Agenda packet — Redlands City Council, March 5, 2024 (part 2 of 5)

1 EXECUTIVE SUMMARY

1.1 INTRODUCTION
The purpose of the Traffic Study (Study) is to document the traffic analysis findings of the proposed development of the Neighborhoods at Lugonia Village Project (Project) in the City of Redlands (City). Scenarios examined included Existing and Existing with Project. Key analysis measures evaluated included level of service (LOS) and delay. A separate memorandum documents the VMT Screening for this Project.

1.2 PROJECT DESCRIPTION
The Project proposes the construction of 430 multi-family dwelling units, 70 townhomes, and 19 single family dwelling units. The Project plans to have three distinct residential land-uses, each with separate access. For the purposes of this Study, they are referred to as Neighborhoods A1, A2, and B. Neighborhood A1 consists of 430 multi-family dwelling units, Neighborhood A2 consists of 70 townhomes, and Neighborhood B consist of 19 single family dwelling units.

The study analyzed project-related traffic under two scenarios:
• Scenario A – Cul-de-sac Pennsylvania Avenue
• Scenario B – Pennsylvania Avenue Connection
Under Scenario A, the study analyzed the Project assuming a cul-de-sac on Pennsylvania Avenue just west of the existing threelegged intersection of Pennsylvania Avenue and Karon Street as documented in the Project site plan shown later in this report.

Thus, the newly constructed Pennsylvania Avenue would only connect to Tennessee Street. Under Scenario B, the study analyzed the Project with an alternative access condition where Pennsylvania Avenue would extend from Karon Street west to Tennessee Street thus creating a complete connection between Tennessee Street and the existing Pennsylvania Avenue east of Karon Street.

The intersection of Pennsylvania Avenue and Karon Street would become a four-legged two-way stop-controlled intersection. The proposed land use types, number of units, and residential locations will not vary between the scenarios; however, Neighborhoods A2 and B would experience different local distribution patterns.

In accordance with the Measure U Growth Management Initiative, the analysis scenarios are anticipated as follows:

1. Existing Conditions

2. Existing With Project Conditions (Scenario A)

3. Existing With Project Conditions (Scenario B)
The following study intersections with the City of Redlands and Caltrans jurisdiction were examined as part of this analysis:

1. W San Bernardino Avenue/I-210 Southbound Ramps

2. W San Bernardino Avenue / I-210 Northbound Ramps

3. Tennessee Street / Pennsylvania Avenue (Future)

4. Tennessee Street / W Lugonia Avenue

5. Tennessee Street / I-10 Westbound Ramps

6. Tennessee Street / I-10 Eastbound Ramps

7. W Lugonia Avenue / Citrus Plaza Drive

8. W Lugonia Avenue / Project Driveway (Future)

9. W Lugonia Avenue / New York Street and Project Driveway

10. W Lugonia Avenue / Karon Street

11. Pennsylvania Avenue / Karon Street
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12. Pennsylvania Avenue / Texas Street

13. W Lugonia Avenue / Texas Street

1.3 ANALYSIS FINDINGS
The operational analysis findings are as follows:

Existing Condition
The analysis results show all City intersections operate at overall acceptable LOS C or better during the AM Peak Hour. During the PM Peak Hour, all City intersections operate at overall LOS C or better except for the following:
• Tennessee Street and W Lugonia Avenue (#4) operates at an overall LOS D • W Lugonia Avenue and Texas Street (#13) operates at an overall LOS F.

All Caltrans intersections operate at overall acceptable LOS D or better during both the AM Peak Hour and the PM Peak Hour.

Existing With Project (Scenario A)
The analysis results show all City intersections operate at overall acceptable LOS C or better during the AM Peak Hour. During the PM Peak Hour, all City intersections operate at overall LOS C or better except for the following:
• Tennessee Street and W Lugonia Avenue (#4) operates at an overall LOS D • W Lugonia Avenue and Texas Street (#13) operates at an overall LOS F.

As there are no adverse effects at any of the study intersections with the addition of project related traffic; therefore, no other improvements are needed or proposed.

Existing With Project (Scenario B)
The analysis results show all intersections operate at overall acceptable LOS C or better during the AM Peak Hour. During the PM Peak Hour, all City intersections operate at overall LOS C or better except for the following:
• Tennessee Street and W Lugonia Avenue (#4) operates at an overall LOS D • W Lugonia Avenue and Texas Street (#13) operates at an overall LOS F.

