avenue 12/05/2021
Existing Conditions 09/07/2021 PM Peak Synchro 10 Report VRPA Technologies, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 40 269 127 24 107 24 54 310 76 65 448 30 Future Volume (veh/h) 40 269 127 24 107 24 54 310 76 65 448 30 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 43 292 138 26 116 26 59 337 83 71 487 33 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 129 411 189 59 479 214 101 747 633 115 762 646 Arrive On Green 0.07 0.18 0.18 0.03 0.14 0.14 0.06 0.40 0.40 0.07 0.41 0.41 Sat Flow, veh/h 1767 2343 1080 1767 3526 1572 1767 1856 1572 1767 1856 1572 Grp Volume(v), veh/h 43 218 212 26 116 26 59 337 83 71 487 33 Grp Sat Flow(s),veh/h/ln 1767 1763 1661 1767 1763 1572 1767 1856 1572 1767 1856 1572 Q Serve(g_s), s 1.7 8.6 8.9 1.1 2.2 1.1 2.4 9.8 1.6 2.9 15.4 0.6 Cycle Q Clear(g_c), s 1.7 8.6 8.9 1.1 2.2 1.1 2.4 9.8 1.6 2.9 15.4 0.6 Prop In Lane 1.00 0.65 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 129 309 291 59 479 214 101 747 633 115 762 646 V/C Ratio(X) 0.33 0.71 0.73 0.44 0.24 0.12 0.58 0.45 0.13 0.62 0.64 0.05 Avail Cap(c_a), veh/h 144 695 655 144 1390 620 144 747 633 159 762 646 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 32.4 28.5 28.7 34.9 28.4 27.9 33.8 16.1 6.3 33.5 17.3 4.7 Incr Delay (d2), s/veh 1.5 2.9 3.5 5.0 0.3 0.3 5.3 2.0 0.4 5.2 4.1 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 3.4 3.4 0.5 0.8 0.4 1.1 4.1 0.8 1.3 6.6 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.9 31.5 32.2 39.9 28.7 28.2 39.1 18.0 6.7 38.7 21.4 4.9 LnGrp LOS C C C D C C D B A D C A
Approach Vol, veh/h 473 168 479 591
Approach Delay, s/veh 32.0 30.3 18.7 22.6
Approach LOS C C B C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 10.2 35.0 9.0 19.4 9.6 35.6 11.9 16.5 Change Period (Y+Rc), s 5.4 5.4 6.5 6.5 5.4 5.4 6.5 6.5 Max Green Setting (Gmax), s 6.6 29.6 6.0 29.0 6.0 30.2 6.0 29.0 Max Q Clear Time (g_c+I1), s 4.9 11.8 3.1 10.9 4.4 17.4 3.7 4.2 Green Ext Time (p_c), s 0.0 2.0 0.0 2.0 0.0 2.4 0.0 0.6 Intersection Summary
HCM 6th Ctrl Delay 24.8
HCM 6th LOS C
967

OPENING YEAR CONDITIONS
968
HCM 6th AWSC
1: Shirk Road & SR 198 EB Ramps 05/22/2022
Opening Year No Project 09/07/2021 AM Peak Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Intersection Delay, s/veh 20.1
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 179 2 86 0 0 0 0 358 87 301 279 0
Future Vol, veh/h 179 2 86 0 0 0 0 358 87 301 279 0
Peak Hour Factor 0.88 0.88 1.00 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 203 2 86 0 0 0 0 407 99 342 317 0
Number of Lanes 0 1 1 0 0 0 0 1 1 1 1 0
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay 15.2 23.5 19.7

HCM LOS C C C

Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1 SBLn2
Vol Left, % 0% 0% 99% 0% 100% 0%
Vol Thru, % 100% 0% 1% 0% 0% 100%
Vol Right, % 0% 100% 0% 100% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 358 87 181 86 301 279
LT Vol 0 0 179 0 301 0
Through Vol 358 0 2 0 0 279
RT Vol 0 87 0 86 0 0
Lane Flow Rate 407 99 206 86 342 317
Geometry Grp 7 7 7 7 7 7
Degree of Util (X) 0.749 0.162 0.452 0.16 0.656 0.563
Departure Headway (Hd) 6.629 5.915 7.918 6.698 6.907 6.398 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 541 602 453 532 520 561
Service Time 4.406 3.691 5.695 4.474 4.68 4.17
HCM Lane V/C Ratio 0.752 0.164 0.455 0.162 0.658 0.565
HCM Control Delay 26.8 9.8 17.1 10.8 22 17.2
HCM Lane LOS D A C B C C
HCM 95th-tile Q 6.5 0.6 2.3 0.6 4.7 3.5
969
HCM 6th AWSC
2: Shirk Road & SR 198 WB Ramps 05/22/2022
Opening Year No Project 09/07/2021 AM Peak Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Intersection Delay, s/veh 64.7
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 52 2 373 140 388 0 0 525 272
Future Vol, veh/h 0 0 0 52 2 373 140 388 0 0 525 272
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.92 0.92 0.92 0.89 0.89 0.89 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 0 0 0 58 2 419 152 422 0 0 590 306
Number of Lanes 0 0 0 0 1 1 1 1 0 0 1 1
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left NB WB
Conflicting Lanes Left 2 0 2
Conflicting Approach Right SB WB
Conflicting Lanes Right 2 2 0
HCM Control Delay 34.7 37.7 98.1

HCM LOS D E F

Lane NBLn1 NBLn2 WBLn1 WBLn2 SBLn1 SBLn2
Vol Left, % 100% 0% 96% 0% 0% 0%
Vol Thru, % 0% 100% 4% 0% 100% 0%
Vol Right, % 0% 0% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 140 388 54 373 525 272
LT Vol 140 0 52 0 0 0
Through Vol 0 388 2 0 525 0
RT Vol 0 0 0 373 0 272
Lane Flow Rate 152 422 61 419 590 306
Geometry Grp 7 7 7 7 7 7
Degree of Util (X) 0.339 0.881 0.141 0.834 1.217 0.569
Departure Headway (Hd) 8.392 7.875 8.729 7.511 7.427 6.705 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 431 464 413 486 490 535
Service Time 6.092 5.575 6.429 5.211 5.201 4.479
HCM Lane V/C Ratio 0.353 0.909 0.148 0.862 1.204 0.572
HCM Control Delay 15.3 45.8 12.9 37.8 139.6 18
HCM Lane LOS C E B E F C
HCM 95th-tile Q 1.5 9.4 0.5 8.2 22.7 3.5
970
HCM 6th TWSC
3: Shirk Road & Hillsdale Avenue 05/22/2022
Opening Year No Project 09/07/2021 AM Peak Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Int Delay, s/veh 3.8
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 60 23 708 51 22 741
Future Vol, veh/h 60 23 708 51 22 741
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 125 - 100 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 67 26 787 57 24 823
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1658 787 0 0 844 0
Stage 1 787 - - - - -
Stage 2 871 - - - - -
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 107 390 - - 788 -
Stage 1 447 - - - - -
Stage 2 408 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 101 390 - - 788 -
Mov Cap-2 Maneuver 101 - - - - -
Stage 1 447 - - - - -
Stage 2 385 - - - - -
Approach WB NB SB
HCM Control Delay, s 70.9 0 0.3

HCM LOS F
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 101 390 788 -
HCM Lane V/C Ratio - - 0.66 0.066 0.031 -
HCM Control Delay (s) - - 92.4 14.9 9.7 0
HCM Lane LOS - - F B A A
HCM 95th %tile Q(veh) - - 3.3 0.2 0.1 -
971
HCM 6th TWSC
4: Shirk Road & School Avenue 05/22/2022
Opening Year No Project 09/07/2021 AM Peak Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Int Delay, s/veh 1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 26 6 714 15 7 737
Future Vol, veh/h 26 6 714 15 7 737
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - 225 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 91 91 91 91 91 91
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 29 7 785 16 8 810
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1611 785 0 0 801 0
Stage 1 785 - - - - -
Stage 2 826 - - - - -
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 114 391 - - 818 -
Stage 1 448 - - - - -
Stage 2 428 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 112 391 - - 818 -
Mov Cap-2 Maneuver 112 - - - - -
Stage 1 448 - - - - -
Stage 2 420 - - - - -
Approach WB NB SB
HCM Control Delay, s 43.1 0 0.1

HCM LOS E
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 129 818 -
HCM Lane V/C Ratio - - 0.273 0.009 -
HCM Control Delay (s) - - 43.1 9.4 0
HCM Lane LOS - - E A A
HCM 95th %tile Q(veh) - - 1 0 -
972
HCM 6th TWSC
6: Shirk Road & Allen Avenue 05/22/2022
Opening Year No Project 09/07/2021 AM Peak Synchro 10 Report VRPA Technologies, Inc. Page 3
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 703 670 0
Future Vol, veh/h 0 0 0 703 670 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 200 - - 200
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 0 0 0 764 728 0
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1492 728 728 0 - 0
Stage 1 728 - - - - -
Stage 2 764 - - - - -
Critical Hdwy 6.43 6.23 4.13 - - -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 2.227 - - -
Pot Cap-1 Maneuver 135 422 871 - - -
Stage 1 476 - - - - -
Stage 2 458 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 135 422 871 - - -
Mov Cap-2 Maneuver 135 - - - - -
Stage 1 476 - - - - -
Stage 2 458 - - - - -
Approach EB NB SB
HCM Control Delay, s 0 0 0

HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 871 - - - -
HCM Lane V/C Ratio - - - - -
HCM Control Delay (s) 0 - 0 - -
HCM Lane LOS A - A - -
HCM 95th %tile Q(veh) 0 - - - -
973
HCM 6th TWSC
8: Road 88 & Project Driveway 05/22/2022
Opening Year No Project 09/07/2021 AM Peak Synchro 10 Report VRPA Technologies, Inc. Page 4
Intersection
Int Delay, s/veh 0
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 0 19 0 0 16
Future Vol, veh/h 0 0 19 0 0 16
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 0 0 21 0 0 17
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 38 21 0 0 21 0
Stage 1 21 - - - - -
Stage 2 17 - - - - -
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 972 1054 - - 1588 -
Stage 1 999 - - - - -
Stage 2 1003 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 972 1054 - - 1588 -
Mov Cap-2 Maneuver 972 - - - - -
Stage 1 999 - - - - -
Stage 2 1003 - - - - -
Approach WB NB SB
HCM Control Delay, s 0 0 0

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - - 1588 -
HCM Lane V/C Ratio - - - - -
HCM Control Delay (s) - - 0 0 -
HCM Lane LOS - - A A -
HCM 95th %tile Q(veh) - - - 0 -
974
HCM 6th TWSC
9: Road 88 & Goshen Avenue 05/22/2022
Opening Year No Project 09/07/2021 AM Peak Synchro 10 Report VRPA Technologies, Inc. Page 5
Intersection
Int Delay, s/veh 1.5
Movement EBU EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 3 323 80 86 406 14 16
Future Vol, veh/h 3 323 80 86 406 14 16
Conflicting Peds, #/hr 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Stop Stop
RT Channelized - - None - None - None
Storage Length 200 - - 200 - 0 -
Veh in Median Storage, # - 0 - - 0 0 -
Grade, % - 0 - - 0 0 -
Peak Hour Factor 72 72 72 72 72 72 72
Heavy Vehicles, % 3 3 3 3 3 3 3
Mvmt Flow 4 449 111 119 564 19 22
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 564 0 0 560 0 1033 280
Stage 1 - - - - - 513 -
Stage 2 - - - - - 520 -
Critical Hdwy 6.46 - - 4.16 - 6.86 6.96
Critical Hdwy Stg 1 - - - - - 5.86 -
Critical Hdwy Stg 2 - - - - - 5.86 -
Follow-up Hdwy 2.53 - - 2.23 - 3.53 3.33
Pot Cap-1 Maneuver 626 - - 1000 - 227 714
Stage 1 - - - - - 563 -
Stage 2 - - - - - 558 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 626 - - 1000 - 199 714
Mov Cap-2 Maneuver - - - - - 199 -
Stage 1 - - - - - 560 -
Stage 2 - - - - - 492 -
Approach EB WB NB
HCM Control Delay, s 0.1 1.6 17.8

HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBU EBT EBR WBL WBT
Capacity (veh/h) 323 626 - - 1000 -
HCM Lane V/C Ratio 0.129 0.007 - - 0.119 -
HCM Control Delay (s) 17.8 10.8 - - 9.1 -
HCM Lane LOS C B - - A -
HCM 95th %tile Q(veh) 0.4 0 - - 0.4 -
975
HCM 6th Signalized Intersection Summary
5: Shirk Road & Hurley Avenue 05/22/2022
Opening Year No Project 09/07/2021 AM Peak Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 174 133 636 80 112 574
Future Volume (veh/h) 174 133 636 80 112 574
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 196 149 715 90 126 645
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89
Percent Heavy Veh, % 3 3 3 3 3 3
Cap, veh/h 244 217 1068 905 159 1353
Arrive On Green 0.14 0.14 0.58 0.58 0.09 0.73
Sat Flow, veh/h 1767 1572 1856 1572 1767 1856
Grp Volume(v), veh/h 196 149 715 90 126 645
Grp Sat Flow(s),veh/h/ln 1767 1572 1856 1572 1767 1856
Q Serve(g_s), s 9.1 7.6 22.5 2.2 5.9 12.2
Cycle Q Clear(g_c), s 9.1 7.6 22.5 2.2 5.9 12.2
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 244 217 1068 905 159 1353
V/C Ratio(X) 0.80 0.69 0.67 0.10 0.79 0.48
Avail Cap(c_a), veh/h 368 328 1068 905 243 1353
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 35.3 34.7 12.4 8.1 37.7 4.7
Incr Delay (d2), s/veh 7.4 3.8 3.3 0.2 9.8 1.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.2 3.0 8.4 0.7 2.9 3.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 42.7 38.5 15.7 8.3 47.5 6.0
LnGrp LOS D D B A D A
Approach Vol, veh/h 345 805 771
Approach Delay, s/veh 40.9 14.9 12.7
Approach LOS D B B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 13.0 54.4 67.4 17.1
Change Period (Y+Rc), s 5.4 5.8 * 5.8 5.4
Max Green Setting (Gmax), s 11.6 44.2 * 62 17.6
Max Q Clear Time (g_c+I1), s 7.9 24.5 14.2 11.1
Green Ext Time (p_c), s 0.1 4.7 4.7 0.6
Intersection Summary
HCM 6th Ctrl Delay 18.7
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 976
HCM 6th Signalized Intersection Summary
7: Shirk Road & Goshen Avenue 05/22/2022
Opening Year No Project 09/07/2021 AM Peak Synchro 10 Report VRPA Technologies, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 35 166 210 89 239 51 229 297 106 33 344 57 Future Volume (veh/h) 35 166 210 89 239 51 229 297 106 33 344 57 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 43 202 256 109 291 62 279 362 129 40 420 70 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 272 339 302 137 407 182 310 860 728 70 607 514 Arrive On Green 0.15 0.19 0.19 0.08 0.12 0.12 0.18 0.46 0.46 0.04 0.33 0.33 Sat Flow, veh/h 1767 1763 1572 1767 3526 1572 1767 1856 1572 1767 1856 1572 Grp Volume(v), veh/h 43 202 256 109 291 62 279 362 129 40 420 70 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1767 1763 1572 1767 1856 1572 1767 1856 1572 Q Serve(g_s), s 2.2 10.9 16.4 6.3 8.3 3.8 16.1 13.6 3.2 2.3 20.6 2.0 Cycle Q Clear(g_c), s 2.2 10.9 16.4 6.3 8.3 3.8 16.1 13.6 3.2 2.3 20.6 2.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 272 339 302 137 407 182 310 860 728 70 607 514 V/C Ratio(X) 0.16 0.60 0.85 0.80 0.72 0.34 0.90 0.42 0.18 0.57 0.69 0.14 Avail Cap(c_a), veh/h 272 472 421 228 1195 533 348 860 728 107 607 514 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 38.3 38.5 40.7 47.4 44.6 42.6 42.2 18.7 6.8 49.3 30.6 9.0 Incr Delay (d2), s/veh 0.3 1.7 10.9 10.1 2.4 1.1 23.4 1.5 0.5 7.2 6.4 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 4.6 6.9 3.0 3.6 1.5 8.8 5.9 1.7 1.1 9.9 1.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.6 40.2 51.6 57.5 46.9 43.7 65.6 20.2 7.3 56.6 36.9 9.5 LnGrp LOS D D D E D D E C A E D A
Approach Vol, veh/h 501 462 770 530
Approach Delay, s/veh 45.9 49.0 34.5 34.8
Approach LOS D D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 9.5 53.8 14.6 26.6 23.7 39.6 22.6 18.6 Change Period (Y+Rc), s 5.4 5.4 6.5 6.5 5.4 5.4 6.5 6.5 Max Green Setting (Gmax), s 6.3 48.4 13.5 28.0 20.6 34.1 6.1 35.4 Max Q Clear Time (g_c+I1), s 4.3 15.6 8.3 18.4 18.1 22.6 4.2 10.3 Green Ext Time (p_c), s 0.0 2.6 0.1 1.7 0.2 2.0 0.0 1.7 Intersection Summary
HCM 6th Ctrl Delay 40.0
HCM 6th LOS D
977
HCM 6th AWSC
1: Shirk Road & SR 198 EB Ramps 05/22/2022
Opening Year No Project 09/07/2021 PM Peak Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Intersection Delay, s/veh 26.2
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 277 1 155 0 0 0 0 288 40 349 286 0
Future Vol, veh/h 277 1 155 0 0 0 0 288 40 349 286 0
Peak Hour Factor 0.88 0.88 1.00 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 315 1 155 0 0 0 0 327 45 397 325 0
Number of Lanes 0 1 1 0 0 0 0 1 1 1 1 0
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay 22.8 23.2 30

HCM LOS C C D

Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1 SBLn2
Vol Left, % 0% 0% 100% 0% 100% 0%
Vol Thru, % 100% 0% 0% 0% 0% 100%
Vol Right, % 0% 100% 0% 100% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 288 40 278 155 349 286
LT Vol 0 0 277 0 349 0
Through Vol 288 0 1 0 0 286
RT Vol 0 40 0 155 0 0
Lane Flow Rate 327 45 316 155 397 325
Geometry Grp 7 7 7 7 7 7
Degree of Util (X) 0.683 0.086 0.706 0.294 0.829 0.632
Departure Headway (Hd) 7.513 6.792 8.048 6.822 7.525 7.001 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 481 528 452 529 484 517
Service Time 5.25 4.529 5.757 4.532 5.247 4.734
HCM Lane V/C Ratio 0.68 0.085 0.699 0.293 0.82 0.629
HCM Control Delay 25 10.2 27.9 12.4 37.3 21
HCM Lane LOS C B D B E C
HCM 95th-tile Q 5.1 0.3 5.4 1.2 8.1 4.3
978
HCM 6th AWSC
2: Shirk Road & SR 198 WB Ramps 05/22/2022
Opening Year No Project 09/07/2021 PM Peak Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Intersection Delay, s/veh 83
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 39 3 258 92 470 0 0 604 182
Future Vol, veh/h 0 0 0 39 3 258 92 470 0 0 604 182
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.92 0.92 0.92 0.89 0.89 0.89 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 0 0 0 44 3 290 100 511 0 0 679 204
Number of Lanes 0 0 0 0 1 1 1 1 0 0 1 1
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left NB WB
Conflicting Lanes Left 2 0 2
Conflicting Approach Right SB WB
Conflicting Lanes Right 2 2 0
HCM Control Delay 18.6 52.5 128.6

HCM LOS C F F

Lane NBLn1 NBLn2 WBLn1 WBLn2 SBLn1 SBLn2
Vol Left, % 100% 0% 93% 0% 0% 0%
Vol Thru, % 0% 100% 7% 0% 100% 0%
Vol Right, % 0% 0% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 92 470 42 258 604 182
LT Vol 92 0 39 0 0 0
Through Vol 0 470 3 0 604 0
RT Vol 0 0 0 258 0 182
Lane Flow Rate 100 511 47 290 679 204
Geometry Grp 7 7 7 7 7 7
Degree of Util (X) 0.204 0.972 0.108 0.568 1.285 0.347
Departure Headway (Hd) 7.755 7.241 8.689 7.485 6.818 6.102 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 466 506 415 484 536 587
Service Time 5.455 4.941 6.389 5.185 4.58 3.863
HCM Lane V/C Ratio 0.215 1.01 0.113 0.599 1.267 0.348
HCM Control Delay 12.4 60.3 12.4 19.6 163.7 12.1
HCM Lane LOS B F B C F B
HCM 95th-tile Q 0.8 12.6 0.4 3.5 27.7 1.5
979
HCM 6th TWSC
3: Shirk Road & Hillsdale Avenue 05/22/2022
Opening Year No Project 09/07/2021 PM Peak Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Int Delay, s/veh 1.5
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 33 21 637 94 25 753
Future Vol, veh/h 33 21 637 94 25 753
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 125 - 100 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 37 23 708 104 28 837
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1601 708 0 0 812 0
Stage 1 708 - - - - -
Stage 2 893 - - - - -
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 116 433 - - 810 -
Stage 1 486 - - - - -
Stage 2 398 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 108 433 - - 810 -
Mov Cap-2 Maneuver 108 - - - - -
Stage 1 486 - - - - -
Stage 2 372 - - - - -
Approach WB NB SB
HCM Control Delay, s 38.7 0 0.3

HCM LOS E
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 108 433 810 -
HCM Lane V/C Ratio - - 0.34 0.054 0.034 -
HCM Control Delay (s) - - 54.6 13.8 9.6 0
HCM Lane LOS - - F B A A
HCM 95th %tile Q(veh) - - 1.3 0.2 0.1 -
980
HCM 6th TWSC
4: Shirk Road & School Avenue 05/22/2022
Opening Year No Project 09/07/2021 PM Peak Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Int Delay, s/veh 0.3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 11 1 634 26 0 767
Future Vol, veh/h 11 1 634 26 0 767
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - 225 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 91 91 91 91 91 91
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 12 1 697 29 0 843
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1540 697 0 0 726 0
Stage 1 697 - - - - -
Stage 2 843 - - - - -
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 126 439 - - 872 -
Stage 1 492 - - - - -
Stage 2 420 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 126 439 - - 872 -
Mov Cap-2 Maneuver 126 - - - - -
Stage 1 492 - - - - -
Stage 2 420 - - - - -
Approach WB NB SB
HCM Control Delay, s 34.8 0 0

HCM LOS D
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 134 872 -
HCM Lane V/C Ratio - - 0.098 - -
HCM Control Delay (s) - - 34.8 0 -
HCM Lane LOS - - D A -
HCM 95th %tile Q(veh) - - 0.3 0 -
981
HCM 6th TWSC
6: Shirk Road & Allen Avenue 05/22/2022
Opening Year No Project 09/07/2021 PM Peak Synchro 10 Report VRPA Technologies, Inc. Page 3
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 570 727 0
Future Vol, veh/h 0 0 0 570 727 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 200 - - 200
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 0 0 0 620 790 0
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1410 790 790 0 - 0
Stage 1 790 - - - - -
Stage 2 620 - - - - -
Critical Hdwy 6.43 6.23 4.13 - - -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 2.227 - - -
Pot Cap-1 Maneuver 152 389 826 - - -
Stage 1 445 - - - - -
Stage 2 535 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 152 389 826 - - -
Mov Cap-2 Maneuver 152 - - - - -
Stage 1 445 - - - - -
Stage 2 535 - - - - -
Approach EB NB SB
HCM Control Delay, s 0 0 0

HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 826 - - - -
HCM Lane V/C Ratio - - - - -
HCM Control Delay (s) 0 - 0 - -
HCM Lane LOS A - A - -
HCM 95th %tile Q(veh) 0 - - - -
982
HCM 6th TWSC
8: Road 88 & Project Driveway 05/22/2022
Opening Year No Project 09/07/2021 PM Peak Synchro 10 Report VRPA Technologies, Inc. Page 4
Intersection
Int Delay, s/veh 0
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 0 26 0 0 20
Future Vol, veh/h 0 0 26 0 0 20
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 0 0 28 0 0 22
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 50 28 0 0 28 0
Stage 1 28 - - - - -
Stage 2 22 - - - - -
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 957 1044 - - 1579 -
Stage 1 992 - - - - -
Stage 2 998 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 957 1044 - - 1579 -
Mov Cap-2 Maneuver 957 - - - - -
Stage 1 992 - - - - -
Stage 2 998 - - - - -
Approach WB NB SB
HCM Control Delay, s 0 0 0

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - - 1579 -
HCM Lane V/C Ratio - - - - -
HCM Control Delay (s) - - 0 0 -
HCM Lane LOS - - A A -
HCM 95th %tile Q(veh) - - - 0 -
983
HCM 6th TWSC
9: Road 88 & Goshen Avenue 05/22/2022
Opening Year No Project 09/07/2021 PM Peak Synchro 10 Report VRPA Technologies, Inc. Page 5
Intersection
Int Delay, s/veh 1.3
Movement EBU EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 9 462 51 36 196 19 13
Future Vol, veh/h 9 462 51 36 196 19 13
Conflicting Peds, #/hr 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Stop Stop
RT Channelized - - None - None - None
Storage Length 200 - - 200 - 0 -
Veh in Median Storage, # - 0 - - 0 0 -
Grade, % - 0 - - 0 0 -
Peak Hour Factor 72 72 72 72 72 72 72
Heavy Vehicles, % 3 3 3 3 3 3 3
Mvmt Flow 13 642 71 50 272 26 18
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 272 0 0 713 0 940 357
Stage 1 - - - - - 704 -
Stage 2 - - - - - 236 -
Critical Hdwy 6.46 - - 4.16 - 6.86 6.96
Critical Hdwy Stg 1 - - - - - 5.86 -
Critical Hdwy Stg 2 - - - - - 5.86 -
Follow-up Hdwy 2.53 - - 2.23 - 3.53 3.33
Pot Cap-1 Maneuver 960 - - 876 - 260 637
Stage 1 - - - - - 449 -
Stage 2 - - - - - 778 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 960 - - 876 - 242 637
Mov Cap-2 Maneuver - - - - - 242 -
Stage 1 - - - - - 443 -
Stage 2 - - - - - 734 -
Approach EB WB NB
HCM Control Delay, s 0.2 1.5 17.9

HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBU EBT EBR WBL WBT
Capacity (veh/h) 323 960 - - 876 -
HCM Lane V/C Ratio 0.138 0.013 - - 0.057 -
HCM Control Delay (s) 17.9 8.8 - - 9.4 -
HCM Lane LOS C A - - A -
HCM 95th %tile Q(veh) 0.5 0 - - 0.2 -
984
HCM 6th Signalized Intersection Summary
5: Shirk Road & Hurley Avenue 05/22/2022
Opening Year No Project 09/07/2021 PM Peak Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 46 45 559 73 54 720
Future Volume (veh/h) 46 45 559 73 54 720
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 52 51 628 82 61 809
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89
Percent Heavy Veh, % 3 3 3 3 3 3
Cap, veh/h 159 141 1200 1017 98 1429
Arrive On Green 0.09 0.09 0.65 0.65 0.06 0.77
Sat Flow, veh/h 1767 1572 1856 1572 1767 1856
Grp Volume(v), veh/h 52 51 628 82 61 809
Grp Sat Flow(s),veh/h/ln 1767 1572 1856 1572 1767 1856
Q Serve(g_s), s 2.2 2.4 14.4 1.6 2.7 14.2
Cycle Q Clear(g_c), s 2.2 2.4 14.4 1.6 2.7 14.2
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 159 141 1200 1017 98 1429
V/C Ratio(X) 0.33 0.36 0.52 0.08 0.62 0.57
Avail Cap(c_a), veh/h 389 346 1200 1017 256 1429
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 34.1 34.2 7.5 5.3 36.9 3.7
Incr Delay (d2), s/veh 1.2 1.5 1.6 0.2 6.2 1.6
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.0 1.0 4.6 0.4 1.3 3.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.3 35.8 9.2 5.4 43.2 5.4
LnGrp LOS D D A A D A
Approach Vol, veh/h 103 710 870
Approach Delay, s/veh 35.6 8.7 8.0
Approach LOS D A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 9.9 57.5 67.4 12.6
Change Period (Y+Rc), s 5.4 5.8 * 5.8 5.4
Max Green Setting (Gmax), s 11.6 44.2 * 62 17.6
Max Q Clear Time (g_c+I1), s 4.7 16.4 16.2 4.4
Green Ext Time (p_c), s 0.0 4.3 6.7 0.2
Intersection Summary
HCM 6th Ctrl Delay 10.0
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 985
HCM 6th Signalized Intersection Summary
7: Shirk Road & Goshen Avenue 05/22/2022
Opening Year No Project 09/07/2021 PM Peak Synchro 10 Report VRPA Technologies, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 53 276 159 28 111 33 81 369 79 71 491 39 Future Volume (veh/h) 53 276 159 28 111 33 81 369 79 71 491 39 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 65 337 194 34 135 40 99 450 96 87 599 48 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 229 417 235 64 347 155 127 883 748 109 865 733 Arrive On Green 0.13 0.19 0.19 0.04 0.10 0.10 0.07 0.48 0.48 0.06 0.47 0.47 Sat Flow, veh/h 1767 2172 1226 1767 3526 1572 1767 1856 1572 1767 1856 1572 Grp Volume(v), veh/h 65 272 259 34 135 40 99 450 96 87 599 48 Grp Sat Flow(s),veh/h/ln 1767 1763 1635 1767 1763 1572 1767 1856 1572 1767 1856 1572 Q Serve(g_s), s 3.4 15.0 15.5 1.9 3.7 2.4 5.6 17.1 2.5 4.9 25.9 0.9 Cycle Q Clear(g_c), s 3.4 15.0 15.5 1.9 3.7 2.4 5.6 17.1 2.5 4.9 25.9 0.9 Prop In Lane 1.00 0.75 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 229 338 314 64 347 155 127 883 748 109 865 733 V/C Ratio(X) 0.28 0.81 0.83 0.53 0.39 0.26 0.78 0.51 0.13 0.79 0.69 0.07 Avail Cap(c_a), veh/h 229 485 450 235 1227 547 358 883 748 109 865 733 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 40.0 39.3 39.5 48.1 43.0 42.4 46.4 18.4 7.4 47.1 21.4 4.3 Incr Delay (d2), s/veh 0.7 6.4 8.2 6.6 0.7 0.9 10.0 2.1 0.4 32.1 4.5 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.4 6.7 6.5 0.9 1.5 0.9 2.7 7.3 1.2 3.1 11.5 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 40.6 45.7 47.7 54.7 43.7 43.3 56.4 20.5 7.8 79.1 25.9 4.5 LnGrp LOS D D D D D D E C A E C A
Approach Vol, veh/h 596 209 645 734
Approach Delay, s/veh 46.0 45.4 24.1 30.8
Approach LOS D D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.7 53.8 10.2 26.0 12.7 52.8 19.7 16.5 Change Period (Y+Rc), s 5.4 5.4 6.5 6.5 5.4 5.4 6.5 6.5 Max Green Setting (Gmax), s 6.3 48.4 13.5 28.0 20.6 34.1 6.1 35.4 Max Q Clear Time (g_c+I1), s 6.9 19.1 3.9 17.5 7.6 27.9 5.4 5.7 Green Ext Time (p_c), s 0.0 3.1 0.0 2.0 0.2 2.0 0.0 0.8 Intersection Summary
HCM 6th Ctrl Delay 34.4
HCM 6th LOS C
986
HCM 6th AWSC
1: Shirk Road & SR 198 EB Ramps 05/22/2022
Opening Year Plus Project 09/07/2021 AM Peak Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Intersection Delay, s/veh 24.1
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 187 2 86 0 0 0 0 360 87 363 286 0
Future Vol, veh/h 187 2 86 0 0 0 0 360 87 363 286 0
Peak Hour Factor 0.88 0.88 1.00 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 213 2 86 0 0 0 0 409 99 413 325 0
Number of Lanes 0 1 1 0 0 0 0 1 1 1 1 0
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay 16.1 25.7 26.2

HCM LOS C D D

Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1 SBLn2
Vol Left, % 0% 0% 99% 0% 100% 0%
Vol Thru, % 100% 0% 1% 0% 0% 100%
Vol Right, % 0% 100% 0% 100% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 360 87 189 86 363 286
LT Vol 0 0 187 0 363 0
Through Vol 360 0 2 0 0 286
RT Vol 0 87 0 86 0 0
Lane Flow Rate 409 99 215 86 412 325
Geometry Grp 7 7 7 7 7 7
Degree of Util (X) 0.775 0.168 0.482 0.164 0.802 0.586
Departure Headway (Hd) 6.817 6.102 8.083 6.86 6.996 6.486 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 528 583 445 519 516 553
Service Time 4.606 3.89 5.867 4.643 4.778 4.268
HCM Lane V/C Ratio 0.775 0.17 0.483 0.166 0.798 0.588
HCM Control Delay 29.5 10.1 18.2 11 32.6 18.1
HCM Lane LOS D B C B D C
HCM 95th-tile Q 7 0.6 2.6 0.6 7.6 3.8
987
HCM 6th AWSC
2: Shirk Road & SR 198 WB Ramps 05/22/2022
Opening Year Plus Project 09/07/2021 AM Peak Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Intersection Delay, s/veh 95.1
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 52 2 392 140 399 0 0 591 298
Future Vol, veh/h 0 0 0 52 2 392 140 399 0 0 591 298
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.92 0.92 0.92 0.89 0.89 0.89 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 0 0 0 58 2 440 152 434 0 0 664 335
Number of Lanes 0 0 0 0 1 1 1 1 0 0 1 1
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left NB WB
Conflicting Lanes Left 2 0 2
Conflicting Approach Right SB WB
Conflicting Lanes Right 2 2 0
HCM Control Delay 41.7 43.6 152.1

HCM LOS E E F

Lane NBLn1 NBLn2 WBLn1 WBLn2 SBLn1 SBLn2
Vol Left, % 100% 0% 96% 0% 0% 0%
Vol Thru, % 0% 100% 4% 0% 100% 0%
Vol Right, % 0% 0% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 140 399 54 392 591 298
LT Vol 140 0 52 0 0 0
Through Vol 0 399 2 0 591 0
RT Vol 0 0 0 392 0 298
Lane Flow Rate 152 434 61 440 664 335
Geometry Grp 7 7 7 7 7 7
Degree of Util (X) 0.344 0.919 0.142 0.884 1.41 0.635
Departure Headway (Hd) 8.642 8.123 8.943 7.723 7.645 6.822 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 418 451 403 471 478 526
Service Time 6.342 5.823 6.643 5.423 5.345 4.622
HCM Lane V/C Ratio 0.364 0.962 0.151 0.934 1.389 0.637
HCM Control Delay 15.8 53.4 13.1 45.6 218.2 20.9
HCM Lane LOS C F B E F C
HCM 95th-tile Q 1.5 10.3 0.5 9.5 31.9 4.4
988
HCM 6th TWSC
3: Shirk Road & Hillsdale Avenue 05/22/2022
Opening Year Plus Project 09/07/2021 AM Peak Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Int Delay, s/veh 5.2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 60 23 738 51 22 833
Future Vol, veh/h 60 23 738 51 22 833
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 125 - 100 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 67 26 820 57 24 926
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1794 820 0 0 877 0
Stage 1 820 - - - - -
Stage 2 974 - - - - -
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 88 373 - - 766 -
Stage 1 431 - - - - -
Stage 2 365 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 82 373 - - 766 -
Mov Cap-2 Maneuver 82 - - - - -
Stage 1 431 - - - - -
Stage 2 342 - - - - -
Approach WB NB SB
HCM Control Delay, s 105.8 0 0.3

HCM LOS F
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 82 373 766 -
HCM Lane V/C Ratio - - 0.813 0.069 0.032 -
HCM Control Delay (s) - - 140.4 15.4 9.9 0
HCM Lane LOS - - F C A A
HCM 95th %tile Q(veh) - - 4.1 0.2 0.1 -
989
HCM 6th TWSC
4: Shirk Road & School Avenue 05/22/2022
Opening Year Plus Project 09/07/2021 AM Peak Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Int Delay, s/veh 1.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 26 6 744 15 7 833
Future Vol, veh/h 26 6 744 15 7 833
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - 225 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 91 91 91 91 91 91
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 29 7 818 16 8 915
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1749 818 0 0 834 0
Stage 1 818 - - - - -
Stage 2 931 - - - - -
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 94 374 - - 795 -
Stage 1 432 - - - - -
Stage 2 382 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 92 374 - - 795 -
Mov Cap-2 Maneuver 92 - - - - -
Stage 1 432 - - - - -
Stage 2 374 - - - - -
Approach WB NB SB
HCM Control Delay, s 54.3 0 0.1

HCM LOS F
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 107 795 -
HCM Lane V/C Ratio - - 0.329 0.01 -
HCM Control Delay (s) - - 54.3 9.6 0
HCM Lane LOS - - F A A
HCM 95th %tile Q(veh) - - 1.3 0 -
990
HCM 6th TWSC
6: Shirk Road & Allen Avenue 05/22/2022
Opening Year Plus Project 09/07/2021 AM Peak Synchro 10 Report VRPA Technologies, Inc. Page 3
Intersection
Int Delay, s/veh 1.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 105 0 735 667 39
Future Vol, veh/h 0 105 0 735 667 39
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 200 - - 200
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 0 114 0 799 725 42
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1524 725 767 0 - 0
Stage 1 725 - - - - -
Stage 2 799 - - - - -
Critical Hdwy 6.43 6.23 4.13 - - -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 2.227 - - -
Pot Cap-1 Maneuver 129 423 842 - - -
Stage 1 478 - - - - -
Stage 2 441 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 129 423 842 - - -
Mov Cap-2 Maneuver 129 - - - - -
Stage 1 478 - - - - -
Stage 2 441 - - - - -
Approach EB NB SB
HCM Control Delay, s 16.6 0 0

HCM LOS C
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 842 - 423 - -
HCM Lane V/C Ratio - - 0.27 - -
HCM Control Delay (s) 0 - 16.6 - -
HCM Lane LOS A - C - -
HCM 95th %tile Q(veh) 0 - 1.1 - -
991
HCM 6th TWSC
8: Road 88 & Project Driveway 05/22/2022
Opening Year Plus Project 09/07/2021 AM Peak Synchro 10 Report VRPA Technologies, Inc. Page 4
Intersection
Int Delay, s/veh 3.9
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 26 19 0 4 16
Future Vol, veh/h 0 26 19 0 4 16
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 0 28 21 0 4 17
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 46 21 0 0 21 0
Stage 1 21 - - - - -
Stage 2 25 - - - - -
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 962 1054 - - 1588 -
Stage 1 999 - - - - -
Stage 2 995 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 959 1054 - - 1588 -
Mov Cap-2 Maneuver 959 - - - - -
Stage 1 999 - - - - -
Stage 2 992 - - - - -
Approach WB NB SB
HCM Control Delay, s 8.5 0 1.5

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 1054 1588 -
HCM Lane V/C Ratio - - 0.027 0.003 -
HCM Control Delay (s) - - 8.5 7.3 0
HCM Lane LOS - - A A A
HCM 95th %tile Q(veh) - - 0.1 0 -
992
HCM 6th TWSC
9: Road 88 & Goshen Avenue 05/22/2022
Opening Year Plus Project 09/07/2021 AM Peak Synchro 10 Report VRPA Technologies, Inc. Page 5
Intersection
Int Delay, s/veh 1.9
Movement EBU EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 3 323 83 88 406 21 36
Future Vol, veh/h 3 323 83 88 406 21 36
Conflicting Peds, #/hr 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Stop Stop
RT Channelized - - None - None - None
Storage Length 200 - - 200 - 0 -
Veh in Median Storage, # - 0 - - 0 0 -
Grade, % - 0 - - 0 0 -
Peak Hour Factor 72 72 72 72 72 72 72
Heavy Vehicles, % 3 3 3 3 3 3 3
Mvmt Flow 4 449 115 122 564 29 50
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 564 0 0 564 0 1041 282
Stage 1 - - - - - 515 -
Stage 2 - - - - - 526 -
Critical Hdwy 6.46 - - 4.16 - 6.86 6.96
Critical Hdwy Stg 1 - - - - - 5.86 -
Critical Hdwy Stg 2 - - - - - 5.86 -
Follow-up Hdwy 2.53 - - 2.23 - 3.53 3.33
Pot Cap-1 Maneuver 626 - - 997 - 224 712
Stage 1 - - - - - 562 -
Stage 2 - - - - - 554 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 626 - - 997 - 196 712
Mov Cap-2 Maneuver - - - - - 196 -
Stage 1 - - - - - 559 -
Stage 2 - - - - - 486 -
Approach EB WB NB
HCM Control Delay, s 0.1 1.6 17.8

HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBU EBT EBR WBL WBT
Capacity (veh/h) 361 626 - - 997 -
HCM Lane V/C Ratio 0.219 0.007 - - 0.123 -
HCM Control Delay (s) 17.8 10.8 - - 9.1 -
HCM Lane LOS C B - - A -
HCM 95th %tile Q(veh) 0.8 0 - - 0.4 -
993
HCM 6th Signalized Intersection Summary
5: Shirk Road & Hurley Avenue 05/22/2022
Opening Year Plus Project 09/07/2021 AM Peak Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 174 138 666 80 131 665
Future Volume (veh/h) 174 138 666 80 131 665
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 196 155 748 90 147 747
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89
Percent Heavy Veh, % 3 3 3 3 3 3
Cap, veh/h 244 217 1044 884 182 1353
Arrive On Green 0.14 0.14 0.56 0.56 0.10 0.73
Sat Flow, veh/h 1767 1572 1856 1572 1767 1856
Grp Volume(v), veh/h 196 155 748 90 147 747
Grp Sat Flow(s),veh/h/ln 1767 1572 1856 1572 1767 1856
Q Serve(g_s), s 9.1 8.0 25.0 2.2 6.9 15.4
Cycle Q Clear(g_c), s 9.1 8.0 25.0 2.2 6.9 15.4
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 244 217 1044 884 182 1353
V/C Ratio(X) 0.80 0.71 0.72 0.10 0.81 0.55
Avail Cap(c_a), veh/h 368 328 1044 884 243 1353
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 35.3 34.8 13.5 8.6 37.1 5.2
Incr Delay (d2), s/veh 7.4 4.3 4.2 0.2 13.9 1.6
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.2 3.2 9.6 0.7 3.5 4.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 42.6 39.1 17.8 8.8 51.0 6.8
LnGrp LOS D D B A D A
Approach Vol, veh/h 351 838 894
Approach Delay, s/veh 41.1 16.8 14.1
Approach LOS D B B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 14.1 53.3 67.4 17.1
Change Period (Y+Rc), s 5.4 5.8 * 5.8 5.4
Max Green Setting (Gmax), s 11.6 44.2 * 62 17.6
Max Q Clear Time (g_c+I1), s 8.9 27.0 17.4 11.1
Green Ext Time (p_c), s 0.1 4.8 5.9 0.6
Intersection Summary
HCM 6th Ctrl Delay 19.7
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 994
HCM 6th Signalized Intersection Summary
7: Shirk Road & Goshen Avenue 05/22/2022
Opening Year Plus Project 09/07/2021 AM Peak Synchro 10 Report VRPA Technologies, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 41 172 216 91 241 51 263 297 106 33 346 57 Future Volume (veh/h) 41 172 216 91 241 51 263 297 106 33 346 57 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 50 210 263 111 294 62 321 362 129 40 422 70 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 81 353 315 134 813 362 351 751 637 125 514 435 Arrive On Green 0.05 0.20 0.20 0.08 0.23 0.23 0.20 0.40 0.40 0.07 0.28 0.28 Sat Flow, veh/h 1767 1763 1572 1767 3526 1572 1767 1856 1572 1767 1856 1572 Grp Volume(v), veh/h 50 210 263 111 294 62 321 362 129 40 422 70 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1767 1763 1572 1767 1856 1572 1767 1856 1572 Q Serve(g_s), s 2.7 10.4 15.4 5.9 6.7 2.3 17.1 13.9 5.1 2.1 20.4 3.2 Cycle Q Clear(g_c), s 2.7 10.4 15.4 5.9 6.7 2.3 17.1 13.9 5.1 2.1 20.4 3.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 81 353 315 134 813 362 351 751 637 125 514 435 V/C Ratio(X) 0.61 0.59 0.83 0.83 0.36 0.17 0.91 0.48 0.20 0.32 0.82 0.16 Avail Cap(c_a), veh/h 110 514 458 134 1075 480 355 751 637 129 514 435 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 45.0 34.9 36.9 43.8 31.0 16.5 37.7 21.1 18.5 42.4 32.5 26.3 Incr Delay (d2), s/veh 7.3 1.6 8.6 32.8 0.3 0.2 27.1 2.2 0.7 1.5 13.8 0.8 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 4.3 6.2 3.7 2.7 1.1 9.7 6.1 1.8 0.9 10.7 1.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 52.3 36.5 45.4 76.5 31.3 16.7 64.7 23.3 19.2 43.9 46.3 27.1 LnGrp LOS D D D E C B E C B D D C
Approach Vol, veh/h 523 467 812 532
Approach Delay, s/veh 42.5 40.1 39.1 43.6
Approach LOS D D D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 12.2 44.3 13.8 25.8 24.5 32.0 10.9 28.6 Change Period (Y+Rc), s 5.4 5.4 6.5 6.5 5.4 5.4 6.5 6.5 Max Green Setting (Gmax), s 7.0 38.9 7.3 28.0 19.3 26.6 6.0 29.3 Max Q Clear Time (g_c+I1), s 4.1 15.9 7.9 17.4 19.1 22.4 4.7 8.7 Green Ext Time (p_c), s 0.0 2.4 0.0 1.8 0.0 1.0 0.0 1.7 Intersection Summary
HCM 6th Ctrl Delay 41.1
HCM 6th LOS D
995
HCM 6th AWSC
1: Shirk Road & SR 198 EB Ramps 05/22/2022
Opening Year Plus Project 09/07/2021 PM Peak Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Intersection Delay, s/veh 34.8
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 307 1 155 0 0 0 0 295 40 388 290 0
Future Vol, veh/h 307 1 155 0 0 0 0 295 40 388 290 0
Peak Hour Factor 0.88 0.88 1.00 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 349 1 155 0 0 0 0 335 45 441 330 0
Number of Lanes 0 1 1 0 0 0 0 1 1 1 1 0
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay 29.1 26.4 42.6

HCM LOS D D E

Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1 SBLn2
Vol Left, % 0% 0% 100% 0% 100% 0%
Vol Thru, % 100% 0% 0% 0% 0% 100%
Vol Right, % 0% 100% 0% 100% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 295 40 308 155 388 290
LT Vol 0 0 307 0 388 0
Through Vol 295 0 1 0 0 290
RT Vol 0 40 0 155 0 0
Lane Flow Rate 335 45 350 155 441 330
Geometry Grp 7 7 7 7 7 7
Degree of Util (X) 0.725 0.089 0.798 0.301 0.947 0.661
Departure Headway (Hd) 7.781 7.058 8.211 6.983 7.73 7.216 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 466 508 445 518 472 501
Service Time 5.525 4.802 5.911 4.683 5.47 4.956
HCM Lane V/C Ratio 0.719 0.089 0.787 0.299 0.934 0.659
HCM Control Delay 28.5 10.5 36.3 12.7 57.3 23
HCM Lane LOS D B E B F C
HCM 95th-tile Q 5.8 0.3 7.2 1.3 11.4 4.8
996
HCM 6th AWSC
2: Shirk Road & SR 198 WB Ramps 05/22/2022
Opening Year Plus Project 09/07/2021 PM Peak Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Intersection Delay, s/veh 117.4
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 39 3 324 92 507 0 0 648 200
Future Vol, veh/h 0 0 0 39 3 324 92 507 0 0 648 200
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.92 0.92 0.92 0.89 0.89 0.89 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 0 0 0 44 3 364 100 551 0 0 728 225
Number of Lanes 0 0 0 0 1 1 1 1 0 0 1 1
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left NB WB
Conflicting Lanes Left 2 0 2
Conflicting Approach Right SB WB
Conflicting Lanes Right 2 2 0
HCM Control Delay 26.3 86.5 177.8

HCM LOS D F F

Lane NBLn1 NBLn2 WBLn1 WBLn2 SBLn1 SBLn2
Vol Left, % 100% 0% 93% 0% 0% 0%
Vol Thru, % 0% 100% 7% 0% 100% 0%
Vol Right, % 0% 0% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 92 507 42 324 648 200
LT Vol 92 0 39 0 0 0
Through Vol 0 507 3 0 648 0
RT Vol 0 0 0 324 0 200
Lane Flow Rate 100 551 47 364 728 225
Geometry Grp 7 7 7 7 7 7
Degree of Util (X) 0.214 1.103 0.109 0.722 1.437 0.4
Departure Headway (Hd) 8.252 7.735 8.947 7.738 7.365 6.644 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 438 474 403 470 502 546
Service Time 5.952 5.435 6.647 5.438 5.065 4.344
HCM Lane V/C Ratio 0.228 1.162 0.117 0.774 1.45 0.412
HCM Control Delay 13.2 99.8 12.7 28.1 228.5 13.7
HCM Lane LOS B F B D F B
HCM 95th-tile Q 0.8 17.2 0.4 5.7 34.4 1.9
997
HCM 6th TWSC
3: Shirk Road & Hillsdale Avenue 05/22/2022
Opening Year Plus Project 09/07/2021 PM Peak Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Int Delay, s/veh 1.8
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 33 21 740 94 25 814
Future Vol, veh/h 33 21 740 94 25 814
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 125 - 100 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 37 23 822 104 28 904
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1782 822 0 0 926 0
Stage 1 822 - - - - -
Stage 2 960 - - - - -
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 90 372 - - 734 -
Stage 1 430 - - - - -
Stage 2 370 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 83 372 - - 734 -
Mov Cap-2 Maneuver 83 - - - - -
Stage 1 430 - - - - -
Stage 2 342 - - - - -
Approach WB NB SB
HCM Control Delay, s 54.2 0 0.3

HCM LOS F
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 83 372 734 -
HCM Lane V/C Ratio - - 0.442 0.063 0.038 -
HCM Control Delay (s) - - 79 15.3 10.1 0
HCM Lane LOS - - F C B A
HCM 95th %tile Q(veh) - - 1.8 0.2 0.1 -
998
HCM 6th TWSC
4: Shirk Road & School Avenue 05/22/2022
Opening Year Plus Project 09/07/2021 PM Peak Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Int Delay, s/veh 0.3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 11 1 737 26 0 828
Future Vol, veh/h 11 1 737 26 0 828
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - 225 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 91 91 91 91 91 91
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 12 1 810 29 0 910
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1720 810 0 0 839 0
Stage 1 810 - - - - -
Stage 2 910 - - - - -
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 98 378 - - 791 -
Stage 1 436 - - - - -
Stage 2 391 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 98 378 - - 791 -
Mov Cap-2 Maneuver 98 - - - - -
Stage 1 436 - - - - -
Stage 2 391 - - - - -
Approach WB NB SB
HCM Control Delay, s 44.6 0 0

HCM LOS E
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 104 791 -
HCM Lane V/C Ratio - - 0.127 - -
HCM Control Delay (s) - - 44.6 0 -
HCM Lane LOS - - E A -
HCM 95th %tile Q(veh) - - 0.4 0 -
999
HCM 6th TWSC
6: Shirk Road & Allen Avenue 05/22/2022
Opening Year Plus Project 09/07/2021 PM Peak Synchro 10 Report VRPA Technologies, Inc. Page 3
Intersection
Int Delay, s/veh 0.7
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 70 0 685 726 132
Future Vol, veh/h 0 70 0 685 726 132
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 200 - - 200
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 0 76 0 745 789 143
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1534 789 932 0 - 0
Stage 1 789 - - - - -
Stage 2 745 - - - - -
Critical Hdwy 6.43 6.23 4.13 - - -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 2.227 - - -
Pot Cap-1 Maneuver 127 389 730 - - -
Stage 1 446 - - - - -
Stage 2 467 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 127 389 730 - - -
Mov Cap-2 Maneuver 127 - - - - -
Stage 1 446 - - - - -
Stage 2 467 - - - - -
Approach EB NB SB
HCM Control Delay, s 16.5 0 0

HCM LOS C
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 730 - 389 - -
HCM Lane V/C Ratio - - 0.196 - -
HCM Control Delay (s) 0 - 16.5 - -
HCM Lane LOS A - C - -
HCM 95th %tile Q(veh) 0 - 0.7 - -
1000
HCM 6th TWSC
8: Road 88 & Project Driveway 05/22/2022
Opening Year Plus Project 09/07/2021 PM Peak Synchro 10 Report VRPA Technologies, Inc. Page 4
Intersection
Int Delay, s/veh 3.2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 17 27 0 15 20
Future Vol, veh/h 0 17 27 0 15 20
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 0 18 29 0 16 22
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 83 29 0 0 29 0
Stage 1 29 - - - - -
Stage 2 54 - - - - -
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 916 1043 - - 1578 -
Stage 1 991 - - - - -
Stage 2 966 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 907 1043 - - 1578 -
Mov Cap-2 Maneuver 907 - - - - -
Stage 1 991 - - - - -
Stage 2 956 - - - - -
Approach WB NB SB
HCM Control Delay, s 8.5 0 3.1

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 1043 1578 -
HCM Lane V/C Ratio - - 0.018 0.01 -
HCM Control Delay (s) - - 8.5 7.3 0
HCM Lane LOS - - A A A
HCM 95th %tile Q(veh) - - 0.1 0 -
1001
HCM 6th TWSC
9: Road 88 & Goshen Avenue 05/22/2022
Opening Year Plus Project 09/07/2021 PM Peak Synchro 10 Report VRPA Technologies, Inc. Page 5
Intersection
Int Delay, s/veh 1.6
Movement EBU EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 9 462 58 43 196 23 26
Future Vol, veh/h 9 462 58 43 196 23 26
Conflicting Peds, #/hr 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Stop Stop
RT Channelized - - None - None - None
Storage Length 200 - - 200 - 0 -
Veh in Median Storage, # - 0 - - 0 0 -
Grade, % - 0 - - 0 0 -
Peak Hour Factor 72 72 72 72 72 72 72
Heavy Vehicles, % 3 3 3 3 3 3 3
Mvmt Flow 13 642 81 60 272 32 36
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 272 0 0 723 0 965 362
Stage 1 - - - - - 709 -
Stage 2 - - - - - 256 -
Critical Hdwy 6.46 - - 4.16 - 6.86 6.96
Critical Hdwy Stg 1 - - - - - 5.86 -
Critical Hdwy Stg 2 - - - - - 5.86 -
Follow-up Hdwy 2.53 - - 2.23 - 3.53 3.33
Pot Cap-1 Maneuver 960 - - 869 - 251 632
Stage 1 - - - - - 446 -
Stage 2 - - - - - 760 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 960 - - 869 - 230 632
Mov Cap-2 Maneuver - - - - - 230 -
Stage 1 - - - - - 440 -
Stage 2 - - - - - 708 -
Approach EB WB NB
HCM Control Delay, s 0.1 1.7 17.9

HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBU EBT EBR WBL WBT
Capacity (veh/h) 347 960 - - 869 -
HCM Lane V/C Ratio 0.196 0.013 - - 0.069 -
HCM Control Delay (s) 17.9 8.8 - - 9.4 -
HCM Lane LOS C A - - A -
HCM 95th %tile Q(veh) 0.7 0 - - 0.2 -
1002
HCM 6th Signalized Intersection Summary
5: Shirk Road & Hurley Avenue 05/22/2022
Opening Year Plus Project 09/07/2021 PM Peak Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 46 60 662 73 62 781
Future Volume (veh/h) 46 60 662 73 62 781
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 52 67 744 82 70 878
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89
Percent Heavy Veh, % 3 3 3 3 3 3
Cap, veh/h 164 146 1190 1009 104 1425
Arrive On Green 0.09 0.09 0.64 0.64 0.06 0.77
Sat Flow, veh/h 1767 1572 1856 1572 1767 1856
Grp Volume(v), veh/h 52 67 744 82 70 878
Grp Sat Flow(s),veh/h/ln 1767 1572 1856 1572 1767 1856
Q Serve(g_s), s 2.2 3.2 19.3 1.6 3.1 16.7
Cycle Q Clear(g_c), s 2.2 3.2 19.3 1.6 3.1 16.7
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 164 146 1190 1009 104 1425
V/C Ratio(X) 0.32 0.46 0.63 0.08 0.67 0.62
Avail Cap(c_a), veh/h 388 345 1190 1009 255 1425
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 34.0 34.5 8.6 5.4 37.0 4.1
Incr Delay (d2), s/veh 1.1 2.3 2.5 0.2 7.2 2.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.0 1.3 6.3 0.4 1.5 3.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.1 36.7 11.1 5.6 44.2 6.1
LnGrp LOS D D B A D A
Approach Vol, veh/h 119 826 948
Approach Delay, s/veh 36.0 10.6 8.9
Approach LOS D B A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 10.1 57.3 67.4 12.8
Change Period (Y+Rc), s 5.4 5.8 * 5.8 5.4
Max Green Setting (Gmax), s 11.6 44.2 * 62 17.6
Max Q Clear Time (g_c+I1), s 5.1 21.3 18.7 5.2
Green Ext Time (p_c), s 0.1 5.2 7.7 0.2
Intersection Summary
HCM 6th Ctrl Delay 11.3
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 1003
HCM 6th Signalized Intersection Summary
7: Shirk Road & Goshen Avenue 05/22/2022
Opening Year Plus Project 09/07/2021 PM Peak Synchro 10 Report VRPA Technologies, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 57 281 163 35 118 33 199 369 79 71 498 39 Future Volume (veh/h) 57 281 163 35 118 33 199 369 79 71 498 39 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 70 343 199 43 144 40 243 450 96 87 607 48 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 90 422 240 73 653 291 273 842 714 144 707 599 Arrive On Green 0.05 0.19 0.19 0.04 0.19 0.19 0.15 0.45 0.45 0.08 0.38 0.38 Sat Flow, veh/h 1767 2165 1232 1767 3526 1572 1767 1856 1572 1767 1856 1572 Grp Volume(v), veh/h 70 278 264 43 144 40 243 450 96 87 607 48 Grp Sat Flow(s),veh/h/ln 1767 1763 1634 1767 1763 1572 1767 1856 1572 1767 1856 1572 Q Serve(g_s), s 4.1 15.7 16.1 2.5 3.6 1.7 14.0 18.2 2.6 4.9 31.3 2.0 Cycle Q Clear(g_c), s 4.1 15.7 16.1 2.5 3.6 1.7 14.0 18.2 2.6 4.9 31.3 2.0 Prop In Lane 1.00 0.75 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 90 343 318 73 653 291 273 842 714 144 707 599 V/C Ratio(X) 0.78 0.81 0.83 0.59 0.22 0.14 0.89 0.53 0.13 0.61 0.86 0.08 Avail Cap(c_a), veh/h 102 492 456 102 983 439 282 842 714 153 707 599 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 48.8 40.0 40.2 49.0 36.0 20.4 43.1 20.5 8.4 46.2 29.6 20.6 Incr Delay (d2), s/veh 28.4 6.6 8.4 7.5 0.2 0.2 27.2 2.4 0.4 6.0 12.9 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.4 7.0 6.8 1.2 1.5 0.8 8.0 8.0 1.2 2.4 15.6 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 77.2 46.6 48.6 56.5 36.2 20.7 70.3 22.9 8.8 52.2 42.5 20.8 LnGrp LOS E D D E D C E C A D D C
Approach Vol, veh/h 612 227 789 742
Approach Delay, s/veh 51.0 37.3 35.8 42.2
Approach LOS D D D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 13.8 52.6 10.8 26.8 21.4 45.0 11.8 25.8 Change Period (Y+Rc), s 5.4 5.4 6.5 6.5 5.4 5.4 6.5 6.5 Max Green Setting (Gmax), s 9.0 47.2 6.0 29.0 16.6 39.6 6.0 29.0 Max Q Clear Time (g_c+I1), s 6.9 20.2 4.5 18.1 16.0 33.3 6.1 5.6 Green Ext Time (p_c), s 0.0 3.0 0.0 2.1 0.0 2.1 0.0 0.8 Intersection Summary
HCM 6th Ctrl Delay 41.9
HCM 6th LOS D
1004
5-YEAR HORIZON CONDITIONS
1005
HCM 6th AWSC
1: Shirk Road & SR 198 EB Ramps 05/22/2022
5-Year Horizon No Project 09/07/2021 AM Peak Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Intersection Delay, s/veh 25.6
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 193 2 95 0 0 0 0 393 96 327 306 0
Future Vol, veh/h 193 2 95 0 0 0 0 393 96 327 306 0
Peak Hour Factor 0.88 0.88 1.00 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 219 2 95 0 0 0 0 447 109 372 348 0
Number of Lanes 0 1 1 0 0 0 0 1 1 1 1 0
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay 16.7 32.4 24.2

HCM LOS C D C

Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1 SBLn2
Vol Left, % 0% 0% 99% 0% 100% 0%
Vol Thru, % 100% 0% 1% 0% 0% 100%
Vol Right, % 0% 100% 0% 100% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 393 96 195 95 327 306
LT Vol 0 0 193 0 327 0
Through Vol 393 0 2 0 0 306
RT Vol 0 96 0 95 0 0
Lane Flow Rate 447 109 222 95 372 348
Geometry Grp 7 7 7 7 7 7
Degree of Util (X) 0.852 0.186 0.502 0.183 0.737 0.64
Departure Headway (Hd) 6.867 6.152 8.156 6.932 7.139 6.628 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 523 578 441 514 502 542
Service Time 4.662 3.946 5.946 4.72 4.931 4.42
HCM Lane V/C Ratio 0.855 0.189 0.503 0.185 0.741 0.642
HCM Control Delay 37.8 10.4 19 11.3 27.6 20.6
HCM Lane LOS E B C B D C
HCM 95th-tile Q 8.9 0.7 2.7 0.7 6.1 4.5
1006
HCM 6th AWSC
2: Shirk Road & SR 198 WB Ramps 05/22/2022
5-Year Horizon No Project 09/07/2021 AM Peak Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Intersection Delay, s/veh 96.3
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 57 2 407 154 424 0 0 572 296
Future Vol, veh/h 0 0 0 57 2 407 154 424 0 0 572 296
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.92 0.92 0.92 0.89 0.89 0.89 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 0 0 0 64 2 457 167 461 0 0 643 333
Number of Lanes 0 0 0 0 1 1 1 1 0 0 1 1
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left NB WB
Conflicting Lanes Left 2 0 2
Conflicting Approach Right SB WB
Conflicting Lanes Right 2 2 0
HCM Control Delay 48.8 54.8 148.5

HCM LOS E F F

Lane NBLn1 NBLn2 WBLn1 WBLn2 SBLn1 SBLn2
Vol Left, % 100% 0% 97% 0% 0% 0%
Vol Thru, % 0% 100% 3% 0% 100% 0%
Vol Right, % 0% 0% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 154 424 59 407 572 296
LT Vol 154 0 57 0 0 0
Through Vol 0 424 2 0 572 0
RT Vol 0 0 0 407 0 296
Lane Flow Rate 167 461 66 457 643 333
Geometry Grp 7 7 7 7 7 7
Degree of Util (X) 0.382 0.988 0.156 0.929 1.398 0.656
Departure Headway (Hd) 8.734 8.215 9.038 7.815 7.828 7.104 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 415 447 399 466 469 512
Service Time 6.434 5.915 6.738 5.515 5.528 4.804
HCM Lane V/C Ratio 0.402 1.031 0.165 0.981 1.371 0.65
HCM Control Delay 16.7 68.7 13.4 53.9 213.8 22.3
HCM Lane LOS C F B F F C
HCM 95th-tile Q 1.8 12.4 0.5 10.8 30.7 4.7
1007
HCM 6th TWSC
3: Shirk Road & Hillsdale Avenue 05/22/2022
5-Year Horizon No Project 09/07/2021 AM Peak Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Int Delay, s/veh 6.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 63 24 774 55 24 809
Future Vol, veh/h 63 24 774 55 24 809
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 125 - 100 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 70 27 860 61 27 899
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1813 860 0 0 921 0
Stage 1 860 - - - - -
Stage 2 953 - - - - -
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 86 354 - - 737 -
Stage 1 413 - - - - -
Stage 2 373 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 80 354 - - 737 -
Mov Cap-2 Maneuver 80 - - - - -
Stage 1 413 - - - - -
Stage 2 346 - - - - -
Approach WB NB SB
HCM Control Delay, s 118.8 0 0.3

HCM LOS F
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 80 354 737 -
HCM Lane V/C Ratio - - 0.875 0.075 0.036 -
HCM Control Delay (s) - - 157.9 16 10.1 0
HCM Lane LOS - - F C B A
HCM 95th %tile Q(veh) - - 4.5 0.2 0.1 -
1008
HCM 6th TWSC
4: Shirk Road & School Avenue 05/22/2022
5-Year Horizon No Project 09/07/2021 AM Peak Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Int Delay, s/veh 1.3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 28 7 779 17 8 804
Future Vol, veh/h 28 7 779 17 8 804
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - 225 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 91 91 91 91 91 91
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 31 8 856 19 9 884
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1758 856 0 0 875 0
Stage 1 856 - - - - -
Stage 2 902 - - - - -
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 93 356 - - 767 -
Stage 1 415 - - - - -
Stage 2 394 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 91 356 - - 767 -
Mov Cap-2 Maneuver 91 - - - - -
Stage 1 415 - - - - -
Stage 2 385 - - - - -
Approach WB NB SB
HCM Control Delay, s 56.4 0 0.1

HCM LOS F
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 107 767 -
HCM Lane V/C Ratio - - 0.359 0.011 -
HCM Control Delay (s) - - 56.4 9.7 0
HCM Lane LOS - - F A A
HCM 95th %tile Q(veh) - - 1.4 0 -
1009
HCM 6th TWSC
6: Shirk Road & Allen Avenue 05/22/2022
5-Year Horizon No Project 09/07/2021 AM Peak Synchro 10 Report VRPA Technologies, Inc. Page 3
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 778 742 0
Future Vol, veh/h 0 0 0 778 742 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 200 - - 200
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 0 0 0 846 807 0
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1653 807 807 0 - 0
Stage 1 807 - - - - -
Stage 2 846 - - - - -
Critical Hdwy 6.43 6.23 4.13 - - -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 2.227 - - -
Pot Cap-1 Maneuver 108 380 814 - - -
Stage 1 437 - - - - -
Stage 2 419 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 108 380 814 - - -
Mov Cap-2 Maneuver 108 - - - - -
Stage 1 437 - - - - -
Stage 2 419 - - - - -
Approach EB NB SB
HCM Control Delay, s 0 0 0

HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 814 - - - -
HCM Lane V/C Ratio - - - - -
HCM Control Delay (s) 0 - 0 - -
HCM Lane LOS A - A - -
HCM 95th %tile Q(veh) 0 - - - -
1010
HCM 6th TWSC
8: Road 88 & Project Driveway 05/22/2022
5-Year Horizon No Project 09/07/2021 AM Peak Synchro 10 Report VRPA Technologies, Inc. Page 4
Intersection
Int Delay, s/veh 0
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 0 21 0 0 18
Future Vol, veh/h 0 0 21 0 0 18
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 0 0 23 0 0 20
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 43 23 0 0 23 0
Stage 1 23 - - - - -
Stage 2 20 - - - - -
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 965 1051 - - 1586 -
Stage 1 997 - - - - -
Stage 2 1000 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 965 1051 - - 1586 -
Mov Cap-2 Maneuver 965 - - - - -
Stage 1 997 - - - - -
Stage 2 1000 - - - - -
Approach WB NB SB
HCM Control Delay, s 0 0 0

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - - 1586 -
HCM Lane V/C Ratio - - - - -
HCM Control Delay (s) - - 0 0 -
HCM Lane LOS - - A A -
HCM 95th %tile Q(veh) - - - 0 -
1011
HCM 6th TWSC
9: Road 88 & Goshen Avenue 05/22/2022
5-Year Horizon No Project 09/07/2021 AM Peak Synchro 10 Report VRPA Technologies, Inc. Page 5
Intersection
Int Delay, s/veh 1.4
Movement EBU EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 3 356 81 87 447 14 18
Future Vol, veh/h 3 356 81 87 447 14 18
Conflicting Peds, #/hr 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Stop Stop
RT Channelized - - None - None - None
Storage Length 200 - - 200 - 0 -
Veh in Median Storage, # - 0 - - 0 0 -
Grade, % - 0 - - 0 0 -
Peak Hour Factor 72 72 72 72 72 72 72
Heavy Vehicles, % 3 3 3 3 3 3 3
Mvmt Flow 4 494 113 121 621 19 25
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 621 0 0 607 0 1112 304
Stage 1 - - - - - 559 -
Stage 2 - - - - - 553 -
Critical Hdwy 6.46 - - 4.16 - 6.86 6.96
Critical Hdwy Stg 1 - - - - - 5.86 -
Critical Hdwy Stg 2 - - - - - 5.86 -
Follow-up Hdwy 2.53 - - 2.23 - 3.53 3.33
Pot Cap-1 Maneuver 576 - - 960 - 201 689
Stage 1 - - - - - 533 -
Stage 2 - - - - - 537 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 576 - - 960 - 174 689
Mov Cap-2 Maneuver - - - - - 174 -
Stage 1 - - - - - 529 -
Stage 2 - - - - - 469 -
Approach EB WB NB
HCM Control Delay, s 0.1 1.5 19.1

HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBU EBT EBR WBL WBT
Capacity (veh/h) 300 576 - - 960 -
HCM Lane V/C Ratio 0.148 0.007 - - 0.126 -
HCM Control Delay (s) 19.1 11.3 - - 9.3 -
HCM Lane LOS C B - - A -
HCM 95th %tile Q(veh) 0.5 0 - - 0.4 -
1012
HCM 6th Signalized Intersection Summary
5: Shirk Road & Hurley Avenue 05/22/2022
5-Year Horizon No Project 09/07/2021 AM Peak Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 192 147 694 88 129 624
Future Volume (veh/h) 192 147 694 88 129 624
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 216 165 780 99 145 701
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89
Percent Heavy Veh, % 3 3 3 3 3 3
Cap, veh/h 263 234 1031 874 179 1336
Arrive On Green 0.15 0.15 0.56 0.56 0.10 0.72
Sat Flow, veh/h 1767 1572 1856 1572 1767 1856
Grp Volume(v), veh/h 216 165 780 99 145 701
Grp Sat Flow(s),veh/h/ln 1767 1572 1856 1572 1767 1856
Q Serve(g_s), s 10.1 8.5 27.6 2.6 6.9 14.5
Cycle Q Clear(g_c), s 10.1 8.5 27.6 2.6 6.9 14.5
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 263 234 1031 874 179 1336
V/C Ratio(X) 0.82 0.70 0.76 0.11 0.81 0.52
Avail Cap(c_a), veh/h 364 324 1031 874 240 1336
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 35.3 34.6 14.6 9.0 37.6 5.4
Incr Delay (d2), s/veh 10.1 4.1 5.2 0.3 14.0 1.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.9 3.4 10.9 0.8 3.5 4.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.4 38.7 19.7 9.3 51.6 6.9
LnGrp LOS D D B A D A
Approach Vol, veh/h 381 879 846
Approach Delay, s/veh 42.5 18.6 14.5
Approach LOS D B B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 14.1 53.3 67.4 18.1
Change Period (Y+Rc), s 5.4 5.8 * 5.8 5.4
Max Green Setting (Gmax), s 11.6 44.2 * 62 17.6
Max Q Clear Time (g_c+I1), s 8.9 29.6 16.5 12.1
Green Ext Time (p_c), s 0.1 4.7 5.3 0.6
Intersection Summary
HCM 6th Ctrl Delay 21.3
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 1013
HCM 6th Signalized Intersection Summary
7: Shirk Road & Goshen Avenue 05/22/2022
5-Year Horizon No Project 09/07/2021 AM Peak Synchro 10 Report VRPA Technologies, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 37 183 226 98 263 56 246 326 117 35 375 61 Future Volume (veh/h) 37 183 226 98 263 56 246 326 117 35 375 61 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 45 223 276 120 321 68 300 398 143 43 457 74 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 287 357 318 148 436 194 327 820 695 96 578 490 Arrive On Green 0.16 0.20 0.20 0.08 0.12 0.12 0.19 0.44 0.44 0.05 0.31 0.31 Sat Flow, veh/h 1767 1763 1572 1767 3526 1572 1767 1856 1572 1767 1856 1572 Grp Volume(v), veh/h 45 223 276 120 321 68 300 398 143 43 457 74 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1767 1763 1572 1767 1856 1572 1767 1856 1572 Q Serve(g_s), s 2.4 12.6 18.6 7.3 9.6 4.3 18.2 16.7 4.0 2.6 24.6 2.3 Cycle Q Clear(g_c), s 2.4 12.6 18.6 7.3 9.6 4.3 18.2 16.7 4.0 2.6 24.6 2.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 287 357 318 148 436 194 327 820 695 96 578 490 V/C Ratio(X) 0.16 0.62 0.87 0.81 0.74 0.35 0.92 0.49 0.21 0.45 0.79 0.15 Avail Cap(c_a), veh/h 287 451 402 218 1140 508 332 820 695 102 578 490 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 39.4 39.9 42.2 49.3 46.3 44.0 43.8 21.7 8.1 50.2 34.4 10.0 Incr Delay (d2), s/veh 0.3 1.8 15.0 13.4 2.4 1.1 28.9 2.1 0.7 3.2 10.6 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 5.3 8.1 3.6 4.1 1.7 10.4 7.4 2.1 1.2 12.4 1.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.7 41.7 57.2 62.8 48.7 45.0 72.7 23.8 8.7 53.4 45.0 10.7 LnGrp LOS D D E E D D E C A D D B
Approach Vol, veh/h 544 509 841 574
Approach Delay, s/veh 49.4 51.5 38.7 41.2
Approach LOS D D D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.4 53.8 15.7 28.7 25.7 39.5 24.3 20.0 Change Period (Y+Rc), s 5.4 5.4 6.5 6.5 5.4 5.4 6.5 6.5 Max Green Setting (Gmax), s 6.3 48.4 13.5 28.0 20.6 34.1 6.1 35.4 Max Q Clear Time (g_c+I1), s 4.6 18.7 9.3 20.6 20.2 26.6 4.4 11.6 Green Ext Time (p_c), s 0.0 2.9 0.1 1.6 0.0 1.7 0.0 1.9 Intersection Summary
HCM 6th Ctrl Delay 44.3
HCM 6th LOS D
1014
HCM 6th AWSC
1: Shirk Road & SR 198 EB Ramps 05/23/2022
5-Year Horizon No Project 09/07/2021 PM Peak Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Intersection Delay, s/veh 27.7
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 302 1 171 0 0 0 0 316 44 383 314 0
Future Vol, veh/h 302 1 171 0 0 0 0 316 44 383 314 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 318 1 180 0 0 0 0 333 46 403 331 0
Number of Lanes 0 1 1 0 0 0 0 1 1 1 1 0
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay 23.3 24.6 32.3

HCM LOS C C D

Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1 SBLn2
Vol Left, % 0% 0% 100% 0% 100% 0%
Vol Thru, % 100% 0% 0% 0% 0% 100%
Vol Right, % 0% 100% 0% 100% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 316 44 303 171 383 314
LT Vol 0 0 302 0 383 0
Through Vol 316 0 1 0 0 314
RT Vol 0 44 0 171 0 0
Lane Flow Rate 333 46 319 180 403 331
Geometry Grp 7 7 7 7 7 7
Degree of Util (X) 0.704 0.089 0.719 0.344 0.852 0.651
Departure Headway (Hd) 7.62 6.899 8.111 6.885 7.606 7.093 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 476 519 450 526 476 509
Service Time 5.361 4.64 5.811 4.585 5.344 4.831
HCM Lane V/C Ratio 0.7 0.089 0.709 0.342 0.847 0.65
HCM Control Delay 26.6 10.3 29 13.2 40.6 22.2
HCM Lane LOS D B D B E C
HCM 95th-tile Q 5.4 0.3 5.6 1.5 8.7 4.6
1015
HCM 6th AWSC
2: Shirk Road & SR 198 WB Ramps 05/23/2022
5-Year Horizon No Project 09/07/2021 PM Peak Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Intersection Delay, s/veh 115.4
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 43 3 279 101 514 0 0 662 199
Future Vol, veh/h 0 0 0 43 3 279 101 514 0 0 662 199
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.92 0.92 0.92 0.89 0.89 0.89 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 0 0 0 48 3 313 110 559 0 0 744 224
Number of Lanes 0 0 0 0 1 1 1 1 0 0 1 1
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left NB WB
Conflicting Lanes Left 2 0 2
Conflicting Approach Right SB WB
Conflicting Lanes Right 2 2 0
HCM Control Delay 21 80.3 175.2

HCM LOS C F F

Lane NBLn1 NBLn2 WBLn1 WBLn2 SBLn1 SBLn2
Vol Left, % 100% 0% 93% 0% 0% 0%
Vol Thru, % 0% 100% 7% 0% 100% 0%
Vol Right, % 0% 0% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 101 514 46 279 662 199
LT Vol 101 0 43 0 0 0
Through Vol 0 514 3 0 662 0
RT Vol 0 0 0 279 0 199
Lane Flow Rate 110 559 52 313 744 224
Geometry Grp 7 7 7 7 7 7
Degree of Util (X) 0.229 1.087 0.119 0.622 1.428 0.386
Departure Headway (Hd) 8.031 7.516 8.938 7.725 7.138 6.418 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 450 486 404 470 513 563
Service Time 5.731 5.216 6.638 5.425 4.838 4.118
HCM Lane V/C Ratio 0.244 1.15 0.129 0.666 1.45 0.398
HCM Control Delay 13.1 93.5 12.8 22.3 223.9 13.1
HCM Lane LOS B F B C F B
HCM 95th-tile Q 0.9 16.8 0.4 4.2 34.8 1.8
1016
HCM 6th TWSC
3: Shirk Road & Hillsdale Avenue 05/22/2022
5-Year Horizon No Project 09/07/2021 PM Peak Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Int Delay, s/veh 1.9
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 35 23 697 100 27 826
Future Vol, veh/h 35 23 697 100 27 826
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 125 - 100 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 39 26 774 111 30 918
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1752 774 0 0 885 0
Stage 1 774 - - - - -
Stage 2 978 - - - - -
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 93 397 - - 761 -
Stage 1 453 - - - - -
Stage 2 363 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 86 397 - - 761 -
Mov Cap-2 Maneuver 86 - - - - -
Stage 1 453 - - - - -
Stage 2 334 - - - - -
Approach WB NB SB
HCM Control Delay, s 52.7 0 0.3

HCM LOS F
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 86 397 761 -
HCM Lane V/C Ratio - - 0.452 0.064 0.039 -
HCM Control Delay (s) - - 77.6 14.7 9.9 0
HCM Lane LOS - - F B A A
HCM 95th %tile Q(veh) - - 1.9 0.2 0.1 -
1017
HCM 6th TWSC
4: Shirk Road & School Avenue 05/22/2022
5-Year Horizon No Project 09/07/2021 PM Peak Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Int Delay, s/veh 0.4
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 12 1 692 28 0 841
Future Vol, veh/h 12 1 692 28 0 841
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - 225 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 91 91 91 91 91 91
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 13 1 760 31 0 924
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1684 760 0 0 791 0
Stage 1 760 - - - - -
Stage 2 924 - - - - -
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 103 404 - - 825 -
Stage 1 460 - - - - -
Stage 2 385 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 103 404 - - 825 -
Mov Cap-2 Maneuver 103 - - - - -
Stage 1 460 - - - - -
Stage 2 385 - - - - -
Approach WB NB SB
HCM Control Delay, s 42.9 0 0

HCM LOS E
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 109 825 -
HCM Lane V/C Ratio - - 0.131 - -
HCM Control Delay (s) - - 42.9 0 -
HCM Lane LOS - - E A -
HCM 95th %tile Q(veh) - - 0.4 0 -
1018
HCM 6th TWSC
6: Shirk Road & Allen Avenue 05/22/2022
5-Year Horizon No Project 09/07/2021 PM Peak Synchro 10 Report VRPA Technologies, Inc. Page 3
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 633 806 0
Future Vol, veh/h 0 0 0 633 806 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 200 - - 200
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 0 0 0 688 876 0
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1564 876 876 0 - 0
Stage 1 876 - - - - -
Stage 2 688 - - - - -
Critical Hdwy 6.43 6.23 4.13 - - -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 2.227 - - -
Pot Cap-1 Maneuver 122 347 766 - - -
Stage 1 406 - - - - -
Stage 2 497 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 122 347 766 - - -
Mov Cap-2 Maneuver 122 - - - - -
Stage 1 406 - - - - -
Stage 2 497 - - - - -
Approach EB NB SB
HCM Control Delay, s 0 0 0

HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 766 - - - -
HCM Lane V/C Ratio - - - - -
HCM Control Delay (s) 0 - 0 - -
HCM Lane LOS A - A - -
HCM 95th %tile Q(veh) 0 - - - -
1019
HCM 6th TWSC
8: Road 88 & Project Driveway 05/22/2022
5-Year Horizon No Project 09/07/2021 PM Peak Synchro 10 Report VRPA Technologies, Inc. Page 4
Intersection
Int Delay, s/veh 0
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 0 29 0 0 23
Future Vol, veh/h 0 0 29 0 0 23
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 0 0 32 0 0 25
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 57 32 0 0 32 0
Stage 1 32 - - - - -
Stage 2 25 - - - - -
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 948 1039 - - 1574 -
Stage 1 988 - - - - -
Stage 2 995 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 948 1039 - - 1574 -
Mov Cap-2 Maneuver 948 - - - - -
Stage 1 988 - - - - -
Stage 2 995 - - - - -
Approach WB NB SB
HCM Control Delay, s 0 0 0

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - - 1574 -
HCM Lane V/C Ratio - - - - -
HCM Control Delay (s) - - 0 0 -
HCM Lane LOS - - A A -
HCM 95th %tile Q(veh) - - - 0 -
1020
HCM 6th TWSC
9: Road 88 & Goshen Avenue 05/22/2022
5-Year Horizon No Project 09/07/2021 PM Peak Synchro 10 Report VRPA Technologies, Inc. Page 5
Intersection
Int Delay, s/veh 1.3
Movement EBU EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 10 509 52 37 216 20 15
Future Vol, veh/h 10 509 52 37 216 20 15
Conflicting Peds, #/hr 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Stop Stop
RT Channelized - - None - None - None
Storage Length 200 - - 200 - 0 -
Veh in Median Storage, # - 0 - - 0 0 -
Grade, % - 0 - - 0 0 -
Peak Hour Factor 72 72 72 72 72 72 72
Heavy Vehicles, % 3 3 3 3 3 3 3
Mvmt Flow 14 707 72 51 300 28 21
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 300 0 0 779 0 1023 390
Stage 1 - - - - - 771 -
Stage 2 - - - - - 252 -
Critical Hdwy 6.46 - - 4.16 - 6.86 6.96
Critical Hdwy Stg 1 - - - - - 5.86 -
Critical Hdwy Stg 2 - - - - - 5.86 -
Follow-up Hdwy 2.53 - - 2.23 - 3.53 3.33
Pot Cap-1 Maneuver 921 - - 827 - 230 606
Stage 1 - - - - - 414 -
Stage 2 - - - - - 764 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 921 - - 827 - 213 606
Mov Cap-2 Maneuver - - - - - 213 -
Stage 1 - - - - - 408 -
Stage 2 - - - - - 717 -
Approach EB WB NB
HCM Control Delay, s 0.2 1.4 19.6

HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBU EBT EBR WBL WBT
Capacity (veh/h) 295 921 - - 827 -
HCM Lane V/C Ratio 0.165 0.015 - - 0.062 -
HCM Control Delay (s) 19.6 9 - - 9.6 -
HCM Lane LOS C A - - A -
HCM 95th %tile Q(veh) 0.6 0 - - 0.2 -
1021
HCM 6th Signalized Intersection Summary
5: Shirk Road & Hurley Avenue 05/22/2022
5-Year Horizon No Project 09/07/2021 PM Peak Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 50 49 610 80 59 789
Future Volume (veh/h) 50 49 610 80 59 789
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 56 55 685 90 66 887
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89
Percent Heavy Veh, % 3 3 3 3 3 3
Cap, veh/h 162 144 1195 1012 102 1427
Arrive On Green 0.09 0.09 0.64 0.64 0.06 0.77
Sat Flow, veh/h 1767 1572 1856 1572 1767 1856
Grp Volume(v), veh/h 56 55 685 90 66 887
Grp Sat Flow(s),veh/h/ln 1767 1572 1856 1572 1767 1856
Q Serve(g_s), s 2.4 2.6 16.7 1.7 2.9 17.0
Cycle Q Clear(g_c), s 2.4 2.6 16.7 1.7 2.9 17.0
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 162 144 1195 1012 102 1427
V/C Ratio(X) 0.35 0.38 0.57 0.09 0.65 0.62
Avail Cap(c_a), veh/h 388 345 1195 1012 256 1427
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 34.2 34.3 8.1 5.4 37.0 4.1
Incr Delay (d2), s/veh 1.3 1.7 2.0 0.2 6.7 2.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.0 1.0 5.4 0.5 1.4 3.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.4 35.9 10.1 5.6 43.7 6.2
LnGrp LOS D D B A D A
Approach Vol, veh/h 111 775 953
Approach Delay, s/veh 35.7 9.5 8.8
Approach LOS D A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 10.0 57.4 67.4 12.7
Change Period (Y+Rc), s 5.4 5.8 * 5.8 5.4
Max Green Setting (Gmax), s 11.6 44.2 * 62 17.6
Max Q Clear Time (g_c+I1), s 4.9 18.7 19.0 4.6
Green Ext Time (p_c), s 0.1 4.8 7.8 0.2
Intersection Summary
HCM 6th Ctrl Delay 10.7
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 1022
HCM 6th Signalized Intersection Summary
7: Shirk Road & Goshen Avenue 05/22/2022
5-Year Horizon No Project 09/07/2021 PM Peak Synchro 10 Report VRPA Technologies, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 57 305 172 30 122 35 87 402 87 78 539 42 Future Volume (veh/h) 57 305 172 30 122 35 87 402 87 78 539 42 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 70 372 210 37 149 43 106 490 106 95 657 51 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 259 448 249 67 340 152 135 866 734 107 837 710 Arrive On Green 0.15 0.21 0.21 0.04 0.10 0.10 0.08 0.47 0.47 0.06 0.45 0.45 Sat Flow, veh/h 1767 2185 1215 1767 3526 1572 1767 1856 1572 1767 1856 1572 Grp Volume(v), veh/h 70 299 283 37 149 43 106 490 106 95 657 51 Grp Sat Flow(s),veh/h/ln 1767 1763 1637 1767 1763 1572 1767 1856 1572 1767 1856 1572 Q Serve(g_s), s 3.7 16.8 17.2 2.1 4.1 2.6 6.1 19.8 2.9 5.5 31.2 1.0 Cycle Q Clear(g_c), s 3.7 16.8 17.2 2.1 4.1 2.6 6.1 19.8 2.9 5.5 31.2 1.0 Prop In Lane 1.00 0.74 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 259 362 336 67 340 152 135 866 734 107 837 710 V/C Ratio(X) 0.27 0.83 0.84 0.55 0.44 0.28 0.79 0.57 0.14 0.88 0.78 0.07 Avail Cap(c_a), veh/h 259 476 442 230 1203 537 351 866 734 107 837 710 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 39.3 39.5 39.6 49.0 44.2 43.5 47.1 20.0 8.1 48.3 24.2 4.4 Incr Delay (d2), s/veh 0.6 8.9 10.9 6.9 0.9 1.0 9.7 2.7 0.4 52.5 7.3 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 7.7 7.5 1.0 1.8 1.0 3.0 8.6 1.3 3.9 14.4 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.9 48.3 50.5 55.9 45.1 44.5 56.8 22.7 8.5 100.8 31.5 4.6 LnGrp LOS D D D E D D E C A F C A
Approach Vol, veh/h 652 229 702 803
Approach Delay, s/veh 48.4 46.7 25.7 38.0
Approach LOS D D C D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.7 53.8 10.4 27.8 13.3 52.2 21.7 16.5 Change Period (Y+Rc), s 5.4 5.4 6.5 6.5 5.4 5.4 6.5 6.5 Max Green Setting (Gmax), s 6.3 48.4 13.5 28.0 20.6 34.1 6.1 35.4 Max Q Clear Time (g_c+I1), s 7.5 21.8 4.1 19.2 8.1 33.2 5.7 6.1 Green Ext Time (p_c), s 0.0 3.4 0.0 2.0 0.2 0.4 0.0 0.9 Intersection Summary
HCM 6th Ctrl Delay 38.0
HCM 6th LOS D
1023
HCM 6th AWSC
1: Shirk Road & SR 198 EB Ramps 05/22/2022
5-Year Horizon Plus Project 09/07/2021 AM Peak Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Intersection Delay, s/veh 32.8
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 201 2 95 0 0 0 0 395 96 386 312 0
Future Vol, veh/h 201 2 95 0 0 0 0 395 96 386 312 0
Peak Hour Factor 0.88 0.88 1.00 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 228 2 95 0 0 0 0 449 109 439 355 0
Number of Lanes 0 1 1 0 0 0 0 1 1 1 1 0
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay 18 37.9 35.2

HCM LOS C E E

Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1 SBLn2
Vol Left, % 0% 0% 99% 0% 100% 0%
Vol Thru, % 100% 0% 1% 0% 0% 100%
Vol Right, % 0% 100% 0% 100% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 395 96 203 95 386 312
LT Vol 0 0 201 0 386 0
Through Vol 395 0 2 0 0 312
RT Vol 0 96 0 95 0 0
Lane Flow Rate 449 109 231 95 439 355
Geometry Grp 7 7 7 7 7 7
Degree of Util (X) 0.892 0.195 0.54 0.19 0.893 0.671
Departure Headway (Hd) 7.152 6.435 8.426 7.197 7.329 6.817 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 507 557 431 502 496 532
Service Time 4.888 4.171 6.126 4.897 5.064 4.552
HCM Lane V/C Ratio 0.886 0.196 0.536 0.189 0.885 0.667
HCM Control Delay 44.5 10.7 20.6 11.6 45.5 22.4
HCM Lane LOS E B C B E C
HCM 95th-tile Q 10 0.7 3.1 0.7 9.9 5
1024
HCM 6th AWSC
2: Shirk Road & SR 198 WB Ramps 05/22/2022
5-Year Horizon Plus Project 09/07/2021 AM Peak Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Intersection Delay, s/veh 127
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 57 2 427 154 435 0 0 637 323
Future Vol, veh/h 0 0 0 57 2 427 154 435 0 0 637 323
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.92 0.92 0.92 0.89 0.89 0.89 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 0 0 0 64 2 480 167 473 0 0 716 363
Number of Lanes 0 0 0 0 1 1 1 1 0 0 1 1
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left NB WB
Conflicting Lanes Left 2 0 2
Conflicting Approach Right SB WB
Conflicting Lanes Right 2 2 0
HCM Control Delay 60.5 64.1 198

HCM LOS F F F

Lane NBLn1 NBLn2 WBLn1 WBLn2 SBLn1 SBLn2
Vol Left, % 100% 0% 97% 0% 0% 0%
Vol Thru, % 0% 100% 3% 0% 100% 0%
Vol Right, % 0% 0% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 154 435 59 427 637 323
LT Vol 154 0 57 0 0 0
Through Vol 0 435 2 0 637 0
RT Vol 0 0 0 427 0 323
Lane Flow Rate 167 473 66 480 716 363
Geometry Grp 7 7 7 7 7 7
Degree of Util (X) 0.388 1.03 0.158 0.985 1.564 0.72
Departure Headway (Hd) 8.939 8.419 9.225 8.001 7.985 7.259 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 405 435 391 456 458 501
Service Time 6.639 6.119 6.925 5.701 5.685 4.959
HCM Lane V/C Ratio 0.412 1.087 0.169 1.053 1.563 0.725
HCM Control Delay 17.2 80.7 13.6 67 285 26.5
HCM Lane LOS C F B F F D
HCM 95th-tile Q 1.8 13.7 0.6 12.5 38.6 5.8
1025
HCM 6th TWSC
3: Shirk Road & Hillsdale Avenue 05/22/2022
5-Year Horizon Plus Project 09/07/2021 AM Peak Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Int Delay, s/veh 8.5
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 63 24 804 55 24 901
Future Vol, veh/h 63 24 804 55 24 901
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 125 - 100 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 70 27 893 61 27 1001
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1948 893 0 0 954 0
Stage 1 893 - - - - -
Stage 2 1055 - - - - -
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 71 339 - - 716 -
Stage 1 398 - - - - -
Stage 2 333 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver ~ 65 339 - - 716 -
Mov Cap-2 Maneuver ~ 65 - - - - -
Stage 1 398 - - - - -
Stage 2 305 - - - - -
Approach WB NB SB
HCM Control Delay, s 180.1 0 0.3

HCM LOS F
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 65 339 716 -
HCM Lane V/C Ratio - - 1.077 0.079 0.037 -
HCM Control Delay (s) - - 242.4 16.5 10.2 0
HCM Lane LOS - - F C B A
HCM 95th %tile Q(veh) - - 5.4 0.3 0.1 -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 1026
HCM 6th TWSC
4: Shirk Road & School Avenue 05/22/2022
5-Year Horizon Plus Project 09/07/2021 AM Peak Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Int Delay, s/veh 1.5
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 28 7 809 17 8 896
Future Vol, veh/h 28 7 809 17 8 896
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - 225 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 91 91 91 91 91 91
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 31 8 889 19 9 985
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1892 889 0 0 908 0
Stage 1 889 - - - - -
Stage 2 1003 - - - - -
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 76 341 - - 746 -
Stage 1 400 - - - - -
Stage 2 353 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 74 341 - - 746 -
Mov Cap-2 Maneuver 74 - - - - -
Stage 1 400 - - - - -
Stage 2 343 - - - - -
Approach WB NB SB
HCM Control Delay, s 74.5 0 0.1

HCM LOS F
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 88 746 -
HCM Lane V/C Ratio - - 0.437 0.012 -
HCM Control Delay (s) - - 74.5 9.9 0
HCM Lane LOS - - F A A
HCM 95th %tile Q(veh) - - 1.8 0 -
1027
HCM 6th TWSC
6: Shirk Road & Allen Avenue 05/22/2022
5-Year Horizon Plus Project 09/07/2021 AM Peak Synchro 10 Report VRPA Technologies, Inc. Page 3
Intersection
Int Delay, s/veh 1.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 105 0 799 726 39
Future Vol, veh/h 0 105 0 799 726 39
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 200 - - 200
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 0 114 0 868 789 42
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1657 789 831 0 - 0
Stage 1 789 - - - - -
Stage 2 868 - - - - -
Critical Hdwy 6.43 6.23 4.13 - - -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 2.227 - - -
Pot Cap-1 Maneuver 107 389 797 - - -
Stage 1 446 - - - - -
Stage 2 409 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 107 389 797 - - -
Mov Cap-2 Maneuver 107 - - - - -
Stage 1 446 - - - - -
Stage 2 409 - - - - -
Approach EB NB SB
HCM Control Delay, s 18.1 0 0

HCM LOS C
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 797 - 389 - -
HCM Lane V/C Ratio - - 0.293 - -
HCM Control Delay (s) 0 - 18.1 - -
HCM Lane LOS A - C - -
HCM 95th %tile Q(veh) 0 - 1.2 - -
1028
HCM 6th TWSC
8: Road 88 & Project Driveway 05/22/2022
5-Year Horizon Plus Project 09/07/2021 AM Peak Synchro 10 Report VRPA Technologies, Inc. Page 4
Intersection
Int Delay, s/veh 3.5
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 26 23 0 4 19
Future Vol, veh/h 0 26 23 0 4 19
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 0 28 25 0 4 21
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 54 25 0 0 25 0
Stage 1 25 - - - - -
Stage 2 29 - - - - -
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 952 1048 - - 1583 -
Stage 1 995 - - - - -
Stage 2 991 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 949 1048 - - 1583 -
Mov Cap-2 Maneuver 949 - - - - -
Stage 1 995 - - - - -
Stage 2 988 - - - - -
Approach WB NB SB
HCM Control Delay, s 8.5 0 1.3

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 1048 1583 -
HCM Lane V/C Ratio - - 0.027 0.003 -
HCM Control Delay (s) - - 8.5 7.3 0
HCM Lane LOS - - A A A
HCM 95th %tile Q(veh) - - 0.1 0 -
1029
HCM 6th TWSC
9: Road 88 & Goshen Avenue 05/22/2022
5-Year Horizon Plus Project 09/07/2021 AM Peak Synchro 10 Report VRPA Technologies, Inc. Page 5
Intersection
Int Delay, s/veh 1.9
Movement EBU EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 3 356 83 89 447 21 38
Future Vol, veh/h 3 356 83 89 447 21 38
Conflicting Peds, #/hr 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Stop Stop
RT Channelized - - None - None - None
Storage Length 200 - - 200 - 0 -
Veh in Median Storage, # - 0 - - 0 0 -
Grade, % - 0 - - 0 0 -
Peak Hour Factor 72 72 72 72 72 72 72
Heavy Vehicles, % 3 3 3 3 3 3 3
Mvmt Flow 4 494 115 124 621 29 53
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 621 0 0 609 0 1119 305
Stage 1 - - - - - 560 -
Stage 2 - - - - - 559 -
Critical Hdwy 6.46 - - 4.16 - 6.86 6.96
Critical Hdwy Stg 1 - - - - - 5.86 -
Critical Hdwy Stg 2 - - - - - 5.86 -
Follow-up Hdwy 2.53 - - 2.23 - 3.53 3.33
Pot Cap-1 Maneuver 576 - - 959 - 199 688
Stage 1 - - - - - 533 -
Stage 2 - - - - - 533 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 576 - - 959 - 172 688
Mov Cap-2 Maneuver - - - - - 172 -
Stage 1 - - - - - 529 -
Stage 2 - - - - - 464 -
Approach EB WB NB
HCM Control Delay, s 0.1 1.5 19.3

HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBU EBT EBR WBL WBT
Capacity (veh/h) 333 576 - - 959 -
HCM Lane V/C Ratio 0.246 0.007 - - 0.129 -
HCM Control Delay (s) 19.3 11.3 - - 9.3 -
HCM Lane LOS C B - - A -
HCM 95th %tile Q(veh) 0.9 0 - - 0.4 -
1030
HCM 6th Signalized Intersection Summary
5: Shirk Road & Hurley Avenue 05/22/2022
5-Year Horizon Plus Project 09/07/2021 AM Peak Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 192 151 724 88 142 716
Future Volume (veh/h) 192 151 724 88 142 716
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 216 170 813 99 160 804
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89
Percent Heavy Veh, % 3 3 3 3 3 3
Cap, veh/h 263 234 1014 860 195 1336
Arrive On Green 0.15 0.15 0.55 0.55 0.11 0.72
Sat Flow, veh/h 1767 1572 1856 1572 1767 1856
Grp Volume(v), veh/h 216 170 813 99 160 804
Grp Sat Flow(s),veh/h/ln 1767 1572 1856 1572 1767 1856
Q Serve(g_s), s 10.1 8.8 30.2 2.6 7.6 18.3
Cycle Q Clear(g_c), s 10.1 8.8 30.2 2.6 7.6 18.3
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 263 234 1014 860 195 1336
V/C Ratio(X) 0.82 0.73 0.80 0.12 0.82 0.60
Avail Cap(c_a), veh/h 364 324 1014 860 240 1336
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 35.3 34.7 15.6 9.4 37.2 5.9
Incr Delay (d2), s/veh 10.1 5.0 6.7 0.3 16.8 2.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.9 3.5 12.3 0.8 4.0 5.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.4 39.7 22.3 9.7 54.0 7.9
LnGrp LOS D D C A D A
Approach Vol, veh/h 386 912 964
Approach Delay, s/veh 42.9 20.9 15.6
Approach LOS D C B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 14.8 52.6 67.4 18.1
Change Period (Y+Rc), s 5.4 5.8 * 5.8 5.4
Max Green Setting (Gmax), s 11.6 44.2 * 62 17.6
Max Q Clear Time (g_c+I1), s 9.6 32.2 20.3 12.1
Green Ext Time (p_c), s 0.1 4.5 6.6 0.6
Intersection Summary
HCM 6th Ctrl Delay 22.4
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 1031
HCM 6th Signalized Intersection Summary
7: Shirk Road & Goshen Avenue 05/22/2022
5-Year Horizon Plus Project 09/07/2021 AM Peak Synchro 10 Report VRPA Technologies, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 44 189 232 100 266 58 280 326 117 35 377 61 Future Volume (veh/h) 44 189 232 100 266 58 280 326 117 35 377 61 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 54 230 283 122 324 71 341 398 143 43 460 74 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 78 364 325 139 849 379 364 850 720 71 542 459 Arrive On Green 0.04 0.21 0.21 0.08 0.24 0.24 0.21 0.46 0.46 0.04 0.29 0.29 Sat Flow, veh/h 1767 1763 1572 1767 3526 1572 1767 1856 1572 1767 1856 1572 Grp Volume(v), veh/h 54 230 283 122 324 71 341 398 143 43 460 74 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1767 1763 1572 1767 1856 1572 1767 1856 1572 Q Serve(g_s), s 3.3 13.1 19.1 7.5 8.4 3.9 20.8 16.2 3.9 2.6 25.6 3.8 Cycle Q Clear(g_c), s 3.3 13.1 19.1 7.5 8.4 3.9 20.8 16.2 3.9 2.6 25.6 3.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 78 364 325 139 849 379 364 850 720 71 542 459 V/C Ratio(X) 0.69 0.63 0.87 0.88 0.38 0.19 0.94 0.47 0.20 0.61 0.85 0.16 Avail Cap(c_a), veh/h 102 450 402 139 974 435 364 850 720 140 542 459 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 51.7 39.7 42.1 50.0 34.8 33.1 42.8 20.5 7.6 51.8 36.6 28.9 Incr Delay (d2), s/veh 12.6 2.0 15.8 43.1 0.3 0.2 31.2 1.9 0.6 8.2 15.3 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.7 5.5 8.4 4.8 3.4 1.4 12.0 7.1 2.0 1.3 13.4 1.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 64.3 41.6 57.9 93.1 35.1 33.3 74.1 22.4 8.2 60.0 51.9 29.6 LnGrp LOS E D E F D C E C A E D C
Approach Vol, veh/h 567 517 882 577
Approach Delay, s/veh 51.9 48.5 40.1 49.6
Approach LOS D D D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 9.8 55.6 15.1 29.1 28.0 37.4 11.3 32.9 Change Period (Y+Rc), s 5.4 5.4 6.5 6.5 5.4 5.4 6.5 6.5 Max Green Setting (Gmax), s 8.7 45.9 8.6 28.0 22.6 32.0 6.3 30.3 Max Q Clear Time (g_c+I1), s 4.6 18.2 9.5 21.1 22.8 27.6 5.3 10.4 Green Ext Time (p_c), s 0.0 2.8 0.0 1.6 0.0 1.2 0.0 1.9 Intersection Summary
HCM 6th Ctrl Delay 46.6
HCM 6th LOS D
1032
HCM 6th AWSC
1: Shirk Road & SR 198 EB Ramps 05/22/2022
5-Year Horizon Plus Project 09/07/2021 PM Peak Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Intersection Delay, s/veh 49.1
Intersection LOS E
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 332 1 171 0 0 0 0 324 44 422 318 0
Future Vol, veh/h 332 1 171 0 0 0 0 324 44 422 318 0
Peak Hour Factor 0.88 0.88 1.00 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 377 1 171 0 0 0 0 368 50 480 361 0
Number of Lanes 0 1 1 0 0 0 0 1 1 1 1 0
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay 36.4 34.7 64.5

HCM LOS E D F

Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1 SBLn2
Vol Left, % 0% 0% 100% 0% 100% 0%
Vol Thru, % 100% 0% 0% 0% 0% 100%
Vol Right, % 0% 100% 0% 100% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 324 44 333 171 422 318
LT Vol 0 0 332 0 422 0
Through Vol 324 0 1 0 0 318
RT Vol 0 44 0 171 0 0
Lane Flow Rate 368 50 378 171 480 361
Geometry Grp 7 7 7 7 7 7
Degree of Util (X) 0.815 0.101 0.873 0.336 1.07 0.755
Departure Headway (Hd) 8.131 7.407 8.427 7.196 8.034 7.519 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 449 487 431 503 456 484
Service Time 5.831 5.107 6.127 4.896 5.734 5.219
HCM Lane V/C Ratio 0.82 0.103 0.877 0.34 1.053 0.746
HCM Control Delay 37.9 10.9 46.8 13.5 90.6 29.9
HCM Lane LOS E B E B F D
HCM 95th-tile Q 7.6 0.3 8.9 1.5 15.5 6.4
1033
HCM 6th AWSC
2: Shirk Road & SR 198 WB Ramps 05/22/2022
5-Year Horizon Plus Project 09/07/2021 PM Peak Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Intersection Delay, s/veh 156.7
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 43 3 346 101 551 0 0 706 216
Future Vol, veh/h 0 0 0 43 3 346 101 551 0 0 706 216
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.92 0.92 0.92 0.89 0.89 0.89 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 0 0 0 48 3 389 110 599 0 0 793 243
Number of Lanes 0 0 0 0 1 1 1 1 0 0 1 1
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left NB WB
Conflicting Lanes Left 2 0 2
Conflicting Approach Right SB WB
Conflicting Lanes Right 2 2 0
HCM Control Delay 30.3 124.2 232.7

HCM LOS D F F

Lane NBLn1 NBLn2 WBLn1 WBLn2 SBLn1 SBLn2
Vol Left, % 100% 0% 93% 0% 0% 0%
Vol Thru, % 0% 100% 7% 0% 100% 0%
Vol Right, % 0% 0% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 101 551 46 346 706 216
LT Vol 101 0 43 0 0 0
Through Vol 0 551 3 0 706 0
RT Vol 0 0 0 346 0 216
Lane Flow Rate 110 599 52 389 793 243
Geometry Grp 7 7 7 7 7 7
Degree of Util (X) 0.24 1.224 0.119 0.769 1.6 0.442
Departure Headway (Hd) 8.51 7.992 9.192 7.974 7.609 6.886 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 425 461 392 459 484 527
Service Time 6.21 5.692 6.892 5.674 5.309 4.586
HCM Lane V/C Ratio 0.259 1.299 0.133 0.847 1.638 0.461
HCM Control Delay 13.9 144.4 13.1 32.6 299.3 14.9
HCM Lane LOS B F B D F B
HCM 95th-tile Q 0.9 22 0.4 6.6 42.2 2.2
1034
HCM 6th TWSC
3: Shirk Road & Hillsdale Avenue 05/22/2022
5-Year Horizon Plus Project 09/07/2021 PM Peak Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Int Delay, s/veh 2.6
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 35 23 800 100 27 887
Future Vol, veh/h 35 23 800 100 27 887
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 125 - 100 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 39 26 889 111 30 986
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1935 889 0 0 1000 0
Stage 1 889 - - - - -
Stage 2 1046 - - - - -
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 72 341 - - 688 -
Stage 1 400 - - - - -
Stage 2 337 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 65 341 - - 688 -
Mov Cap-2 Maneuver 65 - - - - -
Stage 1 400 - - - - -
Stage 2 305 - - - - -
Approach WB NB SB
HCM Control Delay, s 80.1 0 0.3

HCM LOS F
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 65 341 688 -
HCM Lane V/C Ratio - - 0.598 0.075 0.044 -
HCM Control Delay (s) - - 121.9 16.4 10.5 0
HCM Lane LOS - - F C B A
HCM 95th %tile Q(veh) - - 2.5 0.2 0.1 -
1035
HCM 6th TWSC
4: Shirk Road & School Avenue 05/22/2022
5-Year Horizon Plus Project 09/07/2021 PM Peak Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Int Delay, s/veh 0.4
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 12 1 795 28 0 902
Future Vol, veh/h 12 1 795 28 0 902
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - 225 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 91 91 91 91 91 91
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 13 1 874 31 0 991
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1865 874 0 0 905 0
Stage 1 874 - - - - -
Stage 2 991 - - - - -
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 79 348 - - 747 -
Stage 1 407 - - - - -
Stage 2 358 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 79 348 - - 747 -
Mov Cap-2 Maneuver 79 - - - - -
Stage 1 407 - - - - -
Stage 2 358 - - - - -
Approach WB NB SB
HCM Control Delay, s 56.4 0 0

HCM LOS F
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 84 747 -
HCM Lane V/C Ratio - - 0.17 - -
HCM Control Delay (s) - - 56.4 0 -
HCM Lane LOS - - F A -
HCM 95th %tile Q(veh) - - 0.6 0 -
1036
HCM 6th TWSC
6: Shirk Road & Allen Avenue 05/22/2022
5-Year Horizon Plus Project 09/07/2021 PM Peak Synchro 10 Report VRPA Technologies, Inc. Page 3
Intersection
Int Delay, s/veh 0.7
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 70 0 736 794 132
Future Vol, veh/h 0 70 0 736 794 132
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 200 - - 200
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 0 76 0 800 863 143
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1663 863 1006 0 - 0
Stage 1 863 - - - - -
Stage 2 800 - - - - -
Critical Hdwy 6.43 6.23 4.13 - - -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 2.227 - - -
Pot Cap-1 Maneuver 106 353 685 - - -
Stage 1 411 - - - - -
Stage 2 441 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 106 353 685 - - -
Mov Cap-2 Maneuver 106 - - - - -
Stage 1 411 - - - - -
Stage 2 441 - - - - -
Approach EB NB SB
HCM Control Delay, s 18 0 0

HCM LOS C
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 685 - 353 - -
HCM Lane V/C Ratio - - 0.216 - -
HCM Control Delay (s) 0 - 18 - -
HCM Lane LOS A - C - -
HCM 95th %tile Q(veh) 0 - 0.8 - -
1037
HCM 6th TWSC
8: Road 88 & Project Driveway 05/22/2022
5-Year Horizon Plus Project 09/07/2021 PM Peak Synchro 10 Report VRPA Technologies, Inc. Page 4
Intersection
Int Delay, s/veh 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 17 29 0 15 23
Future Vol, veh/h 0 17 29 0 15 23
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 0 18 32 0 16 25
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 89 32 0 0 32 0
Stage 1 32 - - - - -
Stage 2 57 - - - - -
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 909 1039 - - 1574 -
Stage 1 988 - - - - -
Stage 2 963 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 900 1039 - - 1574 -
Mov Cap-2 Maneuver 900 - - - - -
Stage 1 988 - - - - -
Stage 2 953 - - - - -
Approach WB NB SB
HCM Control Delay, s 8.5 0 2.9