These locations operate below acceptable LOS C under Existing Conditions without the Project, and the Project contributes to the existing deficiency. Similar to Scenario A, since the Project does not degrade operations below the Existing Conditions without Project level of service grade, no improvements are needed or proposed. All Caltrans intersections operate at overall acceptable LOS D or better during both the AM Peak Hour and the PM Peak Hour.

As there are no adverse effects at any of the study intersections with the addition of project related traffic; therefore, no other improvements are needed or proposed.

Vehicle Miles Traveled
A VMT assessment was prepared for the Neighborhoods at Lugonia Village Project under a separate memorandum.

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1.4 ROADWAY IMPROVEMENTS
While the LOS analysis indicates that off-site roadway operational improvements are not required, the proposed Project would construct roadway network improvements associated with the development operations including:
• Half-width construction along W Lugonia Avenue Project frontage. • Half-width construction along Pennsylvania Avenue Project frontage. The length of this improvement would vary between Scenario A and B since Scenario A ends at a cul-de-sac west of Karon Street while Scenario B extends all the way to Karon Street.
• Half-width construction along Karon Street Project frontage. • Construct one-way-stop control at the new intersection of Tennessee Street and the planned Pennsylvania Avenue (#3).

East leg of intersection to be full-width improvement.
• Construct a one-way-stop-controlled driveway to create a new T-intersection along W Lugonia Avenue, west of New York Street (#8).
• Construct a signal-controlled driveway at the intersection of W Lugonia Avenue and New York Street/Project Driveway (#9).
• Modify traffic signal at W Lugonia Avenue and New York Street/Project Driveway (#9) to accommodate new north intersection leg.
• Construct a full-width fourth leg of the stop control intersection of Pennsylvania Avenue and Karon Street (Scenario B only). Specifically, construct the west leg of the intersection to connect the newly constructed Pennsylvania Avenue to the existing three-legged intersection.

These improvements were assumed in the Existing With Project scenario traffic operations analysis. As there are no adverse effects at any of the study intersections with the addition of project related traffic; therefore, no other improvements are needed or proposed.

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2 INTRODUCTION
The purpose of the Traffic Study is to document the traffic analysis findings of the proposed development of the Neighborhoods at Lugonia Village Project in the City of Redlands. Scenarios examined included Existing and Existing with Project. Key analysis measures evaluated included level of service (LOS) and vehicle delay. A separate memorandum documents the VMT Screening for this Project.

2.1 PROJECT DESCRIPTION
The Project proposes the construction of 430 multi-family dwelling units, 70 townhomes, and 19 single family dwelling units. The Project plans to construct each residential land use with varying access. Neighborhood A1, consisting of 430 multi-family dwelling units, will have access via two driveways along W Lugonia Avenue. Neighborhood A2, consisting of 70 townhomes, will have access via a single driveway along the future planned Pennsylvania Street. Neighborhood B, consisting of 19 single family dwelling units, will have access provided via Karon Street. Regionally, the Project site is located within the City of Redlands (City), within the County of San Bernardino (County) as shown in Exhibit 2-1. Locally, the Project site location is along on the Northwest quadrant of the intersection of W. Lugonia Avenue and Karon Street, as shown in Exhibit 2-2.

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PROJECT LOCATION
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EXHIBIT 2-2: PROJECT SITE LOCATION

2.2 SITE PLAN
The Project condition site plan is shown in Exhibit 2-3. A total of 519 residences are expected: 430 multi-family dwelling units, 70 townhomes, and 19 single family dwelling units. Neighborhood A1’s access is along W Lugonia Avenue via two site driveways including one full access driveway and one exit only access driveway. Neighborhood A2’s access is along Pennsylvania Avenue via one full access driveway. Neighborhood B’s access is along Karon Street via individual residential driveways.

Legend
Project Site
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EXHIBIT 2-3: PROJECT SITE PLAN
Note:
1) Sourced from Architects Orange, Angeleno Associates Inc., and Archi2Group. Traffic Analysis Neighborhood labels added by MBI. 2) Site plan shows the Scenario A condition with a cul-de-sac on Pennsylvania Avenue. 3) Site plan depicts full-width construction on Pennsylvania Avenue rather than the recommended half-width construction.