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 1039 1574 -
HCM Lane V/C Ratio - - 0.018 0.01 -
HCM Control Delay (s) - - 8.5 7.3 0
HCM Lane LOS - - A A A
HCM 95th %tile Q(veh) - - 0.1 0 -
1038
HCM 6th TWSC
9: Road 88 & Goshen Avenue 05/22/2022
5-Year Horizon Plus Project 09/07/2021 PM Peak Synchro 10 Report VRPA Technologies, Inc. Page 5
Intersection
Int Delay, s/veh 1.8
Movement EBU EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 10 509 60 44 216 25 28
Future Vol, veh/h 10 509 60 44 216 25 28
Conflicting Peds, #/hr 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Stop Stop
RT Channelized - - None - None - None
Storage Length 200 - - 200 - 0 -
Veh in Median Storage, # - 0 - - 0 0 -
Grade, % - 0 - - 0 0 -
Peak Hour Factor 72 72 72 72 72 72 72
Heavy Vehicles, % 3 3 3 3 3 3 3
Mvmt Flow 14 707 83 61 300 35 39
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 300 0 0 790 0 1049 395
Stage 1 - - - - - 777 -
Stage 2 - - - - - 272 -
Critical Hdwy 6.46 - - 4.16 - 6.86 6.96
Critical Hdwy Stg 1 - - - - - 5.86 -
Critical Hdwy Stg 2 - - - - - 5.86 -
Follow-up Hdwy 2.53 - - 2.23 - 3.53 3.33
Pot Cap-1 Maneuver 921 - - 819 - 221 601
Stage 1 - - - - - 411 -
Stage 2 - - - - - 746 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 921 - - 819 - 202 601
Mov Cap-2 Maneuver - - - - - 202 -
Stage 1 - - - - - 405 -
Stage 2 - - - - - 691 -
Approach EB WB NB
HCM Control Delay, s 0.2 1.7 20.1

HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBU EBT EBR WBL WBT
Capacity (veh/h) 311 921 - - 819 -
HCM Lane V/C Ratio 0.237 0.015 - - 0.075 -
HCM Control Delay (s) 20.1 9 - - 9.8 -
HCM Lane LOS C A - - A -
HCM 95th %tile Q(veh) 0.9 0 - - 0.2 -
1039
HCM 6th Signalized Intersection Summary
5: Shirk Road & Hurley Avenue 05/22/2022
5-Year Horizon Plus Project 09/07/2021 PM Peak Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 50 63 713 80 63 850
Future Volume (veh/h) 50 63 713 80 63 850
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 56 71 801 90 71 955
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89
Percent Heavy Veh, % 3 3 3 3 3 3
Cap, veh/h 166 147 1188 1007 105 1423
Arrive On Green 0.09 0.09 0.64 0.64 0.06 0.77
Sat Flow, veh/h 1767 1572 1856 1572 1767 1856
Grp Volume(v), veh/h 56 71 801 90 71 955
Grp Sat Flow(s),veh/h/ln 1767 1572 1856 1572 1767 1856
Q Serve(g_s), s 2.4 3.4 22.0 1.8 3.2 19.9
Cycle Q Clear(g_c), s 2.4 3.4 22.0 1.8 3.2 19.9
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 166 147 1188 1007 105 1423
V/C Ratio(X) 0.34 0.48 0.67 0.09 0.68 0.67
Avail Cap(c_a), veh/h 387 345 1188 1007 255 1423
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 34.1 34.5 9.1 5.5 37.0 4.5
Incr Delay (d2), s/veh 1.2 2.4 3.1 0.2 7.4 2.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.0 1.4 7.3 0.5 1.5 4.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.3 37.0 12.2 5.7 44.4 7.0
LnGrp LOS D D B A D A
Approach Vol, veh/h 127 891 1026
Approach Delay, s/veh 36.2 11.6 9.6
Approach LOS D B A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 10.2 57.2 67.4 12.9
Change Period (Y+Rc), s 5.4 5.8 * 5.8 5.4
Max Green Setting (Gmax), s 11.6 44.2 * 62 17.6
Max Q Clear Time (g_c+I1), s 5.2 24.0 21.9 5.4
Green Ext Time (p_c), s 0.1 5.6 8.9 0.2
Intersection Summary
HCM 6th Ctrl Delay 12.1
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 1040
HCM 6th Signalized Intersection Summary
7: Shirk Road & Goshen Avenue 05/22/2022
5-Year Horizon Plus Project 09/07/2021 PM Peak Synchro 10 Report VRPA Technologies, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 61 309 177 38 130 35 205 402 87 78 546 42 Future Volume (veh/h) 61 309 177 38 130 35 205 402 87 78 546 42 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 74 377 216 46 159 43 250 490 106 95 666 51 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 94 445 251 72 678 303 260 845 716 155 734 622 Arrive On Green 0.05 0.21 0.21 0.04 0.19 0.19 0.15 0.46 0.46 0.09 0.40 0.40 Sat Flow, veh/h 1767 2172 1226 1767 3526 1572 1767 1856 1572 1767 1856 1572 Grp Volume(v), veh/h 74 305 288 46 159 43 250 490 106 95 666 51 Grp Sat Flow(s),veh/h/ln 1767 1763 1635 1767 1763 1572 1767 1856 1572 1767 1856 1572 Q Serve(g_s), s 4.7 18.7 19.2 2.9 4.3 1.9 15.8 22.0 4.4 5.8 38.1 2.3 Cycle Q Clear(g_c), s 4.7 18.7 19.2 2.9 4.3 1.9 15.8 22.0 4.4 5.8 38.1 2.3 Prop In Lane 1.00 0.75 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 94 361 335 72 678 303 260 845 716 155 734 622 V/C Ratio(X) 0.79 0.84 0.86 0.64 0.23 0.14 0.96 0.58 0.15 0.61 0.91 0.08 Avail Cap(c_a), veh/h 94 454 421 94 907 405 260 845 716 155 734 622 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 52.7 43.1 43.2 53.2 38.5 21.8 47.7 22.7 17.9 49.5 32.1 21.3 Incr Delay (d2), s/veh 34.5 11.3 13.6 9.1 0.2 0.2 44.8 2.9 0.4 6.9 17.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.9 8.8 8.6 1.4 1.8 0.9 10.0 9.8 1.6 2.8 19.6 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 87.2 54.3 56.8 62.4 38.7 22.1 92.5 25.6 18.4 56.4 49.1 21.5 LnGrp LOS F D E E D C F C B E D C
Approach Vol, veh/h 667 248 846 812
Approach Delay, s/veh 59.1 40.2 44.5 48.2
Approach LOS E D D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 15.3 56.7 11.1 29.6 22.0 50.0 12.5 28.2 Change Period (Y+Rc), s 5.4 5.4 6.5 6.5 5.4 5.4 6.5 6.5 Max Green Setting (Gmax), s 9.9 51.3 6.0 29.0 16.6 44.6 6.0 29.0 Max Q Clear Time (g_c+I1), s 7.8 24.0 4.9 21.2 17.8 40.1 6.7 6.3 Green Ext Time (p_c), s 0.0 3.4 0.0 2.0 0.0 1.8 0.0 0.9 Intersection Summary
HCM 6th Ctrl Delay 49.0
HCM 6th LOS D
1041
10-YEAR HORIZON CONDITIONS
1042
HCM 6th AWSC
1: Shirk Road & SR 198 EB Ramps 05/22/2022
10-Year Horizon No Project 09/07/2021 AM Peak Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Intersection Delay, s/veh 42.6
Intersection LOS E
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 215 3 108 0 0 0 0 446 109 365 345 0
Future Vol, veh/h 215 3 108 0 0 0 0 446 109 365 345 0
Peak Hour Factor 0.88 0.88 1.00 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 244 3 108 0 0 0 0 507 124 415 392 0
Number of Lanes 0 1 1 0 0 0 0 1 1 1 1 0
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay 19.5 64.1 36

HCM LOS C F E

Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1 SBLn2
Vol Left, % 0% 0% 99% 0% 100% 0%
Vol Thru, % 100% 0% 1% 0% 0% 100%
Vol Right, % 0% 100% 0% 100% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 446 109 218 108 365 345
LT Vol 0 0 215 0 365 0
Through Vol 446 0 3 0 0 345
RT Vol 0 109 0 108 0 0
Lane Flow Rate 507 124 248 108 415 392
Geometry Grp 7 7 7 7 7 7
Degree of Util (X) 1.035 0.228 0.584 0.218 0.865 0.762
Departure Headway (Hd) 7.351 6.632 8.618 7.388 7.645 7.132 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 497 545 421 489 477 510
Service Time 5.051 4.332 6.318 5.088 5.345 4.832
HCM Lane V/C Ratio 1.02 0.228 0.589 0.221 0.87 0.769
HCM Control Delay 77 11.3 22.7 12.1 42.4 29.2
HCM Lane LOS F B C B E D
HCM 95th-tile Q 14.9 0.9 3.6 0.8 9 6.7
1043
HCM 6th AWSC
2: Shirk Road & SR 198 WB Ramps 05/22/2022
10-Year Horizon No Project 09/07/2021 AM Peak Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Intersection Delay, s/veh 138.4
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 65 3 459 176 477 0 0 641 333
Future Vol, veh/h 0 0 0 65 3 459 176 477 0 0 641 333
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.92 0.92 0.92 0.89 0.89 0.89 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 0 0 0 73 3 516 191 518 0 0 720 374
Number of Lanes 0 0 0 0 1 1 1 1 0 0 1 1
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left NB WB
Conflicting Lanes Left 2 0 2
Conflicting Approach Right SB WB
Conflicting Lanes Right 2 2 0
HCM Control Delay 82.2 91.3 199.3

HCM LOS F F F

Lane NBLn1 NBLn2 WBLn1 WBLn2 SBLn1 SBLn2
Vol Left, % 100% 0% 96% 0% 0% 0%
Vol Thru, % 0% 100% 4% 0% 100% 0%
Vol Right, % 0% 0% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 176 477 68 459 641 333
LT Vol 176 0 65 0 0 0
Through Vol 0 477 3 0 641 0
RT Vol 0 0 0 459 0 333
Lane Flow Rate 191 518 76 516 720 374
Geometry Grp 7 7 7 7 7 7
Degree of Util (X) 0.449 1.145 0.184 1.073 1.568 0.742
Departure Headway (Hd) 9.116 8.595 9.41 8.19 8.294 7.566 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 398 425 384 449 447 483
Service Time 6.816 6.295 7.11 5.89 5.994 5.266
HCM Lane V/C Ratio 0.48 1.219 0.198 1.149 1.611 0.774
HCM Control Delay 19 118 14.2 92.3 287.7 29
HCM Lane LOS C F B F F D
HCM 95th-tile Q 2.3 17.7 0.7 15.5 37.6 6.2
1044
HCM 6th AWSC
1: Shirk Road & SR 198 EB Ramps 05/22/2022
10-Year Horizon No Project 09/07/2021 PM Peak Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Intersection Delay, s/veh 57.7
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 340 1 195 0 0 0 0 358 50 433 356 0
Future Vol, veh/h 340 1 195 0 0 0 0 358 50 433 356 0
Peak Hour Factor 0.88 0.88 1.00 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 386 1 195 0 0 0 0 407 57 492 405 0
Number of Lanes 0 1 1 0 0 0 0 1 1 1 1 0
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay 38.6 46.7 75.8

HCM LOS E E F

Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1 SBLn2
Vol Left, % 0% 0% 100% 0% 100% 0%
Vol Thru, % 100% 0% 0% 0% 0% 100%
Vol Right, % 0% 100% 0% 100% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 358 50 341 195 433 356
LT Vol 0 0 340 0 433 0
Through Vol 358 0 1 0 0 356
RT Vol 0 50 0 195 0 0
Lane Flow Rate 407 57 388 195 492 405
Geometry Grp 7 7 7 7 7 7
Degree of Util (X) 0.905 0.115 0.894 0.385 1.11 0.855
Departure Headway (Hd) 8.304 7.58 8.567 7.333 8.122 7.605 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 439 476 426 493 448 473
Service Time 6.004 5.28 6.267 5.033 5.902 5.385
HCM Lane V/C Ratio 0.927 0.12 0.911 0.396 1.098 0.856
HCM Control Delay 51.6 11.3 50.8 14.5 104.3 41.2
HCM Lane LOS F B F B F E
HCM 95th-tile Q 9.8 0.4 9.4 1.8 16.9 8.7
1045
HCM 6th AWSC
2: Shirk Road & SR 198 WB Ramps 05/22/2022
10-Year Horizon No Project 09/07/2021 PM Peak Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Intersection Delay, s/veh 173.6
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 49 4 312 116 579 0 0 748 224
Future Vol, veh/h 0 0 0 49 4 312 116 579 0 0 748 224
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.92 0.92 0.92 0.89 0.89 0.89 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 0 0 0 55 4 351 126 629 0 0 840 252
Number of Lanes 0 0 0 0 1 1 1 1 0 0 1 1
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left NB WB
Conflicting Lanes Left 2 0 2
Conflicting Approach Right SB WB
Conflicting Lanes Right 2 2 0
HCM Control Delay 25.2 135.7 255.5

HCM LOS D F F

Lane NBLn1 NBLn2 WBLn1 WBLn2 SBLn1 SBLn2
Vol Left, % 100% 0% 92% 0% 0% 0%
Vol Thru, % 0% 100% 8% 0% 100% 0%
Vol Right, % 0% 0% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 116 579 53 312 748 224
LT Vol 116 0 49 0 0 0
Through Vol 0 579 4 0 748 0
RT Vol 0 0 0 312 0 224
Lane Flow Rate 126 629 60 351 840 252
Geometry Grp 7 7 7 7 7 7
Degree of Util (X) 0.271 1.265 0.137 0.695 1.666 0.45
Departure Headway (Hd) 8.431 7.914 9.288 8.074 7.507 6.785 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 429 466 388 452 496 534
Service Time 6.131 5.614 6.988 5.774 5.207 4.485
HCM Lane V/C Ratio 0.294 1.35 0.155 0.777 1.694 0.472
HCM Control Delay 14.2 160 13.5 27.2 327.6 14.9
HCM Lane LOS B F B D F B
HCM 95th-tile Q 1.1 24 0.5 5.2 46.4 2.3
1046
HCM 6th AWSC
1: Shirk Road & SR 198 EB Ramps 05/22/2022
10-Year Horizon Plus Project 09/07/2021 AM Peak Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Intersection Delay, s/veh 52.5
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 223 3 108 0 0 0 0 448 109 424 352 0
Future Vol, veh/h 223 3 108 0 0 0 0 448 109 424 352 0
Peak Hour Factor 0.88 0.88 1.00 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 253 3 108 0 0 0 0 509 124 482 400 0
Number of Lanes 0 1 1 0 0 0 0 1 1 1 1 0
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay 20.5 67.9 54.7

HCM LOS C F F

Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1 SBLn2
Vol Left, % 0% 0% 99% 0% 100% 0%
Vol Thru, % 100% 0% 1% 0% 0% 100%
Vol Right, % 0% 100% 0% 100% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 448 109 226 108 424 352
LT Vol 0 0 223 0 424 0
Through Vol 448 0 3 0 0 352
RT Vol 0 109 0 108 0 0
Lane Flow Rate 509 124 257 108 482 400
Geometry Grp 7 7 7 7 7 7
Degree of Util (X) 1.048 0.23 0.607 0.222 1.017 0.787
Departure Headway (Hd) 7.523 6.804 8.733 7.502 7.711 7.197 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 484 531 416 482 472 508
Service Time 5.223 4.504 6.433 5.202 5.411 4.897
HCM Lane V/C Ratio 1.052 0.234 0.618 0.224 1.021 0.787
HCM Control Delay 81.6 11.5 24 12.3 73.8 31.6
HCM Lane LOS F B C B F D
HCM 95th-tile Q 15.2 0.9 3.9 0.8 13.8 7.2
1047
HCM 6th AWSC
2: Shirk Road & SR 198 WB Ramps 05/22/2022
10-Year Horizon Plus Project 09/07/2021 AM Peak Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Intersection Delay, s/veh 169.9
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 65 3 478 176 488 0 0 706 359
Future Vol, veh/h 0 0 0 65 3 478 176 488 0 0 706 359
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.92 0.92 0.92 0.89 0.89 0.89 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 0 0 0 73 3 537 191 530 0 0 793 403
Number of Lanes 0 0 0 0 1 1 1 1 0 0 1 1
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left NB WB
Conflicting Lanes Left 2 0 2
Conflicting Approach Right SB WB
Conflicting Lanes Right 2 2 0
HCM Control Delay 98.2 100.5 248.6

HCM LOS F F F

Lane NBLn1 NBLn2 WBLn1 WBLn2 SBLn1 SBLn2
Vol Left, % 100% 0% 96% 0% 0% 0%
Vol Thru, % 0% 100% 4% 0% 100% 0%
Vol Right, % 0% 0% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 176 488 68 478 706 359
LT Vol 176 0 65 0 0 0
Through Vol 0 488 3 0 706 0
RT Vol 0 0 0 478 0 359
Lane Flow Rate 191 530 76 537 793 403
Geometry Grp 7 7 7 7 7 7
Degree of Util (X) 0.45 1.176 0.185 1.125 1.728 0.797
Departure Headway (Hd) 9.269 8.748 9.583 8.362 8.424 7.695 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 392 419 377 440 436 472
Service Time 6.969 6.448 7.283 6.062 6.124 5.395
HCM Lane V/C Ratio 0.487 1.265 0.202 1.22 1.819 0.854
HCM Control Delay 19.3 129.8 14.4 110.1 357.6 34.3
HCM Lane LOS C F B F F D
HCM 95th-tile Q 2.3 18.7 0.7 17.3 45 7.3
1048
HCM 6th AWSC
1: Shirk Road & SR 198 EB Ramps 05/22/2022
10-Year Horizon Plus Project 09/07/2021 PM Peak Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Intersection Delay, s/veh 62.7
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 369 1 195 0 0 0 0 365 50 424 352 0
Future Vol, veh/h 369 1 195 0 0 0 0 365 50 424 352 0
Peak Hour Factor 0.88 0.88 1.00 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 419 1 195 0 0 0 0 415 57 482 400 0
Number of Lanes 0 1 1 0 0 0 0 1 1 1 1 0
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay 50.5 52.5 76.7

HCM LOS F F F

Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1 SBLn2
Vol Left, % 0% 0% 100% 0% 100% 0%
Vol Thru, % 100% 0% 0% 0% 0% 100%
Vol Right, % 0% 100% 0% 100% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 365 50 370 195 424 352
LT Vol 0 0 369 0 424 0
Through Vol 365 0 1 0 0 352
RT Vol 0 50 0 195 0 0
Lane Flow Rate 415 57 420 195 482 400
Geometry Grp 7 7 7 7 7 7
Degree of Util (X) 0.936 0.117 0.974 0.387 1.109 0.863
Departure Headway (Hd) 8.434 7.709 8.595 7.361 8.285 7.768 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 431 468 425 491 438 464
Service Time 6.134 5.409 6.295 5.061 6.074 5.556
HCM Lane V/C Ratio 0.963 0.122 0.988 0.397 1.1 0.862
HCM Control Delay 58.1 11.4 67.1 14.6 104.7 43
HCM Lane LOS F B F B F E
HCM 95th-tile Q 10.7 0.4 11.7 1.8 16.6 8.9
1049
HCM 6th AWSC
2: Shirk Road & SR 198 WB Ramps 05/22/2022
10-Year Horizon Plus Project 09/07/2021 PM Peak Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Intersection Delay, s/veh 218.4
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 49 4 378 116 615 0 0 792 241
Future Vol, veh/h 0 0 0 49 4 378 116 615 0 0 792 241
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.92 0.92 0.92 0.89 0.89 0.89 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 0 0 0 55 4 425 126 668 0 0 890 271
Number of Lanes 0 0 0 0 1 1 1 1 0 0 1 1
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left NB WB
Conflicting Lanes Left 2 0 2
Conflicting Approach Right SB WB
Conflicting Lanes Right 2 2 0
HCM Control Delay 38.6 185.7 315.8

HCM LOS E F F

Lane NBLn1 NBLn2 WBLn1 WBLn2 SBLn1 SBLn2
Vol Left, % 100% 0% 92% 0% 0% 0%
Vol Thru, % 0% 100% 8% 0% 100% 0%
Vol Right, % 0% 0% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 116 615 53 378 792 241
LT Vol 116 0 49 0 0 0
Through Vol 0 615 4 0 792 0
RT Vol 0 0 0 378 0 241
Lane Flow Rate 126 668 60 425 890 271
Geometry Grp 7 7 7 7 7 7
Degree of Util (X) 0.282 1.403 0.138 0.844 1.843 0.508
Departure Headway (Hd) 8.882 8.362 9.517 8.298 7.977 7.251 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 407 441 379 442 463 501
Service Time 6.582 6.062 7.217 5.998 5.677 4.951
HCM Lane V/C Ratio 0.31 1.515 0.158 0.962 1.922 0.541
HCM Control Delay 15 217.9 13.7 42.1 406.7 17.2
HCM Lane LOS B F B E F C
HCM 95th-tile Q 1.1 29.4 0.5 8.2 53.4 2.8
1050
20-YEAR HORIZON CONDITIONS
1051
HCM 6th AWSC
1: Shirk Road & SR 198 EB Ramps 05/22/2022
20-Year Horizon No Project 09/07/2021 AM Peak Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Intersection Delay, s/veh 98.6
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 260 3 135 0 0 0 0 554 137 444 427 0
Future Vol, veh/h 260 3 135 0 0 0 0 554 137 444 427 0
Peak Hour Factor 0.88 0.88 1.00 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 295 3 135 0 0 0 0 630 156 505 485 0
Number of Lanes 0 1 1 0 0 0 0 1 1 1 1 0
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay 26.4 157.8 83.3

HCM LOS D F F

Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1 SBLn2
Vol Left, % 0% 0% 99% 0% 100% 0%
Vol Thru, % 100% 0% 1% 0% 0% 100%
Vol Right, % 0% 100% 0% 100% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 554 137 263 135 444 427
LT Vol 0 0 260 0 444 0
Through Vol 554 0 3 0 0 427
RT Vol 0 137 0 135 0 0
Lane Flow Rate 630 156 299 135 505 485
Geometry Grp 7 7 7 7 7 7
Degree of Util (X) 1.348 0.303 0.719 0.28 1.095 0.985
Departure Headway (Hd) 7.957 7.235 9.205 7.967 8.315 7.798 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 460 500 395 454 439 471
Service Time 5.657 4.935 6.905 5.667 6.015 5.498
HCM Lane V/C Ratio 1.37 0.312 0.757 0.297 1.15 1.03
HCM Control Delay 193.6 13 32.2 13.7 99.9 66
HCM Lane LOS F B D B F F
HCM 95th-tile Q 27.9 1.3 5.5 1.1 16.1 12.6
1052
HCM 6th AWSC
2: Shirk Road & SR 198 WB Ramps 05/22/2022
20-Year Horizon No Project 09/07/2021 AM Peak Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Intersection Delay, s/veh 239.8
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 82 3 566 221 588 0 0 784 408
Future Vol, veh/h 0 0 0 82 3 566 221 588 0 0 784 408
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.92 0.92 0.92 0.89 0.89 0.89 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 0 0 0 92 3 636 240 639 0 0 881 458
Number of Lanes 0 0 0 0 1 1 1 1 0 0 1 1
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left NB WB
Conflicting Lanes Left 2 0 2
Conflicting Approach Right SB WB
Conflicting Lanes Right 2 2 0
HCM Control Delay 181.9 177 312.6

HCM LOS F F F

Lane NBLn1 NBLn2 WBLn1 WBLn2 SBLn1 SBLn2
Vol Left, % 100% 0% 96% 0% 0% 0%
Vol Thru, % 0% 100% 4% 0% 100% 0%
Vol Right, % 0% 0% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 221 588 85 566 784 408
LT Vol 221 0 82 0 0 0
Through Vol 0 588 3 0 784 0
RT Vol 0 0 0 566 0 408
Lane Flow Rate 240 639 96 636 881 458
Geometry Grp 7 7 7 7 7 7
Degree of Util (X) 0.573 1.435 0.237 1.369 1.928 0.914
Departure Headway (Hd) 9.715 9.191 10.363 9.137 9.103 8.368 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 375 403 349 401 405 436
Service Time 7.415 6.891 8.063 6.837 6.803 6.068
HCM Lane V/C Ratio 0.64 1.586 0.275 1.586 2.175 1.05
HCM Control Delay 24.7 234.3 16.3 206.8 447.5 53.5
HCM Lane LOS C F C F F F
HCM 95th-tile Q 3.4 28.7 0.9 26 51.4 10
1053
HCM 6th AWSC
1: Shirk Road & SR 198 EB Ramps 05/22/2022
20-Year Horizon No Project 09/07/2021 PM Peak Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Intersection Delay, s/veh 130.3
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 417 2 245 0 0 0 0 444 63 536 443 0
Future Vol, veh/h 417 2 245 0 0 0 0 444 63 536 443 0
Peak Hour Factor 0.88 0.88 1.00 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 474 2 245 0 0 0 0 505 72 609 503 0
Number of Lanes 0 1 1 0 0 0 0 1 1 1 1 0
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay 80.9 118.3 168.6

HCM LOS F F F

Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1 SBLn2
Vol Left, % 0% 0% 100% 0% 100% 0%
Vol Thru, % 100% 0% 0% 0% 0% 100%
Vol Right, % 0% 100% 0% 100% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 444 63 419 245 536 443
LT Vol 0 0 417 0 536 0
Through Vol 444 0 2 0 0 443
RT Vol 0 63 0 245 0 0
Lane Flow Rate 505 72 476 245 609 503
Geometry Grp 7 7 7 7 7 7
Degree of Util (X) 1.181 0.154 1.127 0.499 1.414 1.097
Departure Headway (Hd) 9.15 8.423 8.946 7.709 8.91 8.389 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 399 429 409 470 414 438
Service Time 6.85 6.123 6.646 5.409 6.61 6.089
HCM Lane V/C Ratio 1.266 0.168 1.164 0.521 1.471 1.148
HCM Control Delay 133.3 12.7 113.4 17.8 224.5 100.9
HCM Lane LOS F B F C F F
HCM 95th-tile Q 18.4 0.5 16.6 2.7 28.4 16.1
1054
HCM 6th AWSC
2: Shirk Road & SR 198 WB Ramps 05/22/2022
20-Year Horizon No Project 09/07/2021 PM Peak Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Intersection Delay, s/veh 309.5
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 61 5 379 145 713 0 0 927 275
Future Vol, veh/h 0 0 0 61 5 379 145 713 0 0 927 275
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.92 0.92 0.92 0.89 0.89 0.89 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 0 0 0 69 6 426 158 775 0 0 1042 309
Number of Lanes 0 0 0 0 1 1 1 1 0 0 1 1
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left NB WB
Conflicting Lanes Left 2 0 2
Conflicting Approach Right SB WB
Conflicting Lanes Right 2 2 0
HCM Control Delay 42.6 271.1 434.9