A2
B
A1
Traffic Analysis
Neighborhood XX
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2.3 ANALYSIS SCENARIOS
The study analyzed project-related traffic under two roadway network conditions:
• Scenario A – Cul-de-sac Pennsylvania Avenue
• Scenario B – Pennsylvania Avenue Connection
Under Scenario A, the study analyzed the Project assuming a cul-de-sac on Pennsylvania Avenue just west of the existing threelegged intersection of Pennsylvania Avenue and Karon Street as documented in the Project site plan. Thus, the newly constructed Pennsylvania Avenue would only connect to Tennessee Street. Under Scenario B, the study analyzed the Project with an alternative access condition where Pennsylvania Avenue would extend from Karon Street west to Tennessee Street thus creating a complete connection between Tennessee Street and the existing Pennsylvania Avenue east of Karon Street. The intersection of Pennsylvania Avenue and Karon Street would become a four-legged two-way stop-controlled intersection. The proposed land use types, number of units, and residential locations will not vary between the scenarios; however, Neighborhoods A2 and B would likely experience different local distribution patterns.

Exhibit 2-4 shows the difference along Pennsylvania Avenue between Scenario A and Scenario B. In accordance with the Measure U Growth Management Initiative, the analysis scenarios are anticipated as follows:

1. Existing Conditions

2. Existing With Project Conditions (Scenario A)

3. Existing With Project Conditions (Scenario B)
Michael Baker International (Michael Baker) coordinated with City staff on the study assumptions such as trip generation, trip distribution, study locations, scenarios, and study methodology. The approved scoping letter can be found in Appendix A.

EXHIBIT 2-4: SCENARIO A AND B COMPARISON
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2.4 STUDY INTERSECTIONS
The following study intersections were examined as part of this analysis:

1. W San Bernardino Avenue/I-210 Southbound Ramps

2. W San Bernardino Avenue / I-210 Northbound Ramps

3. Tennessee Street / Pennsylvania Avenue (Future)

4. Tennessee Street / W Lugonia Avenue

5. Tennessee Street / I-10 Westbound Ramps

6. Tennessee Street / I-10 Eastbound Ramps

7. W Lugonia Avenue / Citrus Plaza Drive

8. W Lugonia Avenue / Project Driveway (Future)

9. W Lugonia Avenue / New York Street and Project Driveway

10. W Lugonia Avenue / Karon Street

11. Pennsylvania Avenue / Karon Street

12. Pennsylvania Avenue / Texas Street

13. W Lugonia Avenue / Texas Street
These thirteen (13) intersections have been identified in coordination with City staff as potential locations impacted by the proposed Project. It should be noted that Intersections #3 and #8 do not exist without the Project and were not analyzed under the Existing condition.

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3 ANALYSIS METHODOLOGY

3.1 LEVEL OF SERVICE ANALYSIS METHODOLOGIES
As required by City of Redlands, this traffic study has been prepared in accordance with the City of Redlands CEQA Assessment VMT Analysis Guidelines (June 2020), the City of Redlands Measure U Growth Management Initiative, and the County of San Bernardino Transportation Impact Study Guidelines (July 9, 2019). The key measures of effectiveness for this study are level of service (LOS) and average vehicle delay in average seconds per vehicle.

LOS is commonly used as a qualitative description of intersection operation and is based on the type of traffic control and experienced delay at the intersection. The Highway Capacity Manual (HCM) 6th Edition published by the Transportation Research Board in 2016 was utilized in this analysis to determine the operating LOS at each of the study intersections. LOS can range from LOS A (free-flow conditions) to LOS F (severely congested conditions). Delay in average seconds per vehicle (sec/veh) passing through the intersection, is the primary measure of effectiveness for signalized, stop-controlled, and roundabout intersections.

The corresponding average stopped delay experienced per vehicle by LOS is shown in Table 3-1.

TABLE 3-1: HCM INTERSECTION LEVEL OF SERVICE THRESHOLDS Level of Service Signalized Intersection Average Delay
(seconds/vehicle)
Two-Way Stop-Controlled, All-Way Stop-Controlled,
and Roundabout Control Delay (seconds/vehicle)
LOS A x < 10 x < 10
LOS B 10 < x < 20 10 < x < 15
LOS C 20 < x < 35 15 < x < 25
LOS D 35 < x < 55 25 < x < 35
LOS E 55 < x < 80 35 < x < 50
LOS F 80 < x 50 < x
Notes:
1) If the volume-to-capacity ratio (v/c) > 1.0, LOS = F. 2) Sourced from Highway Capacity Manual, 6th Edition.

LOS is reported for the average stopped delay per vehicle for the overall intersection (all movements) for signalized intersections, all-way stop-controlled, and roundabout intersections. For one-way or two-way stop-controlled intersections, LOS is reported for the worst stop-controlled approach. LOS and delay for the intersection analysis was conducted with Synchro (version 11) software and HCM 6th Edition results were reported.