HCM LOS E F F

Lane NBLn1 NBLn2 WBLn1 WBLn2 SBLn1 SBLn2
Vol Left, % 100% 0% 92% 0% 0% 0%
Vol Thru, % 0% 100% 8% 0% 100% 0%
Vol Right, % 0% 0% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 145 713 66 379 927 275
LT Vol 145 0 61 0 0 0
Through Vol 0 713 5 0 927 0
RT Vol 0 0 0 379 0 275
Lane Flow Rate 158 775 74 426 1042 309
Geometry Grp 7 7 7 7 7 7
Degree of Util (X) 0.357 1.646 0.175 0.868 2.182 0.587
Departure Headway (Hd) 9.21 8.689 9.997 8.771 8.288 7.559 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 394 426 361 417 448 482
Service Time 6.91 6.389 7.697 6.471 5.988 5.259
HCM Lane V/C Ratio 0.401 1.819 0.205 1.022 2.326 0.641
HCM Control Delay 16.9 322.8 14.8 47.4 557.8 20.4
HCM Lane LOS C F B E F C
HCM 95th-tile Q 1.6 39.9 0.6 8.7 69.3 3.7
1055
HCM 6th AWSC
1: Shirk Road & SR 198 EB Ramps 05/22/2022
20-Year Horizon Plus Project 09/07/2021 AM Peak Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Intersection Delay, s/veh 116
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 269 3 135 0 0 0 0 556 137 503 434 0
Future Vol, veh/h 269 3 135 0 0 0 0 556 137 503 434 0
Peak Hour Factor 0.88 0.88 1.00 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 306 3 135 0 0 0 0 632 156 572 493 0
Number of Lanes 0 1 1 0 0 0 0 1 1 1 1 0
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay 28.3 164.1 117.1

HCM LOS D F F

Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1 SBLn2
Vol Left, % 0% 0% 99% 0% 100% 0%
Vol Thru, % 100% 0% 1% 0% 0% 100%
Vol Right, % 0% 100% 0% 100% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 556 137 272 135 503 434
LT Vol 0 0 269 0 503 0
Through Vol 556 0 3 0 0 434
RT Vol 0 137 0 135 0 0
Lane Flow Rate 632 156 309 135 572 493
Geometry Grp 7 7 7 7 7 7
Degree of Util (X) 1.365 0.306 0.744 0.28 1.249 1.009
Departure Headway (Hd) 8.1 7.378 9.306 8.067 8.381 7.863 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 455 490 393 448 440 464
Service Time 5.8 5.078 7.006 5.767 6.081 5.563
HCM Lane V/C Ratio 1.389 0.318 0.786 0.301 1.3 1.063
HCM Control Delay 201.2 13.3 34.6 13.9 155.7 72.4
HCM Lane LOS F B D B F F
HCM 95th-tile Q 28.3 1.3 5.9 1.1 22.4 13.4
1056
HCM 6th AWSC
2: Shirk Road & SR 198 WB Ramps 05/22/2022
20-Year Horizon Plus Project 09/07/2021 AM Peak Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Intersection Delay, s/veh 275
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 82 3 585 221 598 0 0 850 434
Future Vol, veh/h 0 0 0 82 3 585 221 598 0 0 850 434
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.92 0.92 0.92 0.89 0.89 0.89 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 0 0 0 92 3 657 240 650 0 0 955 488
Number of Lanes 0 0 0 0 1 1 1 1 0 0 1 1
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left NB WB
Conflicting Lanes Left 2 0 2
Conflicting Approach Right SB WB
Conflicting Lanes Right 2 2 0
HCM Control Delay 203.3 186.8 366.9

HCM LOS F F F

Lane NBLn1 NBLn2 WBLn1 WBLn2 SBLn1 SBLn2
Vol Left, % 100% 0% 96% 0% 0% 0%
Vol Thru, % 0% 100% 4% 0% 100% 0%
Vol Right, % 0% 0% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 221 598 85 585 850 434
LT Vol 221 0 82 0 0 0
Through Vol 0 598 3 0 850 0
RT Vol 0 0 0 585 0 434
Lane Flow Rate 240 650 96 657 955 488
Geometry Grp 7 7 7 7 7 7
Degree of Util (X) 0.574 1.464 0.238 1.424 2.092 0.973
Departure Headway (Hd) 9.778 9.254 10.616 9.391 9.222 8.486 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 372 397 341 394 401 429
Service Time 7.478 6.954 8.316 7.091 6.922 6.186
HCM Lane V/C Ratio 0.645 1.637 0.282 1.668 2.382 1.138
HCM Control Delay 24.9 246.7 16.6 230.4 520.4 66.4
HCM Lane LOS C F C F F F
HCM 95th-tile Q 3.4 29.7 0.9 27.7 58.5 11.7
1057
HCM 6th AWSC
1: Shirk Road & SR 198 EB Ramps 05/22/2022
20-Year Horizon Plus Project 09/07/2021 PM Peak Synchro 10 Report VRPA Technologies, Inc. Page 1
Intersection
Intersection Delay, s/veh 148.3
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 446 2 245 0 0 0 0 451 63 575 448 0
Future Vol, veh/h 446 2 245 0 0 0 0 451 63 575 448 0
Peak Hour Factor 0.88 0.88 1.00 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 507 2 245 0 0 0 0 513 72 653 509 0
Number of Lanes 0 1 1 0 0 0 0 1 1 1 1 0
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay 101.3 125.3 190.4

HCM LOS F F F

Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1 SBLn2
Vol Left, % 0% 0% 100% 0% 100% 0%
Vol Thru, % 100% 0% 0% 0% 0% 100%
Vol Right, % 0% 100% 0% 100% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 451 63 448 245 575 448
LT Vol 0 0 446 0 575 0
Through Vol 451 0 2 0 0 448
RT Vol 0 63 0 245 0 0
Lane Flow Rate 512 72 509 245 653 509
Geometry Grp 7 7 7 7 7 7
Degree of Util (X) 1.2 0.154 1.205 0.499 1.497 1.096
Departure Headway (Hd) 9.32 8.592 8.975 7.737 9.045 8.523 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 395 420 407 468 405 428
Service Time 7.02 6.292 6.675 5.437 6.745 6.223
HCM Lane V/C Ratio 1.296 0.171 1.251 0.524 1.612 1.189
HCM Control Delay 141 12.8 141.4 17.9 259.9 101.2
HCM Lane LOS F B F C F F
HCM 95th-tile Q 18.9 0.5 19.5 2.7 31.8 16
1058
HCM 6th AWSC
2: Shirk Road & SR 198 WB Ramps 05/22/2022
20-Year Horizon Plus Project 09/07/2021 PM Peak Synchro 10 Report VRPA Technologies, Inc. Page 2
Intersection
Intersection Delay, s/veh 354.3
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 61 5 445 145 750 0 0 970 301
Future Vol, veh/h 0 0 0 61 5 445 145 750 0 0 970 301
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.92 0.92 0.92 0.89 0.89 0.89 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 0 0 0 69 6 500 158 815 0 0 1090 338
Number of Lanes 0 0 0 0 1 1 1 1 0 0 1 1
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left NB WB
Conflicting Lanes Left 2 0 2
Conflicting Approach Right SB WB
Conflicting Lanes Right 2 2 0
HCM Control Delay 73.4 327.9 485.2

HCM LOS F F F

MITIGATION
1060
HCM 6th Signalized Intersection Summary
1: Shirk Road & SR 198 EB Ramps 05/22/2022
5-Year Horizon Plus Project Conditions 09/07/2021 AM Peak Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 201 2 95 0 0 0 0 395 96 386 312 0 Future Volume (veh/h) 201 2 95 0 0 0 0 395 96 386 312 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 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
Adj Sat Flow, veh/h/ln 1856 1856 1856 0 1856 1856 1856 1856 0 Adj Flow Rate, veh/h 228 2 108 0 449 109 439 355 0
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 3 3 3 0 3 3 3 3 0
Cap, veh/h 312 3 280 0 564 478 513 1244 0
Arrive On Green 0.18 0.18 0.18 0.00 0.30 0.30 0.29 0.67 0.00 Sat Flow, veh/h 1753 15 1572 0 1856 1572 1767 1856 0
Grp Volume(v), veh/h 230 0 108 0 449 109 439 355 0
Grp Sat Flow(s),veh/h/ln 1768 0 1572 0 1856 1572 1767 1856 0 Q Serve(g_s), s 7.3 0.0 3.6 0.0 13.2 3.1 13.9 4.6 0.0
Cycle Q Clear(g_c), s 7.3 0.0 3.6 0.0 13.2 3.1 13.9 4.6 0.0 Prop In Lane 0.99 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 314 0 280 0 564 478 513 1244 0
V/C Ratio(X) 0.73 0.00 0.39 0.00 0.80 0.23 0.86 0.29 0.00 Avail Cap(c_a), veh/h 701 0 624 0 1300 1102 1238 2741 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 23.0 0.0 21.5 0.0 18.9 15.4 19.8 4.0 0.0 Incr Delay (d2), s/veh 3.3 0.0 0.9 0.0 2.6 0.2 4.2 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.9 0.0 1.2 0.0 5.0 0.9 5.3 0.9 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.3 0.0 22.4 0.0 21.6 15.7 24.1 4.1 0.0 LnGrp LOS C A C A C B C A A
Approach Vol, veh/h 338 558 794
Approach Delay, s/veh 25.0 20.4 15.1
Approach LOS C C B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 21.7 22.5 15.0 44.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 41.5 41.5 23.5 87.5
Max Q Clear Time (g_c+I1), s 15.9 15.2 9.3 6.6
Green Ext Time (p_c), s 1.3 2.8 1.3 2.1
Intersection Summary
HCM 6th Ctrl Delay 18.9
HCM 6th LOS B
1061
HCM 6th Signalized Intersection Summary
1: Shirk Road & SR 198 EB Ramps 05/22/2022
10 Year Horizon Without Project 09/07/2021 AM Peak Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 215 3 108 0 0 0 0 446 109 365 345 0 Future Volume (veh/h) 215 3 108 0 0 0 0 446 109 365 345 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 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
Adj Sat Flow, veh/h/ln 1856 1856 1856 0 1856 1856 1856 1856 0 Adj Flow Rate, veh/h 234 3 117 0 485 118 397 375 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 3 3 0 3 3 3 3 0
Cap, veh/h 319 4 288 0 603 511 469 1236 0
Arrive On Green 0.18 0.18 0.18 0.00 0.33 0.33 0.27 0.67 0.00 Sat Flow, veh/h 1746 22 1572 0 1856 1572 1767 1856 0
Grp Volume(v), veh/h 237 0 117 0 485 118 397 375 0
Grp Sat Flow(s),veh/h/ln 1768 0 1572 0 1856 1572 1767 1856 0 Q Serve(g_s), s 7.5 0.0 3.9 0.0 14.2 3.3 12.7 5.0 0.0
Cycle Q Clear(g_c), s 7.5 0.0 3.9 0.0 14.2 3.3 12.7 5.0 0.0 Prop In Lane 0.99 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 323 0 288 0 603 511 469 1236 0
V/C Ratio(X) 0.73 0.00 0.41 0.00 0.80 0.23 0.85 0.30 0.00 Avail Cap(c_a), veh/h 727 0 647 0 1355 1148 1142 2694 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 23.0 0.0 21.5 0.0 18.4 14.7 20.7 4.2 0.0 Incr Delay (d2), s/veh 3.2 0.0 0.9 0.0 2.6 0.2 4.3 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.0 0.0 1.3 0.0 5.3 1.0 5.0 1.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.2 0.0 22.4 0.0 20.9 14.9 25.0 4.3 0.0 LnGrp LOS C A C A C B C A A
Approach Vol, veh/h 354 603 772
Approach Delay, s/veh 24.9 19.8 15.0
Approach LOS C B B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 20.3 23.9 15.4 44.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 38.5 43.5 24.5 86.5
Max Q Clear Time (g_c+I1), s 14.7 16.2 9.5 7.0
Green Ext Time (p_c), s 1.2 3.1 1.4 2.2
Intersection Summary
HCM 6th Ctrl Delay 18.7
HCM 6th LOS B
1062
HCM 6th Signalized Intersection Summary
1: Shirk Road & SR 198 EB Ramps 05/22/2022
10 Year Horizon Without Project 09/07/2021 AM Peak Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 223 3 108 0 0 0 0 448 109 424 352 0 Future Volume (veh/h) 223 3 108 0 0 0 0 448 109 424 352 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 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
Adj Sat Flow, veh/h/ln 1856 1856 1856 0 1856 1856 1856 1856 0 Adj Flow Rate, veh/h 242 3 117 0 487 118 461 383 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 3 3 0 3 3 3 3 0
Cap, veh/h 317 4 285 0 591 501 527 1269 0
Arrive On Green 0.18 0.18 0.18 0.00 0.32 0.32 0.30 0.68 0.00 Sat Flow, veh/h 1747 22 1572 0 1856 1572 1767 1856 0
Grp Volume(v), veh/h 245 0 117 0 487 118 461 383 0
Grp Sat Flow(s),veh/h/ln 1768 0 1572 0 1856 1572 1767 1856 0 Q Serve(g_s), s 8.8 0.0 4.4 0.0 16.2 3.7 16.5 5.5 0.0
Cycle Q Clear(g_c), s 8.8 0.0 4.4 0.0 16.2 3.7 16.5 5.5 0.0 Prop In Lane 0.99 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 321 0 285 0 591 501 527 1269 0
V/C Ratio(X) 0.76 0.00 0.41 0.00 0.82 0.24 0.87 0.30 0.00 Avail Cap(c_a), veh/h 622 0 553 0 1153 977 1098 2430 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 26.0 0.0 24.2 0.0 21.0 16.8 22.3 4.2 0.0 Incr Delay (d2), s/veh 3.8 0.0 0.9 0.0 3.0 0.2 4.8 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.6 0.0 1.5 0.0 6.3 1.2 6.6 1.2 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.8 0.0 25.1 0.0 24.0 17.0 27.0 4.3 0.0 LnGrp LOS C A C A C B C A A
Approach Vol, veh/h 362 605 844
Approach Delay, s/veh 28.3 22.7 16.7
Approach LOS C C B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 24.4 25.8 16.6 50.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 41.5 41.5 23.5 87.5
Max Q Clear Time (g_c+I1), s 18.5 18.2 10.8 7.5
Green Ext Time (p_c), s 1.4 3.1 1.3 2.3
Intersection Summary
HCM 6th Ctrl Delay 21.0
HCM 6th LOS C
1063
HCM 6th Signalized Intersection Summary
1: Shirk Road & SR 198 EB Ramps 05/22/2022
20 Year Horizon Without Project 09/07/2021 AM Peak Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 260 3 135 0 0 0 0 554 137 444 427 0 Future Volume (veh/h) 260 3 135 0 0 0 0 554 137 444 427 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 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
Adj Sat Flow, veh/h/ln 1856 1856 1856 0 1856 1856 1856 1856 0 Adj Flow Rate, veh/h 285 0 147 0 602 149 483 464 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 3 3 0 3 3 3 3 0
Cap, veh/h 462 0 206 0 705 597 542 1387 0
Arrive On Green 0.13 0.00 0.13 0.00 0.38 0.38 0.31 0.75 0.00 Sat Flow, veh/h 3534 0 1572 0 1856 1572 1767 1856 0
Grp Volume(v), veh/h 285 0 147 0 602 149 483 464 0
Grp Sat Flow(s),veh/h/ln 1767 0 1572 0 1856 1572 1767 1856 0 Q Serve(g_s), s 5.6 0.0 6.6 0.0 22.0 4.8 19.3 6.2 0.0
Cycle Q Clear(g_c), s 5.6 0.0 6.6 0.0 22.0 4.8 19.3 6.2 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 462 0 206 0 705 597 542 1387 0
V/C Ratio(X) 0.62 0.00 0.72 0.00 0.85 0.25 0.89 0.33 0.00 Avail Cap(c_a), veh/h 860 0 383 0 1204 1021 968 2333 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 30.4 0.0 30.8 0.0 21.0 15.7 24.4 3.1 0.0 Incr Delay (d2), s/veh 1.3 0.0 4.6 0.0 3.1 0.2 5.3 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 0.0 2.6 0.0 8.6 1.5 7.9 1.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.7 0.0 35.4 0.0 24.1 15.9 29.7 3.3 0.0 LnGrp LOS C A D A C B C A A
Approach Vol, veh/h 432 751 947
Approach Delay, s/veh 33.0 22.5 16.8
Approach LOS C C B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 27.2 32.6 14.2 59.8
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 40.5 48.0 18.0 93.0
Max Q Clear Time (g_c+I1), s 21.3 24.0 8.6 8.2
Green Ext Time (p_c), s 1.4 4.1 1.0 2.9
Intersection Summary
HCM 6th Ctrl Delay 22.1
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. 1064
HCM 6th Signalized Intersection Summary
1: Shirk Road & SR 198 EB Ramps 05/22/2022
20-Year Horizon Plus Project 09/07/2021 AM Peak Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 269 3 135 0 0 0 0 556 137 503 434 0 Future Volume (veh/h) 269 3 135 0 0 0 0 556 137 503 434 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 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
Adj Sat Flow, veh/h/ln 1856 1856 1856 0 1856 1856 1856 1856 0 Adj Flow Rate, veh/h 294 0 147 0 604 149 547 472 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 3 3 0 3 3 3 3 0
Cap, veh/h 446 0 199 0 691 585 600 1421 0
Arrive On Green 0.13 0.00 0.13 0.00 0.37 0.37 0.34 0.77 0.00 Sat Flow, veh/h 3534 0 1572 0 1856 1572 1767 1856 0
Grp Volume(v), veh/h 294 0 147 0 604 149 547 472 0
Grp Sat Flow(s),veh/h/ln 1767 0 1572 0 1856 1572 1767 1856 0 Q Serve(g_s), s 6.6 0.0 7.5 0.0 25.2 5.5 24.7 6.7 0.0
Cycle Q Clear(g_c), s 6.6 0.0 7.5 0.0 25.2 5.5 24.7 6.7 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 446 0 199 0 691 585 600 1421 0
V/C Ratio(X) 0.66 0.00 0.74 0.00 0.87 0.25 0.91 0.33 0.00 Avail Cap(c_a), veh/h 764 0 340 0 1003 850 923 2072 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 34.7 0.0 35.1 0.0 24.3 18.1 26.3 3.1 0.0 Incr Delay (d2), s/veh 1.7 0.0 5.3 0.0 6.2 0.2 9.1 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.8 0.0 3.0 0.0 10.8 1.8 10.8 1.2 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 36.3 0.0 40.4 0.0 30.5 18.4 35.4 3.2 0.0 LnGrp LOS D A D A C B D A A
Approach Vol, veh/h 441 753 1019
Approach Delay, s/veh 37.7 28.1 20.5
Approach LOS D C C
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 32.8 35.5 15.0 68.3
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 43.5 45.0 18.0 93.0
Max Q Clear Time (g_c+I1), s 26.7 27.2 9.5 8.7
Green Ext Time (p_c), s 1.6 3.8 1.0 2.9
Intersection Summary
HCM 6th Ctrl Delay 26.5
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. 1065
HCM 6th Signalized Intersection Summary
1: Shirk Road & SR 198 EB Ramps 05/22/2022
5-Year Horizon Plus Project Conditions 09/07/2021 PM Peak Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 332 1 171 0 0 0 0 324 44 422 318 0 Future Volume (veh/h) 332 1 171 0 0 0 0 324 44 422 318 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 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
Adj Sat Flow, veh/h/ln 1856 1856 1856 0 1856 1856 1856 1856 0 Adj Flow Rate, veh/h 349 1 180 0 341 46 444 335 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 3 3 3 0 3 3 3 3 0
Cap, veh/h 451 1 402 0 434 368 515 1110 0
Arrive On Green 0.26 0.26 0.26 0.00 0.23 0.23 0.29 0.60 0.00 Sat Flow, veh/h 1762 5 1572 0 1856 1572 1767 1856 0
Grp Volume(v), veh/h 350 0 180 0 341 46 444 335 0
Grp Sat Flow(s),veh/h/ln 1767 0 1572 0 1856 1572 1767 1856 0 Q Serve(g_s), s 11.3 0.0 5.9 0.0 10.6 1.4 14.7 5.5 0.0
Cycle Q Clear(g_c), s 11.3 0.0 5.9 0.0 10.6 1.4 14.7 5.5 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 452 0 402 0 434 368 515 1110 0
V/C Ratio(X) 0.77 0.00 0.45 0.00 0.79 0.13 0.86 0.30 0.00 Avail Cap(c_a), veh/h 959 0 853 0 977 828 1160 2330 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 21.3 0.0 19.3 0.0 22.2 18.7 20.7 6.1 0.0 Incr Delay (d2), s/veh 2.9 0.0 0.8 0.0 3.2 0.2 4.4 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.4 0.0 2.0 0.0 4.3 0.5 5.7 1.4 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.2 0.0 20.1 0.0 25.4 18.8 25.1 6.2 0.0 LnGrp LOS C A C A C B C A A
Approach Vol, veh/h 530 387 779
Approach Delay, s/veh 22.8 24.6 17.0
Approach LOS C C B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 22.5 18.9 20.3 41.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 40.5 32.5 33.5 77.5
Max Q Clear Time (g_c+I1), s 16.7 12.6 13.3 7.5
Green Ext Time (p_c), s 1.3 1.8 2.5 1.9
Intersection Summary
HCM 6th Ctrl Delay 20.5
HCM 6th LOS C
1066
HCM 6th Signalized Intersection Summary
1: Shirk Road & SR 198 EB Ramps 05/22/2022
10 Year Horizon Without Project 09/07/2021 PM Peak Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 340 1 195 0 0 0 0 358 50 433 356 0 Future Volume (veh/h) 340 1 195 0 0 0 0 358 50 433 356 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 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
Adj Sat Flow, veh/h/ln 1856 1856 1856 0 1856 1856 1856 1856 0 Adj Flow Rate, veh/h 370 1 212 0 389 54 471 387 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 3 3 0 3 3 3 3 0
Cap, veh/h 457 1 408 0 470 399 532 1144 0
Arrive On Green 0.26 0.26 0.26 0.00 0.25 0.25 0.30 0.62 0.00 Sat Flow, veh/h 1763 5 1572 0 1856 1572 1767 1856 0
Grp Volume(v), veh/h 371 0 212 0 389 54 471 387 0
Grp Sat Flow(s),veh/h/ln 1767 0 1572 0 1856 1572 1767 1856 0 Q Serve(g_s), s 14.3 0.0 8.4 0.0 14.3 1.9 18.4 7.3 0.0
Cycle Q Clear(g_c), s 14.3 0.0 8.4 0.0 14.3 1.9 18.4 7.3 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 458 0 408 0 470 399 532 1144 0
V/C Ratio(X) 0.81 0.00 0.52 0.00 0.83 0.14 0.89 0.34 0.00 Avail Cap(c_a), veh/h 793 0 706 0 858 727 988 2011 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 25.1 0.0 23.0 0.0 25.5 20.9 24.1 6.7 0.0 Incr Delay (d2), s/veh 3.5 0.0 1.0 0.0 3.8 0.2 5.2 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.8 0.0 2.9 0.0 6.0 0.6 7.5 2.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.6 0.0 24.0 0.0 29.3 21.1 29.3 6.9 0.0 LnGrp LOS C A C A C C C A A
Approach Vol, veh/h 583 443 858
Approach Delay, s/veh 26.9 28.3 19.2
Approach LOS C C B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 26.3 22.9 23.3 49.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 40.5 33.5 32.5 78.5
Max Q Clear Time (g_c+I1), s 20.4 16.3 16.3 9.3
Green Ext Time (p_c), s 1.4 2.0 2.5 2.3
Intersection Summary
HCM 6th Ctrl Delay 23.7
HCM 6th LOS C
1067
HCM 6th Signalized Intersection Summary
1: Shirk Road & SR 198 EB Ramps 05/22/2022
10-Year Horizon Plus Project 09/07/2021 PM Peak Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 369 1 195 0 0 0 0 365 50 472 361 0 Future Volume (veh/h) 369 1 195 0 0 0 0 365 50 472 361 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 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
Adj Sat Flow, veh/h/ln 1856 1856 1856 0 1856 1856 1856 1856 0 Adj Flow Rate, veh/h 401 1 212 0 397 54 513 392 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 3 3 0 3 3 3 3 0
Cap, veh/h 475 1 423 0 464 394 565 1157 0
Arrive On Green 0.27 0.27 0.27 0.00 0.25 0.25 0.32 0.62 0.00 Sat Flow, veh/h 1763 4 1572 0 1856 1572 1767 1856 0
Grp Volume(v), veh/h 402 0 212 0 397 54 513 392 0
Grp Sat Flow(s),veh/h/ln 1767 0 1572 0 1856 1572 1767 1856 0 Q Serve(g_s), s 18.0 0.0 9.5 0.0 17.1 2.2 23.3 8.5 0.0
Cycle Q Clear(g_c), s 18.0 0.0 9.5 0.0 17.1 2.2 23.3 8.5 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 476 0 423 0 464 394 565 1157 0
V/C Ratio(X) 0.84 0.00 0.50 0.00 0.85 0.14 0.91 0.34 0.00 Avail Cap(c_a), veh/h 706 0 628 0 719 610 854 1715 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 29.0 0.0 25.9 0.0 30.0 24.4 27.4 7.5 0.0 Incr Delay (d2), s/veh 6.1 0.0 0.9 0.0 6.2 0.2 9.6 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.8 0.0 3.4 0.0 7.7 0.8 10.4 2.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.1 0.0 26.8 0.0 36.2 24.6 37.0 7.7 0.0 LnGrp LOS D A C A D C D A A
Approach Vol, veh/h 614 451 905
Approach Delay, s/veh 32.2 34.8 24.3
Approach LOS C C C
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 31.3 25.5 27.1 56.8
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 40.5 32.5 33.5 77.5
Max Q Clear Time (g_c+I1), s 25.3 19.1 20.0 10.5
Green Ext Time (p_c), s 1.4 1.9 2.5 2.3
Intersection Summary
HCM 6th Ctrl Delay 29.2
HCM 6th LOS C
1068
HCM 6th Signalized Intersection Summary
1: Shirk Road & SR 198 EB Ramps 05/22/2022
20 Year Horizon Without Project 09/07/2021 PM Peak Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 417 2 245 0 0 0 0 444 63 536 443 0 Future Volume (veh/h) 417 2 245 0 0 0 0 444 63 536 443 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 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
Adj Sat Flow, veh/h/ln 1856 1856 1856 0 1856 1856 1856 1856 0 Adj Flow Rate, veh/h 454 0 266 0 483 68 583 482 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 3 3 0 3 3 3 3 0
Cap, veh/h 703 0 313 0 549 465 632 1303 0
Arrive On Green 0.20 0.00 0.20 0.00 0.30 0.30 0.36 0.70 0.00 Sat Flow, veh/h 3534 0 1572 0 1856 1572 1767 1856 0
Grp Volume(v), veh/h 454 0 266 0 483 68 583 482 0
Grp Sat Flow(s),veh/h/ln 1767 0 1572 0 1856 1572 1767 1856 0 Q Serve(g_s), s 10.8 0.0 14.9 0.0 22.6 2.9 28.8 9.5 0.0 Cycle Q Clear(g_c), s 10.8 0.0 14.9 0.0 22.6 2.9 28.8 9.5 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 703 0 313 0 549 465 632 1303 0
V/C Ratio(X) 0.65 0.00 0.85 0.00 0.88 0.15 0.92 0.37 0.00 Avail Cap(c_a), veh/h 841 0 374 0 765 649 915 1818 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 33.6 0.0 35.2 0.0 30.6 23.6 28.1 5.5 0.0 Incr Delay (d2), s/veh 1.3 0.0 14.7 0.0 8.8 0.1 11.1 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.5 0.0 6.6 0.0 10.5 1.0 13.0 2.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.9 0.0 49.9 0.0 39.3 23.8 39.2 5.6 0.0 LnGrp LOS C A D A D C D A A
Approach Vol, veh/h 720 551 1065
Approach Delay, s/veh 40.4 37.4 24.0
Approach LOS D D C
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 37.1 31.4 22.6 68.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 47.2 37.6 21.7 89.3
Max Q Clear Time (g_c+I1), s 30.8 24.6 16.9 11.5
Green Ext Time (p_c), s 1.7 2.4 1.3 3.0
Intersection Summary
HCM 6th Ctrl Delay 32.2
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. 1069
HCM 6th Signalized Intersection Summary
1: Shirk Road & SR 198 EB Ramps 05/22/2022
20-Year Horizon Plus Project 09/07/2021 PM Peak Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 446 2 245 0 0 0 0 451 63 575 448 0 Future Volume (veh/h) 446 2 245 0 0 0 0 451 63 575 448 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 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
Adj Sat Flow, veh/h/ln 1856 1856 1856 0 1856 1856 1856 1856 0 Adj Flow Rate, veh/h 486 0 266 0 490 68 625 487 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 3 3 0 3 3 3 3 0
Cap, veh/h 684 0 304 0 546 463 667 1330 0
Arrive On Green 0.19 0.00 0.19 0.00 0.29 0.29 0.38 0.72 0.00 Sat Flow, veh/h 3534 0 1572 0 1856 1572 1767 1856 0
Grp Volume(v), veh/h 486 0 266 0 490 68 625 487 0
Grp Sat Flow(s),veh/h/ln 1767 0 1572 0 1856 1572 1767 1856 0 Q Serve(g_s), s 12.9 0.0 16.4 0.0 25.4 3.2 34.1 10.1 0.0 Cycle Q Clear(g_c), s 12.9 0.0 16.4 0.0 25.4 3.2 34.1 10.1 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 684 0 304 0 546 463 667 1330 0
V/C Ratio(X) 0.71 0.00 0.87 0.00 0.90 0.15 0.94 0.37 0.00 Avail Cap(c_a), veh/h 759 0 338 0 695 589 838 1658 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 37.8 0.0 39.2 0.0 33.9 26.1 30.0 5.4 0.0 Incr Delay (d2), s/veh 2.8 0.0 20.3 0.0 12.2 0.1 15.6 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.6 0.0 7.7 0.0 12.4 1.1 16.2 2.9 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 40.5 0.0 59.5 0.0 46.1 26.2 45.6 5.6 0.0 LnGrp LOS D A E A D C D A A
Approach Vol, veh/h 752 558 1112
Approach Delay, s/veh 47.2 43.7 28.1
Approach LOS D D C
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 42.3 34.0 23.9 76.3
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 47.5 37.5 21.5 89.5
Max Q Clear Time (g_c+I1), s 36.1 27.4 18.4 12.1
Green Ext Time (p_c), s 1.7 2.1 0.9 3.1
Intersection Summary
HCM 6th Ctrl Delay 37.6
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. 1070
HCM 6th Signalized Intersection Summary
2: Shirk Road & SR 198 WB Ramps 05/22/2022
Opening Year Without Project Conditions 09/07/2021 AM Peak Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 52 2 373 140 388 0 0 525 272 Future Volume (veh/h) 0 0 0 52 2 373 140 388 0 0 525 272 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 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
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 0 0 1856 1856 Adj Flow Rate, veh/h 58 2 419 157 436 0 0 590 306
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 3 3 3 3 3 0 0 3 3
Cap, veh/h 498 17 457 200 1059 0 0 721 611
Arrive On Green 0.29 0.29 0.29 0.11 0.57 0.00 0.00 0.39 0.39 Sat Flow, veh/h 1711 59 1572 1767 1856 0 0 1856 1572
Grp Volume(v), veh/h 60 0 419 157 436 0 0 590 306
Grp Sat Flow(s),veh/h/ln 1770 0 1572 1767 1856 0 0 1856 1572 Q Serve(g_s), s 1.6 0.0 16.7 5.6 8.6 0.0 0.0 18.5 9.6
Cycle Q Clear(g_c), s 1.6 0.0 16.7 5.6 8.6 0.0 0.0 18.5 9.6 Prop In Lane 0.97 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 515 0 457 200 1059 0 0 721 611
V/C Ratio(X) 0.12 0.00 0.92 0.79 0.41 0.00 0.00 0.82 0.50 Avail Cap(c_a), veh/h 531 0 472 367 1756 0 0 1242 1053
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 16.9 0.0 22.3 28.1 7.8 0.0 0.0 17.8 15.1 Incr Delay (d2), s/veh 0.1 0.0 22.3 6.7 0.3 0.0 0.0 2.4 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 %ile BackOfQ(50%),veh/ln 0.6 0.0 8.1 2.5 2.3 0.0 0.0 6.9 3.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.0 0.0 44.5 34.8 8.1 0.0 0.0 20.2 15.7 LnGrp LOS B A D C A A A C B
Approach Vol, veh/h 479 593 896
Approach Delay, s/veh 41.1 15.2 18.7
Approach LOS D B B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 41.6 11.8 29.7 23.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 61.5 13.5 43.5 19.5
Max Q Clear Time (g_c+I1), s 10.6 7.6 20.5 18.7
Green Ext Time (p_c), s 2.5 0.2 4.7 0.2
Intersection Summary
HCM 6th Ctrl Delay 23.1
HCM 6th LOS C
1071
HCM 6th Signalized Intersection Summary
2: Shirk Road & SR 198 WB Ramps 05/22/2022
Opening Year Plus Project Conditions 09/07/2021 AM Peak Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 52 2 392 140 399 0 0 591 298 Future Volume (veh/h) 0 0 0 52 2 392 140 399 0 0 591 298 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 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
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 0 0 1856 1856 Adj Flow Rate, veh/h 58 2 440 157 448 0 0 664 335
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 3 3 3 3 3 0 0 3 3
Cap, veh/h 517 18 475 196 1089 0 0 780 661
Arrive On Green 0.30 0.30 0.30 0.11 0.59 0.00 0.00 0.42 0.42 Sat Flow, veh/h 1711 59 1572 1767 1856 0 0 1856 1572
Grp Volume(v), veh/h 60 0 440 157 448 0 0 664 335
Grp Sat Flow(s),veh/h/ln 1770 0 1572 1767 1856 0 0 1856 1572 Q Serve(g_s), s 2.0 0.0 22.0 7.0 10.7 0.0 0.0 26.2 12.7 Cycle Q Clear(g_c), s 2.0 0.0 22.0 7.0 10.7 0.0 0.0 26.2 12.7 Prop In Lane 0.97 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 535 0 475 196 1089 0 0 780 661
V/C Ratio(X) 0.11 0.00 0.93 0.80 0.41 0.00 0.00 0.85 0.51 Avail Cap(c_a), veh/h 578 0 513 403 1932 0 0 1406 1191
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 20.5 0.0 27.4 35.2 9.1 0.0 0.0 21.2 17.3 Incr Delay (d2), s/veh 0.1 0.0 22.1 7.3 0.2 0.0 0.0 2.7 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 %ile BackOfQ(50%),veh/ln 0.8 0.0 10.4 3.2 3.3 0.0 0.0 10.4 4.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.5 0.0 49.5 42.5 9.4 0.0 0.0 24.0 17.9 LnGrp LOS C A D D A A A C B
Approach Vol, veh/h 500 605 999
Approach Delay, s/veh 46.1 18.0 21.9
Approach LOS D B C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 52.1 13.5 38.6 29.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 84.5 18.5 61.5 26.5
Max Q Clear Time (g_c+I1), s 12.7 9.0 28.2 24.0
Green Ext Time (p_c), s 2.6 0.2 5.9 0.5
Intersection Summary
HCM 6th Ctrl Delay 26.5
HCM 6th LOS C
1072
HCM 6th Signalized Intersection Summary
2: Shirk Road & SR 198 WB Ramps 05/22/2022
5-Year Horizon Without Project Conditions 09/07/2021 AM Peak Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 57 2 407 154 424 0 0 572 296 Future Volume (veh/h) 0 0 0 57 2 407 154 424 0 0 572 296 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 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
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 0 0 1856 1856 Adj Flow Rate, veh/h 64 2 457 173 476 0 0 643 333
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 3 3 3 3 3 0 0 3 3
Cap, veh/h 534 17 490 213 1078 0 0 754 639
Arrive On Green 0.31 0.31 0.31 0.12 0.58 0.00 0.00 0.41 0.41 Sat Flow, veh/h 1716 54 1572 1767 1856 0 0 1856 1572
Grp Volume(v), veh/h 66 0 457 173 476 0 0 643 333
Grp Sat Flow(s),veh/h/ln 1770 0 1572 1767 1856 0 0 1856 1572 Q Serve(g_s), s 2.2 0.0 23.5 8.0 12.1 0.0 0.0 26.3 13.3 Cycle Q Clear(g_c), s 2.2 0.0 23.5 8.0 12.1 0.0 0.0 26.3 13.3 Prop In Lane 0.97 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 551 0 490 213 1078 0 0 754 639
V/C Ratio(X) 0.12 0.00 0.93 0.81 0.44 0.00 0.00 0.85 0.52 Avail Cap(c_a), veh/h 583 0 518 413 1856 0 0 1323 1121
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 20.6 0.0 27.9 35.8 9.9 0.0 0.0 22.5 18.7 Incr Delay (d2), s/veh 0.1 0.0 23.5 7.3 0.3 0.0 0.0 2.9 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 0.0 11.2 3.6 3.9 0.0 0.0 10.7 4.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.7 0.0 51.4 43.0 10.2 0.0 0.0 25.4 19.3 LnGrp LOS C A D D B A A C B
Approach Vol, veh/h 523 649 976
Approach Delay, s/veh 47.5 18.9 23.3
Approach LOS D B C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 53.0 14.6 38.4 30.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 83.5 19.5 59.5 27.5
Max Q Clear Time (g_c+I1), s 14.1 10.0 28.3 25.5
Green Ext Time (p_c), s 2.8 0.3 5.6 0.4
Intersection Summary
HCM 6th Ctrl Delay 27.9
HCM 6th LOS C
1073
HCM 6th Signalized Intersection Summary
2: Shirk Road & SR 198 WB Ramps 05/22/2022
5-Year Horizon Plus Project Conditions 09/07/2021 AM Peak Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 57 2 427 154 435 0 0 637 323 Future Volume (veh/h) 0 0 0 57 2 427 154 435 0 0 637 323 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 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
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 0 0 1856 1856 Adj Flow Rate, veh/h 64 2 480 173 489 0 0 716 363
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 3 3 3 3 3 0 0 3 3
Cap, veh/h 499 16 457 210 1133 0 0 822 696
Arrive On Green 0.29 0.29 0.29 0.12 0.61 0.00 0.00 0.44 0.44 Sat Flow, veh/h 1716 54 1572 1767 1856 0 0 1856 1572
Grp Volume(v), veh/h 66 0 480 173 489 0 0 716 363
Grp Sat Flow(s),veh/h/ln 1770 0 1572 1767 1856 0 0 1856 1572 Q Serve(g_s), s 2.5 0.0 26.5 8.7 12.7 0.0 0.0 31.9 15.2 Cycle Q Clear(g_c), s 2.5 0.0 26.5 8.7 12.7 0.0 0.0 31.9 15.2 Prop In Lane 0.97 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 514 0 457 210 1133 0 0 822 696
V/C Ratio(X) 0.13 0.00 1.05 0.83 0.43 0.00 0.00 0.87 0.52 Avail Cap(c_a), veh/h 514 0 457 339 1719 0 0 1272 1078
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 23.8 0.0 32.3 39.3 9.4 0.0 0.0 23.1 18.4 Incr Delay (d2), s/veh 0.1 0.0 56.0 8.5 0.3 0.0 0.0 4.3 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 %ile BackOfQ(50%),veh/ln 1.0 0.0 16.4 4.1 4.1 0.0 0.0 13.3 5.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 23.9 0.0 88.3 47.8 9.6 0.0 0.0 27.4 19.0 LnGrp LOS C A F D A A A C B
Approach Vol, veh/h 546 662 1079
Approach Delay, s/veh 80.5 19.6 24.6
Approach LOS F B C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 60.2 15.3 44.9 31.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 84.5 17.5 62.5 26.5
Max Q Clear Time (g_c+I1), s 14.7 10.7 33.9 28.5
Green Ext Time (p_c), s 2.9 0.2 6.5 0.0
Intersection Summary
HCM 6th Ctrl Delay 36.5
HCM 6th LOS D
1074
HCM 6th Signalized Intersection Summary
2: Shirk Road & SR 198 WB Ramps 05/22/2022
10 Year Horizon Without Project 09/07/2021 AM Peak Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 65 3 459 176 477 0 0 641 333 Future Volume (veh/h) 0 0 0 65 3 459 176 477 0 0 641 333 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 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
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 0 0 1856 1856 Adj Flow Rate, veh/h 71 3 499 191 518 0 0 697 362
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 3 3 3 3 0 0 3 3
Cap, veh/h 502 21 465 228 1127 0 0 798 677
Arrive On Green 0.30 0.30 0.30 0.13 0.61 0.00 0.00 0.43 0.43 Sat Flow, veh/h 1699 72 1572 1767 1856 0 0 1856 1572
Grp Volume(v), veh/h 74 0 499 191 518 0 0 697 362
Grp Sat Flow(s),veh/h/ln 1771 0 1572 1767 1856 0 0 1856 1572 Q Serve(g_s), s 2.9 0.0 27.5 9.8 14.1 0.0 0.0 31.9 15.8 Cycle Q Clear(g_c), s 2.9 0.0 27.5 9.8 14.1 0.0 0.0 31.9 15.8 Prop In Lane 0.96 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 523 0 465 228 1127 0 0 798 677
V/C Ratio(X) 0.14 0.00 1.07 0.84 0.46 0.00 0.00 0.87 0.53 Avail Cap(c_a), veh/h 523 0 465 351 1666 0 0 1207 1023
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 24.1 0.0 32.8 39.6 9.9 0.0 0.0 24.2 19.6 Incr Delay (d2), s/veh 0.1 0.0 62.8 10.2 0.3 0.0 0.0 4.8 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 0.0 17.8 4.7 4.6 0.0 0.0 13.5 5.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.2 0.0 95.5 49.8 10.2 0.0 0.0 29.0 20.3 LnGrp LOS C A F D B A A C C
Approach Vol, veh/h 573 709 1059
Approach Delay, s/veh 86.3 20.9 26.0
Approach LOS F C C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 61.0 16.5 44.5 32.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 83.5 18.5 60.5 27.5
Max Q Clear Time (g_c+I1), s 16.1 11.8 33.9 29.5
Green Ext Time (p_c), s 3.2 0.3 6.1 0.0
Intersection Summary
HCM 6th Ctrl Delay 39.2
HCM 6th LOS D
1075
HCM 6th Signalized Intersection Summary
2: Shirk Road & SR 198 WB Ramps 05/23/2022
10 Year Horizon Without Project 09/07/2021 AM Peak Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 65 3 478 176 488 0 0 706 359 Future Volume (veh/h) 0 0 0 65 3 478 176 488 0 0 706 359 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 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
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 0 0 1856 1856 Adj Flow Rate, veh/h 71 3 520 191 530 0 0 767 390
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 3 3 3 3 0 0 3 3
Cap, veh/h 362 15 590 234 1249 0 0 898 761
Arrive On Green 0.21 0.21 0.21 0.13 0.67 0.00 0.00 0.48 0.48 Sat Flow, veh/h 1699 72 2768 1767 1856 0 0 1856 1572
Grp Volume(v), veh/h 74 0 520 191 530 0 0 767 390
Grp Sat Flow(s),veh/h/ln 1771 0 1384 1767 1856 0 0 1856 1572 Q Serve(g_s), s 2.7 0.0 14.4 8.3 10.4 0.0 0.0 28.8 13.5 Cycle Q Clear(g_c), s 2.7 0.0 14.4 8.3 10.4 0.0 0.0 28.8 13.5 Prop In Lane 0.96 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 378 0 590 234 1249 0 0 898 761
V/C Ratio(X) 0.20 0.00 0.88 0.82 0.42 0.00 0.00 0.85 0.51 Avail Cap(c_a), veh/h 404 0 632 457 2174 0 0 1589 1347
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 25.6 0.0 30.2 33.4 5.9 0.0 0.0 18.0 14.0 Incr Delay (d2), s/veh 0.3 0.0 13.1 6.8 0.2 0.0 0.0 2.4 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 %ile BackOfQ(50%),veh/ln 1.1 0.0 5.5 3.7 2.6 0.0 0.0 10.8 4.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 25.9 0.0 43.3 40.2 6.2 0.0 0.0 20.5 14.6 LnGrp LOS C A D D A A A C B
Approach Vol, veh/h 594 721 1157
Approach Delay, s/veh 41.1 15.2 18.5
Approach LOS D B B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 57.9 15.0 42.9 21.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 92.9 20.5 67.9 18.1
Max Q Clear Time (g_c+I1), s 12.4 10.3 30.8 16.4
Green Ext Time (p_c), s 3.3 0.3 7.5 0.5
Intersection Summary
HCM 6th Ctrl Delay 23.0
HCM 6th LOS C
1076
HCM 6th Signalized Intersection Summary
2: Shirk Road & SR 198 WB Ramps 05/22/2022
20 Year Horizon Without Project 09/07/2021 AM Peak Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 82 3 566 221 588 0 0 784 408 Future Volume (veh/h) 0 0 0 82 3 566 221 588 0 0 784 408 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 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
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 0 0 1856 1856 Adj Flow Rate, veh/h 89 3 615 240 639 0 0 852 443
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 3 3 3 3 0 0 3 3
Cap, veh/h 320 11 517 277 1336 0 0 959 812
Arrive On Green 0.19 0.19 0.19 0.16 0.72 0.00 0.00 0.52 0.52 Sat Flow, veh/h 1712 58 2768 1767 1856 0 0 1856 1572
Grp Volume(v), veh/h 92 0 615 240 639 0 0 852 443
Grp Sat Flow(s),veh/h/ln 1770 0 1384 1767 1856 0 0 1856 1572 Q Serve(g_s), s 4.3 0.0 18.0 12.8 14.2 0.0 0.0 39.6 18.3 Cycle Q Clear(g_c), s 4.3 0.0 18.0 12.8 14.2 0.0 0.0 39.6 18.3 Prop In Lane 0.97 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 330 0 517 277 1336 0 0 959 812
V/C Ratio(X) 0.28 0.00 1.19 0.87 0.48 0.00 0.00 0.89 0.55 Avail Cap(c_a), veh/h 330 0 517 394 1790 0 0 1289 1093
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 33.6 0.0 39.2 39.7 5.8 0.0 0.0 20.8 15.7 Incr Delay (d2), s/veh 0.5 0.0 103.6 13.4 0.3 0.0 0.0 6.2 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 %ile BackOfQ(50%),veh/ln 1.8 0.0 13.2 6.2 3.7 0.0 0.0 16.5 5.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.1 0.0 142.8 53.1 6.0 0.0 0.0 27.1 16.3 LnGrp LOS C A F D A A A C B
Approach Vol, veh/h 707 879 1295
Approach Delay, s/veh 128.7 18.9 23.4
Approach LOS F B C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 73.9 19.6 54.3 22.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 93.0 21.5 67.0 18.0
Max Q Clear Time (g_c+I1), s 16.2 14.8 41.6 20.0
Green Ext Time (p_c), s 4.2 0.4 8.2 0.0
Intersection Summary
HCM 6th Ctrl Delay 47.8
HCM 6th LOS D
1077
HCM 6th Signalized Intersection Summary
2: Shirk Road & SR 198 WB Ramps 05/22/2022
20-Year Horizon Plus Project 09/07/2021 AM Peak Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 82 3 585 221 598 0 0 850 434 Future Volume (veh/h) 0 0 0 82 3 585 221 598 0 0 850 434 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 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
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 0 0 1856 1856 Adj Flow Rate, veh/h 89 3 636 240 650 0 0 924 472
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 3 3 3 3 0 0 3 3
Cap, veh/h 352 12 569 249 1289 0 0 934 791
Arrive On Green 0.21 0.21 0.21 0.14 0.69 0.00 0.00 0.50 0.50 Sat Flow, veh/h 1712 58 2768 1767 1856 0 0 1856 1572
Grp Volume(v), veh/h 92 0 636 240 650 0 0 924 472
Grp Sat Flow(s),veh/h/ln 1770 0 1384 1767 1856 0 0 1856 1572 Q Serve(g_s), s 3.9 0.0 18.5 12.1 14.8 0.0 0.0 44.3 19.2 Cycle Q Clear(g_c), s 3.9 0.0 18.5 12.1 14.8 0.0 0.0 44.3 19.2 Prop In Lane 0.97 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 364 0 569 249 1289 0 0 934 791
V/C Ratio(X) 0.25 0.00 1.12 0.96 0.50 0.00 0.00 0.99 0.60 Avail Cap(c_a), veh/h 364 0 569 249 1289 0 0 934 791
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 30.0 0.0 35.8 38.4 6.5 0.0 0.0 22.1 15.9 Incr Delay (d2), s/veh 0.4 0.0 74.5 46.4 0.3 0.0 0.0 26.7 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 %ile BackOfQ(50%),veh/ln 1.6 0.0 11.7 8.1 4.0 0.0 0.0 23.2 6.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.3 0.0 110.2 84.9 6.8 0.0 0.0 48.9 17.1 LnGrp LOS C A F F A A A D B
Approach Vol, veh/h 728 890 1396
Approach Delay, s/veh 100.1 27.8 38.1
Approach LOS F C D
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 67.0 17.2 49.8 23.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 62.5 12.7 45.3 18.5
Max Q Clear Time (g_c+I1), s 16.8 14.1 46.3 20.5
Green Ext Time (p_c), s 4.3 0.0 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 50.1
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. 1078
HCM 6th Signalized Intersection Summary
2: Shirk Road & SR 198 WB Ramps 05/22/2022
Opening Year Without Project Conditions 09/07/2021 PM Peak Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 39 3 258 92 470 0 0 604 182 Future Volume (veh/h) 0 0 0 39 3 258 92 470 0 0 604 182 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 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
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 0 0 1856 1856 Adj Flow Rate, veh/h 40 3 266 95 485 0 0 623 188
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 3 3 3 3 3 0 0 3 3
Cap, veh/h 352 26 335 132 1111 0 0 798 676
Arrive On Green 0.21 0.21 0.21 0.07 0.60 0.00 0.00 0.43 0.43 Sat Flow, veh/h 1649 124 1572 1767 1856 0 0 1856 1572
Grp Volume(v), veh/h 43 0 266 95 485 0 0 623 188
Grp Sat Flow(s),veh/h/ln 1773 0 1572 1767 1856 0 0 1856 1572 Q Serve(g_s), s 0.9 0.0 7.7 2.5 6.8 0.0 0.0 13.8 3.7
Cycle Q Clear(g_c), s 0.9 0.0 7.7 2.5 6.8 0.0 0.0 13.8 3.7 Prop In Lane 0.93 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 378 0 335 132 1111 0 0 798 676
V/C Ratio(X) 0.11 0.00 0.79 0.72 0.44 0.00 0.00 0.78 0.28 Avail Cap(c_a), veh/h 685 0 607 387 2421 0 0 1840 1560
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 15.2 0.0 17.8 21.7 5.2 0.0 0.0 11.7 8.8 Incr Delay (d2), s/veh 0.1 0.0 4.3 7.1 0.3 0.0 0.0 1.7 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.0 2.6 1.1 1.1 0.0 0.0 4.2 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 15.3 0.0 22.1 28.7 5.5 0.0 0.0 13.4 9.1 LnGrp LOS B A C C A A A B A
Approach Vol, veh/h 309 580 811
Approach Delay, s/veh 21.1 9.3 12.4
Approach LOS C A B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 33.2 8.1 25.1 14.7
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 62.5 10.5 47.5 18.5
Max Q Clear Time (g_c+I1), s 8.8 4.5 15.8 9.7
Green Ext Time (p_c), s 2.9 0.1 4.8 0.7
Intersection Summary
HCM 6th Ctrl Delay 12.9
HCM 6th LOS B
1079
HCM 6th Signalized Intersection Summary
2: Shirk Road & SR 198 WB Ramps 05/22/2022
Opening Year Plus Project Conditions 09/07/2021 PM Peak Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 39 3 324 92 507 0 0 648 200 Future Volume (veh/h) 0 0 0 39 3 324 92 507 0 0 648 200 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 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
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 0 0 1856 1856 Adj Flow Rate, veh/h 40 3 334 95 523 0 0 668 206
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 3 3 3 3 3 0 0 3 3
Cap, veh/h 418 31 399 124 1096 0 0 822 697
Arrive On Green 0.25 0.25 0.25 0.07 0.59 0.00 0.00 0.44 0.44 Sat Flow, veh/h 1649 124 1572 1767 1856 0 0 1856 1572
Grp Volume(v), veh/h 43 0 334 95 523 0 0 668 206
Grp Sat Flow(s),veh/h/ln 1773 0 1572 1767 1856 0 0 1856 1572 Q Serve(g_s), s 1.1 0.0 11.6 3.1 9.3 0.0 0.0 18.1 4.9
Cycle Q Clear(g_c), s 1.1 0.0 11.6 3.1 9.3 0.0 0.0 18.1 4.9 Prop In Lane 0.93 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 450 0 399 124 1096 0 0 822 697
V/C Ratio(X) 0.10 0.00 0.84 0.77 0.48 0.00 0.00 0.81 0.30 Avail Cap(c_a), veh/h 782 0 693 412 2743 0 0 2165 1835
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 16.5 0.0 20.5 26.4 6.7 0.0 0.0 14.0 10.3 Incr Delay (d2), s/veh 0.1 0.0 4.7 9.6 0.3 0.0 0.0 2.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.0 4.1 1.4 2.1 0.0 0.0 6.1 1.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 16.6 0.0 25.2 36.0 7.1 0.0 0.0 16.0 10.6 LnGrp LOS B A C D A A A B B
Approach Vol, veh/h 377 618 874
Approach Delay, s/veh 24.2 11.5 14.7
Approach LOS C B B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 38.7 8.5 30.1 19.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 85.5 13.5 67.5 25.5
Max Q Clear Time (g_c+I1), s 11.3 5.1 20.1 13.6
Green Ext Time (p_c), s 3.2 0.1 5.5 1.1
Intersection Summary
HCM 6th Ctrl Delay 15.6
HCM 6th LOS B
1080
HCM 6th Signalized Intersection Summary
2: Shirk Road & SR 198 WB Ramps 05/22/2022
5-Year Horizon Without Project Conditions 09/07/2021 PM Peak Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 43 3 279 101 514 0 0 662 199 Future Volume (veh/h) 0 0 0 43 3 279 101 514 0 0 662 199 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 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
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 0 0 1856 1856 Adj Flow Rate, veh/h 44 3 288 104 530 0 0 682 205
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 3 3 3 3 3 0 0 3 3
Cap, veh/h 374 25 354 136 1137 0 0 844 715
Arrive On Green 0.23 0.23 0.23 0.08 0.61 0.00 0.00 0.45 0.45 Sat Flow, veh/h 1659 113 1572 1767 1856 0 0 1856 1572
Grp Volume(v), veh/h 47 0 288 104 530 0 0 682 205
Grp Sat Flow(s),veh/h/ln 1773 0 1572 1767 1856 0 0 1856 1572 Q Serve(g_s), s 1.2 0.0 9.6 3.2 8.6 0.0 0.0 17.6 4.5
Cycle Q Clear(g_c), s 1.2 0.0 9.6 3.2 8.6 0.0 0.0 17.6 4.5 Prop In Lane 0.94 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 399 0 354 136 1137 0 0 844 715
V/C Ratio(X) 0.12 0.00 0.81 0.77 0.47 0.00 0.00 0.81 0.29 Avail Cap(c_a), veh/h 750 0 666 461 2924 0 0 2289 1940
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 17.1 0.0 20.4 25.1 5.8 0.0 0.0 13.0 9.5 Incr Delay (d2), s/veh 0.1 0.0 4.6 8.7 0.3 0.0 0.0 1.9 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.0 3.4 1.5 1.7 0.0 0.0 5.7 1.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.3 0.0 25.0 33.8 6.1 0.0 0.0 14.9 9.7 LnGrp LOS B A C C A A A B A
Approach Vol, veh/h 335 634 887
Approach Delay, s/veh 23.9 10.7 13.7
Approach LOS C B B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 38.5 8.8 29.8 17.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 87.5 14.5 68.5 23.5
Max Q Clear Time (g_c+I1), s 10.6 5.2 19.6 11.6
Green Ext Time (p_c), s 3.3 0.1 5.7 0.9
Intersection Summary
HCM 6th Ctrl Delay 14.5
HCM 6th LOS B
1081
HCM 6th Signalized Intersection Summary
2: Shirk Road & SR 198 WB Ramps 05/22/2022
5-Year Horizon Plus Project Conditions 09/07/2021 PM Peak Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 43 3 346 101 551 0 0 706 216 Future Volume (veh/h) 0 0 0 43 3 346 101 551 0 0 706 216 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 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
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 0 0 1856 1856 Adj Flow Rate, veh/h 44 3 357 104 568 0 0 728 223
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 3 3 3 3 3 0 0 3 3
Cap, veh/h 433 30 410 135 1127 0 0 864 732
Arrive On Green 0.26 0.26 0.26 0.08 0.61 0.00 0.00 0.47 0.47 Sat Flow, veh/h 1659 113 1572 1767 1856 0 0 1856 1572
Grp Volume(v), veh/h 47 0 357 104 568 0 0 728 223
Grp Sat Flow(s),veh/h/ln 1773 0 1572 1767 1856 0 0 1856 1572 Q Serve(g_s), s 1.4 0.0 14.9 4.0 11.9 0.0 0.0 23.6 6.0
Cycle Q Clear(g_c), s 1.4 0.0 14.9 4.0 11.9 0.0 0.0 23.6 6.0 Prop In Lane 0.94 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 463 0 410 135 1127 0 0 864 732
V/C Ratio(X) 0.10 0.00 0.87 0.77 0.50 0.00 0.00 0.84 0.30 Avail Cap(c_a), veh/h 676 0 599 354 2301 0 0 1808 1532
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 19.2 0.0 24.2 31.0 7.6 0.0 0.0 16.1 11.4 Incr Delay (d2), s/veh 0.1 0.0 9.3 8.9 0.3 0.0 0.0 2.3 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 0.0 5.9 1.9 3.1 0.0 0.0 8.5 1.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.3 0.0 33.4 39.9 8.0 0.0 0.0 18.4 11.6 LnGrp LOS B A C D A A A B B
Approach Vol, veh/h 404 672 951
Approach Delay, s/veh 31.8 12.9 16.8
Approach LOS C B B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 46.1 9.7 36.4 22.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 84.9 13.7 66.7 26.1
Max Q Clear Time (g_c+I1), s 13.9 6.0 25.6 16.9
Green Ext Time (p_c), s 3.6 0.1 6.2 1.0
Intersection Summary
HCM 6th Ctrl Delay 18.5
HCM 6th LOS B
1082
HCM 6th Signalized Intersection Summary
2: Shirk Road & SR 198 WB Ramps 05/22/2022
10 Year Horizon Without Project 09/07/2021 PM Peak Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 49 4 312 116 579 0 0 748 224 Future Volume (veh/h) 0 0 0 49 4 312 116 579 0 0 748 224 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 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
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 0 0 1856 1856 Adj Flow Rate, veh/h 53 4 339 126 629 0 0 813 243
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 3 3 3 3 0 0 3 3
Cap, veh/h 394 30 376 160 1205 0 0 934 791
Arrive On Green 0.24 0.24 0.24 0.09 0.65 0.00 0.00 0.50 0.50 Sat Flow, veh/h 1649 124 1572 1767 1856 0 0 1856 1572
Grp Volume(v), veh/h 57 0 339 126 629 0 0 813 243
Grp Sat Flow(s),veh/h/ln 1773 0 1572 1767 1856 0 0 1856 1572 Q Serve(g_s), s 2.0 0.0 16.9 5.6 14.5 0.0 0.0 31.3 7.3
Cycle Q Clear(g_c), s 2.0 0.0 16.9 5.6 14.5 0.0 0.0 31.3 7.3 Prop In Lane 0.93 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 424 0 376 160 1205 0 0 934 791
V/C Ratio(X) 0.13 0.00 0.90 0.79 0.52 0.00 0.00 0.87 0.31 Avail Cap(c_a), veh/h 472 0 419 317 2057 0 0 1621 1373
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 24.2 0.0 29.8 35.9 7.5 0.0 0.0 17.7 11.8 Incr Delay (d2), s/veh 0.1 0.0 21.0 8.2 0.4 0.0 0.0 2.7 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 0.0 8.0 2.6 4.0 0.0 0.0 11.7 2.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.3 0.0 50.8 44.2 7.8 0.0 0.0 20.4 12.0 LnGrp LOS C A D D A A A C B
Approach Vol, veh/h 396 755 1056
Approach Delay, s/veh 47.0 13.9 18.5
Approach LOS D B B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 56.9 11.8 45.1 23.8
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 89.5 14.5 70.5 21.5
Max Q Clear Time (g_c+I1), s 16.5 7.6 33.3 18.9
Green Ext Time (p_c), s 4.1 0.1 7.3 0.4
Intersection Summary
HCM 6th Ctrl Delay 22.0
HCM 6th LOS C
1083
HCM 6th Signalized Intersection Summary
2: Shirk Road & SR 198 WB Ramps 05/22/2022
10-Year Horizon Plus Project 09/07/2021 PM Peak Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 49 4 378 116 615 0 0 792 241 Future Volume (veh/h) 0 0 0 49 4 378 116 615 0 0 792 241 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 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
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 0 0 1856 1856 Adj Flow Rate, veh/h 53 4 411 126 668 0 0 861 262
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 3 3 3 3 0 0 3 3
Cap, veh/h 311 23 522 161 1280 0 0 998 846
Arrive On Green 0.19 0.19 0.19 0.09 0.69 0.00 0.00 0.54 0.54 Sat Flow, veh/h 1649 124 2768 1767 1856 0 0 1856 1572
Grp Volume(v), veh/h 57 0 411 126 668 0 0 861 262
Grp Sat Flow(s),veh/h/ln 1773 0 1384 1767 1856 0 0 1856 1572 Q Serve(g_s), s 2.0 0.0 10.5 5.2 12.9 0.0 0.0 29.6 6.8
Cycle Q Clear(g_c), s 2.0 0.0 10.5 5.2 12.9 0.0 0.0 29.6 6.8 Prop In Lane 0.93 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 334 0 522 161 1280 0 0 998 846
V/C Ratio(X) 0.17 0.00 0.79 0.78 0.52 0.00 0.00 0.86 0.31 Avail Cap(c_a), veh/h 564 0 880 299 2197 0 0 1770 1500
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 25.1 0.0 28.6 32.9 5.6 0.0 0.0 14.7 9.5 Incr Delay (d2), s/veh 0.2 0.0 2.7 8.1 0.3 0.0 0.0 2.4 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 0.0 3.4 2.4 2.8 0.0 0.0 10.2 1.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 25.4 0.0 31.3 40.9 5.9 0.0 0.0 17.1 9.7 LnGrp LOS C A C D A A A B A
Approach Vol, veh/h 468 794 1123
Approach Delay, s/veh 30.6 11.5 15.4
Approach LOS C B B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 55.5 11.2 44.3 18.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 87.5 12.5 70.5 23.5
Max Q Clear Time (g_c+I1), s 14.9 7.2 31.6 12.5
Green Ext Time (p_c), s 4.5 0.1 8.2 1.5
Intersection Summary
HCM 6th Ctrl Delay 17.0
HCM 6th LOS B
1084
HCM 6th Signalized Intersection Summary
2: Shirk Road & SR 198 WB Ramps 05/22/2022
20 Year Horizon Without Project 09/07/2021 PM Peak Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 61 5 379 145 713 0 0 927 275 Future Volume (veh/h) 0 0 0 61 5 379 145 713 0 0 927 275 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 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
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 0 0 1856 1856 Adj Flow Rate, veh/h 66 5 412 158 775 0 0 1008 299
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 3 3 3 3 0 0 3 3
Cap, veh/h 276 21 464 189 1381 0 0 1102 934
Arrive On Green 0.17 0.17 0.17 0.11 0.74 0.00 0.00 0.59 0.59 Sat Flow, veh/h 1648 125 2768 1767 1856 0 0 1856 1572
Grp Volume(v), veh/h 71 0 412 158 775 0 0 1008 299
Grp Sat Flow(s),veh/h/ln 1773 0 1384 1767 1856 0 0 1856 1572 Q Serve(g_s), s 3.6 0.0 14.9 9.0 18.8 0.0 0.0 49.5 9.8
Cycle Q Clear(g_c), s 3.6 0.0 14.9 9.0 18.8 0.0 0.0 49.5 9.8 Prop In Lane 0.93 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 297 0 464 189 1381 0 0 1102 934
V/C Ratio(X) 0.24 0.00 0.89 0.84 0.56 0.00 0.00 0.92 0.32 Avail Cap(c_a), veh/h 312 0 487 233 1685 0 0 1359 1152
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 37.0 0.0 41.7 44.8 5.7 0.0 0.0 18.5 10.4 Incr Delay (d2), s/veh 0.4 0.0 17.4 19.2 0.4 0.0 0.0 8.6 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 0.0 6.0 4.8 4.8 0.0 0.0 20.3 3.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 37.4 0.0 59.1 64.0 6.1 0.0 0.0 27.1 10.6 LnGrp LOS D A E E A A A C B
Approach Vol, veh/h 483 933 1307
Approach Delay, s/veh 55.9 15.9 23.3
Approach LOS E B C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 80.7 15.4 65.3 21.7
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 93.0 13.5 75.0 18.0
Max Q Clear Time (g_c+I1), s 20.8 11.0 51.5 16.9
Green Ext Time (p_c), s 5.7 0.1 9.3 0.3
Intersection Summary
HCM 6th Ctrl Delay 26.5
HCM 6th LOS C
1085
HCM 6th Signalized Intersection Summary
2: Shirk Road & SR 198 WB Ramps 05/22/2022
20-Year Horizon Plus Project 09/07/2021 PM Peak Mitigation Synchro 10 Report VRPA Technologies, Inc. Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 61 5 445 145 750 0 0 970 301 Future Volume (veh/h) 0 0 0 61 5 445 145 750 0 0 970 301 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 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
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 0 0 1856 1856 Adj Flow Rate, veh/h 66 5 484 158 815 0 0 1054 327
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 3 3 3 3 0 0 3 3
Cap, veh/h 269 20 451 186 1402 0 0 1131 958
Arrive On Green 0.16 0.16 0.16 0.11 0.76 0.00 0.00 0.61 0.61 Sat Flow, veh/h 1648 125 2768 1767 1856 0 0 1856 1572
Grp Volume(v), veh/h 71 0 484 158 815 0 0 1054 327
Grp Sat Flow(s),veh/h/ln 1773 0 1384 1767 1856 0 0 1856 1572 Q Serve(g_s), s 3.9 0.0 18.0 9.7 21.1 0.0 0.0 56.7 11.3 Cycle Q Clear(g_c), s 3.9 0.0 18.0 9.7 21.1 0.0 0.0 56.7 11.3 Prop In Lane 0.93 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 289 0 451 186 1402 0 0 1131 958
V/C Ratio(X) 0.25 0.00 1.07 0.85 0.58 0.00 0.00 0.93 0.34 Avail Cap(c_a), veh/h 289 0 451 200 1562 0 0 1277 1082
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 40.3 0.0 46.2 48.5 5.9 0.0 0.0 19.5 10.6 Incr Delay (d2), s/veh 0.4 0.0 63.4 26.2 0.4 0.0 0.0 11.5 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.7 0.0 9.9 5.5 5.5 0.0 0.0 24.2 3.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 40.8 0.0 109.6 74.8 6.3 0.0 0.0 31.0 10.8 LnGrp LOS D A F E A A A C B
Approach Vol, veh/h 555 973 1381
Approach Delay, s/veh 100.8 17.4 26.2
Approach LOS F B C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 88.0 16.1 71.8 22.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 93.0 12.5 76.0 18.0
Max Q Clear Time (g_c+I1), s 23.1 11.7 58.7 20.0
Green Ext Time (p_c), s 6.3 0.0 8.6 0.0
Intersection Summary
HCM 6th Ctrl Delay 37.5
HCM 6th LOS D
1086

APPENDIX C
Collision Data
1087
1088
1089
https://tims.berkeley.edu/
2021/12/07 TIMS - Transportation Injury Mapping System
Crash Details for: Case ID 8584860
Crash Information
Parties: 2
Map View
Street View
County Tulare
City Visalia
Date & Time (M/D/Y) 02/23/2018 10:38
Location (Intersection) Goshen Av & Clancy St
Dist. & Dir. from
Intersection
At Intersection
State Highway No
Geocoded Location 36.341946, -119.375939
Type of Crash D - Broadside
Motor Vehicle Involved
With
C - Other Motor Vehicle
Crash Severity 3 - Injury (Other Visible)
PCF Violation Category 09 - Automobile Right of Way
Weather B - Cloudy
Alcohol Involved No
Pedestrian Accident No Bicycle Accident No
Motorcycle Accident No Truck Accident Yes
Party
Number
Party Type Statewide Vehicle Type At
Fault
Party
Direction
Movement Preceding
Collision
1 1 - Driver (including Hit and
Run)
G - Truck or Truck Tractor with
Trailer
Yes North E - Making Left Turn
2 1 - Driver (including Hit and
Run)
A - Passenger Car/Station Wagon No East B - Proceeding Straight Victims: 1
Party Number Victim Role Victim Gender Victim Age Victim Degree of Injury 2 1 - Driver M - Male 19 6 - Suspected Minor Injury
1090
https://tims.berkeley.edu/
2021/12/07 TIMS - Transportation Injury Mapping System
Crash Details for: Case ID 8658434
Crash Information
Parties: 2
Map View
Street View
County Tulare
City Visalia
Date & Time (M/D/Y) 06/28/2018 09:19
Location (Intersection) Shirk & School
Dist. & Dir. from
Intersection
At Intersection
State Highway No
Geocoded Location 36.3318901, -119.3676682
Type of Crash C - Rear End
Motor Vehicle Involved
With
C - Other Motor Vehicle
Crash Severity 4 - Injury (Complaint of Pain)
PCF Violation Category 03 - Unsafe Speed
Weather A - Clear
Alcohol Involved No
Pedestrian Accident No Bicycle Accident No
Motorcycle Accident No Truck Accident No
Party
Number
Party Type Statewide Vehicle Type At
Fault
Party
Direction
Movement Preceding
Collision
1 1 - Driver (including Hit and
Run)
A - Passenger Car/Station Wagon Yes South B - Proceeding Straight 2 1 - Driver (including Hit and
Run)
A - Passenger Car/Station Wagon No South A - Stopped
Victims: 1
Party Number Victim Role Victim Gender Victim Age Victim Degree of Injury 2 1 - Driver F - Female 50 7 - Possible Injury
1091
https://tims.berkeley.edu/
2021/12/07 TIMS - Transportation Injury Mapping System
Crash Details for: Case ID 8659692
Crash Information
Parties: 2
Map View
Street View
County Tulare
City Visalia
Date & Time (M/D/Y) 05/06/2018 11:33
Location (Intersection) N Shirk St & W Hillsdale Av
Dist. & Dir. from
Intersection
At Intersection
State Highway No
Geocoded Location 36.3299341, -119.3676692
Type of Crash B - Sideswipe
Motor Vehicle Involved
With
G - Bicycle
Crash Severity 4 - Injury (Complaint of Pain)
PCF Violation Category 08 - Improper Turning
Weather A - Clear
Alcohol Involved No
Pedestrian Accident No Bicycle Accident Yes
Motorcycle Accident No Truck Accident No
Party
Number
Party Type Statewide Vehicle Type At
Fault
Party
Direction
Movement Preceding
Collision
1 1 - Driver (including Hit and
Run)
A - Passenger Car/Station Wagon Yes South B - Proceeding Straight 2 4 - Bicyclist L - Bicycle No South E - Making Left Turn Victims: 5
Party Number Victim Role Victim Gender Victim Age Victim Degree of Injury 1 2 - Passenger M - Male 25 0 - No Injury
1 2 - Passenger F - Female 7 0 - No Injury
1 2 - Passenger F - Female 5 0 - No Injury
1092
Party Number Victim Role Victim Gender Victim Age Victim Degree of Injury 1 2 - Passenger M - Male 2 0 - No Injury
2 4 - Bicyclist M - Male 15 7 - Possible Injury
1093
https://tims.berkeley.edu/
2021/12/07 TIMS - Transportation Injury Mapping System
Crash Details for: Case ID 8854402
Crash Information
Parties: 2
Map View
Street View
County Tulare
City Visalia
Date & Time (M/D/Y) 04/10/2019 08:30
Location (Intersection) W Goshen Av & Shirk
Dist. & Dir. from
Intersection
At Intersection
State Highway No
Geocoded Location 36.3420181, -119.3677521
Type of Crash C - Rear End
Motor Vehicle Involved
With
C - Other Motor Vehicle
Crash Severity 4 - Injury (Complaint of Pain)
PCF Violation Category 03 - Unsafe Speed
Weather A - Clear
Alcohol Involved No
Pedestrian Accident No Bicycle Accident No
Motorcycle Accident No Truck Accident No
Party
Number
Party Type Statewide Vehicle Type At
Fault
Party
Direction
Movement Preceding
Collision
1 1 - Driver (including Hit and
Run)
D - Pickup or Panel Truck Yes East B - Proceeding Straight 2 1 - Driver (including Hit and
Run)
A - Passenger Car/Station Wagon No East A - Stopped
Victims: 2
Party Number Victim Role Victim Gender Victim Age Victim Degree of Injury 2 2 - Passenger F - Female 12 7 - Possible Injury
2 2 - Passenger F - Female 8 0 - No Injury
1094
https://tims.berkeley.edu/
2021/12/07 TIMS - Transportation Injury Mapping System
Crash Details for: Case ID 8857574
Crash Information
Parties: 2
Map View
Street View
County Tulare
City Visalia
Date & Time (M/D/Y) 04/23/2019 11:23
Location (Intersection) W Goshen Av & N Clancy
Dist. & Dir. from
Intersection

36.00 ft West
State Highway No
Geocoded Location 36.3418579, -119.367897
Type of Crash C - Rear End
Motor Vehicle Involved
With
C - Other Motor Vehicle
Crash Severity 3 - Injury (Other Visible)
PCF Violation Category 03 - Unsafe Speed
Weather A - Clear
Alcohol Involved No
Pedestrian Accident No Bicycle Accident No
Motorcycle Accident No Truck Accident No
Party
Number
Party Type Statewide Vehicle Type At
Fault
Party
Direction
Movement Preceding
Collision
1 1 - Driver (including Hit and
Run)
A - Passenger Car/Station Wagon Yes East B - Proceeding Straight 2 1 - Driver (including Hit and
Run)
E - Pickup or Panel Truck with
Trailer
No East F - Making U-Turn
Victims: 1
Party Number Victim Role Victim Gender Victim Age Victim Degree of Injury 1 1 - Driver M - Male 30 6 - Suspected Minor Injury
1095
https://tims.berkeley.edu/
2021/12/07 TIMS - Transportation Injury Mapping System
Crash Details for: Case ID 8873900
Crash Information
Parties: 2
Map View
Street View
County Tulare
City Visalia
Date & Time (M/D/Y) 05/10/2019 12:10
Location (Intersection) Goshen Av & Shirk St
Dist. & Dir. from
Intersection
At Intersection
State Highway No
Geocoded Location 36.3420181, -119.3677521
Type of Crash D - Broadside
Motor Vehicle Involved
With
C - Other Motor Vehicle
Crash Severity 4 - Injury (Complaint of Pain)
PCF Violation Category 12 - Traffic Signals and Signs
Weather B - Cloudy
Alcohol Involved No
Pedestrian Accident No Bicycle Accident No
Motorcycle Accident No Truck Accident Yes
Party
Number
Party Type Statewide Vehicle Type At
Fault
Party
Direction
Movement Preceding
Collision
1 1 - Driver (including Hit and
Run)
A - Passenger Car/Station Wagon Yes East B - Proceeding Straight 2 1 - Driver (including Hit and
Run)
F - Truck or Truck Tractor No South B - Proceeding Straight Victims: 2
Party Number Victim Role Victim Gender Victim Age Victim Degree of Injury 1 1 - Driver M - Male 65 7 - Possible Injury
2 1 - Driver M - Male 45 7 - Possible Injury
1096
https://tims.berkeley.edu/
2021/12/07 TIMS - Transportation Injury Mapping System
Crash Details for: Case ID 9204005
Crash Information
Parties: 2
Map View
Street View
County Tulare
City Visalia
Date & Time (M/D/Y) 12/02/2020 12:30
Location (Intersection) Goshen Av & El Cajon
Dist. & Dir. from
Intersection
At Intersection
State Highway No
Geocoded Location 36.3418388, -119.3620605
Type of Crash D - Broadside
Motor Vehicle Involved
With
C - Other Motor Vehicle
Crash Severity 3 - Injury (Other Visible)
PCF Violation Category 03 - Unsafe Speed
Weather A - Clear
Alcohol Involved No
Pedestrian Accident No Bicycle Accident No
Motorcycle Accident No Truck Accident No
Party
Number
Party Type Statewide Vehicle Type At
Fault
Party
Direction
Movement Preceding
Collision
1 1 - Driver (including Hit and
Run)
A - Passenger Car/Station Wagon Yes East B - Proceeding Straight 2 1 - Driver (including Hit and
Run)
- - Not Stated No East D - Making Right Turn
Victims: 1
Party Number Victim Role Victim Gender Victim Age Victim Degree of Injury 1 1 - Driver M - Male 27 6 - Suspected Minor Injury
1097

APPENDIX D
Signal Warrant Analysis
1098
LEGEND
Shirk Road / SR 198 EB Ramps
X 5-Year Horizon Plus Project AM XPM
XAM
XPM
1099
LEGEND
X Opening Year Without Project AM XPM
Shirk Road / SR 198 WB Ramps
XAM
XPM
1100
LEGEND
Shirk Road / Hillsdale Avenue
X 5-Year Horizon Plus Project AM XPM
X Existing AM XPM
XAMPM
XAMXPM
1101
LEGEND
Shirk Road / School Avenue
X 5-Year Horizon Plus Project AM XPM
XAMXPM
1102

APPENDIX E
Vehicle Miles Traveled Model Run
1103
From: Kasia A Poleszczuk <[email protected]> Date: Mon, Nov 1, 2021 at 4:59 PM
Subject: RE: VMT Model run for Iron Ridge Development
To: [email protected] <[email protected]> Cc: Derek M Winning <[email protected]>, Roberto Brady <[email protected]>
Hi Jeff,
Below are results for vmt run for the Iron Ridge.

VMT/per
capita
VMT/per
employee
VMT/per
service
population
TCAG
Region

11.7 7.9 28.4
Visalia 16% 9.8 6.7 23.9
Iron
Ridge

8.07 Let me know if you have any questions,
Thanks
Kasia

1104
1105
1106
1107
1108
Visalia City Council
Staff Report
Visalia City Council
707 W. Acequia
Visalia, CA 93291
File #: 22-0347 Agenda Date: 9/6/2022 Agenda #: 4.

Agenda Item Wording:

Approve the appointment of Kelli Kincaid as Parks and Recreation Director.

Deadline for Action: 9/6/2022
Submitting Department: Administration
Contact Name and Phone Number: Leslie B. Caviglia, City Manager, 713-4332; [email protected]
Department Recommendation: Approve the appointment of Kelli Kincaid as Parks and Recreation Director
Background Discussion:

An extensive recruitment was conducted to fill the position of Parks and Recreation Director. The City received 40 applications and 9 candidates were selected for further consideration. The selection process consisted of screening interviews, panel interviews with panel members from inside and outside the organization, an analysis and writing assessment, and site visits. While the recruitment produced a strong applicant pool, after interviewing the top candidates, the City Manager selected Kelli Kincaid for hire based on her experience, skills, and potential organizational fit.

Kelli Kincaid has worked for the City of Peoria, Arizona for the past 24 years, with the last 4 years in the capacity of Deputy Director of Neighborhood and Human Services. The department is responsible for City-wide programs including Code Compliance, Community Assistance, Community Center, Community Engagement, and Family and Youth Programs for a city with a population of over 172,000. Additionally, Kelli serves as their Equity, Inclusion, and Diversity Officer. Kelli’s prior roles with the City of Peoria have included Recreation Manager, Recreation Superintendent, Special Events Supervisor, and Youth Programs Coordinator. She has a bachelor’s degree in Behavioral Science and is pursuing her Master’s degree in Human Relations. The City Manager believes Kelli will be an excellent fit for the City of Visalia and the Parks and Recreation Department. She has the knowledge, expertise and demeanor to provide strong leadership for the department and the organization.

Starting annual salary for Kelli Kincaid will be $168,418; current salary range for the position is $145,921 - $183,446. The Parks and Recreation Director is also eligible for standard benefits consistent with those provided to other department head employees as outlined in the City of Visalia Department Head Compensation and Benefit Summary. These include, but are not limited to, medical, dental and vision insurance, retirement, holidays, sick leave, administrative leave, $425 monthly car allowance, and long-term disability insurance.

The Parks and Recreation Director is an at-will department head position, and per the City Charter, is Visalia City Council Page 1 of 2 Printed on 9/2/2022
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File #: 22-0347 Agenda Date: 9/6/2022 Agenda #: 4.
appointed by the City Manager subject to approval of the City Council. The extensive background process has been successfully completed, and the City Manager now requests Council approve the appointment of Kelli Kincaid as Parks and Recreation Director.

Fiscal Impact:

Annual salary $168,418 excluding benefits.

Prior Council Action: N/A
Other: N/A
Alternatives: To not authorize the hiring and go back out for another recruitment.

Recommended Motion (and Alternative Motions if expected):

Approve the appointment of Kelli Kincaid as Parks and Recreation Director.

Environmental Assessment Status: N/A
CEQA Review: N/A
Attachments: Resume of Kelli Kincaid
Visalia City Council Page 2 of 2 Printed on 9/2/2022
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1111
1112
Visalia City Council
Staff Report
Visalia City Council
707 W. Acequia
Visalia, CA 93291
File #: 22-0339 Agenda Date: 9/6/2022 Agenda #: 1.

Agenda Item Wording:

For the purposes of reporting out, for the record, transactions that occurred as a result of Closed Session Real Property Negotiations:

Buyer: City of Visalia
Seller: Harold Dean Clements, Trustee of the Survivor’s Trust APN: 12-262-026 (portion)
Purpose: Temporary Construction Easement
Brief Description: Caldwell Widening Project
Price: $500.00
Closing Date: 8/31/2022
Project Manager: Fred Lampe
Buyer: City of Visalia
Seller: Doris M. Gillam
APN: 12-262-026 (portion)
Purpose: Temporary Construction Easement
Brief Description: Caldwell Widening Project
Price: $500.00
Closing Date: 8/31/2022
Project Manager: Fred Lampe
Visalia City Council Page 1 of 1 Printed on 9/2/2022
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Visalia City Council
Staff Report
Visalia City Council
707 W. Acequia
Visalia, CA 93291
File #: 22-0336 Agenda Date: 9/6/2022 Agenda #: 1.

Agenda Item Wording:

Upcoming Council Meetings:

Monday, September 19, 2022 at 7:00 p.m. @ 707 W. Acequia Monday, October 3, 2022 at 7:00 p.m. @ 707 W. Acequia
Visalia City Council Page 1 of 1 Printed on 9/2/2022
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Visalia City CouncilSeptember 6, 2022

Visalia City Council
September 6, 2022