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3.2 MEASURE U
Measure U is a local growth management initiative and contains policies for traffic LOS within the City of Redlands. As stated in Measure U, the City of Redlands has adopted LOS “C” or better as acceptable operating conditions for intersections during the peak hour. In accordance with the Measure U, the following guiding policies are used for level of service standards for traffic operations:
• “5.20a – Maintain LOS C or better as the standard at all intersections presently operating at LOS C or better.” • “5.20b – Within the area identified in GP Figure 5-1, including the unincorporated County area identified on GP Figure 5- 1 as the “donut hole”, maintain LOS C or better; however, accept a reduced LOS on a case-by-case basis upon approval by four-fifths (4/5ths) vote of the total authorized membership of the City Council.” • “5.20c – Where the current LOS at a location within the City of Redlands is below the LOS C standard, no development project shall be approved that cannot be mitigated so that it does not reduce the existing level of service at the location except as provided in Section 5.20b.”
The Project is not located in the unincorporated County area known as the “donut hole” therefore 5.20b does not apply. Only 5.20a and 5.20c were considered for this Project.

3.3 CALTRANS FACILITIES
Within the study area, several study intersections are identified under Caltrans jurisdiction. These include the intersections of: W San Bernardino Avenue & I-210 Southbound Ramps (#1), W San Bernardino Avenue / I-210 Northbound Ramps (#2), Tennessee Street / I-10 Westbound Ramps (#5), and Tennessee Street / I-10 Eastbound Ramps (#6).

3.4 PERFORMANCE CRITERIA
The various performance criteria are summarized in Table 3-2.

TABLE 3-2: PERFORMANCE CRITERIA
Jurisdiction Acceptable Performance Criteria Source
City of Redlands Preferred: LOS C or better
Minimum: Maintain existing LOS (if below LOS C)
City of Redlands Measure U Growth Management
Initiative (December 1997)
County of San
Bernardino LOS D or better San Bernardino County Transportation Impact Study Guidelines (July 2019) Caltrans
Preferred: LOS C or better
Minimum: LOS D or better
(Maintain existing LOS if below LOS D)
Caltrans Guide for the Preparation of Traffic Impact
Studies (December 2002)
For the purpose of this evaluation, LOS D has been established as the minimum acceptable conditions for Caltrans facilities. For City facilities, the following thresholds would require improvements:
• If the addition of project related traffic causes an intersection’s peak hour LOS to worsen from acceptable (LOS C or better) to unacceptable (LOS D, E, or F), the project shall identify improvements to improve operations to LOS C or better; or • Where the current LOS is below the LOS C standard (LOS D, E, or F) without the project and the addition of project related traffic worsens the pre-project level of service grade, the project shall identify improvements to maintain the pre-project level of service grade.

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4 EXISTING CONDITION

4.1 ROADWAY NETWORK
The analysis study area roadway network is described below.

W Lugonia Avenue west of Tennessee Street is generally a 4-lane undivided roadway in the City of Redlands. East of Tennessee Street, W Lugonia Avenue is generally a 4-lane undivided roadway with one travel lane in the westbound direction and 2 travel lanes in the eastbound direction. Regionally, it travels east-west from west of Research Drive to Wabash Avenue in the East. The City of Redlands General Plan dated December 2017 (Redlands General Plan) identifies the section of W Lugonia Ave along the Project site frontage as a Major Arterial. To the west of the Project area, E. 7th Street is classified as a Minor Arterial. The posted speed limit on W Lugonia Avenue within the Project vicinity is 35 miles per hour (mph).

W San Bernardino Ave west of Citrus Plaza Drive is a four-lane divided roadway in the City of Redlands. East of Tennessee Avenue, W San Bernardino Avenue is a 2-lane undivided roadway. Regionally, it travels east-west from Tippecanoe Avenue in the west to Crafton Ave in the east. Within the City, the roadway has an interchange with I-210. The Redlands General Plan identifies W San Bernardino Avenue as a Major Arterial. The current posted speed limit on W San Bernardino Avenue is 45 mph.

Tennessee Street north of W Lugonia Ave is a two-lane divided roadway in the City of Redlands. South of W Lugonia Avenue, Tennessee Street is a four-lane undivided roadway. Regionally it travels north-south from W San Bernardino Avenue in the north to Brookside Avenue in the south. Within the City, the roadway has an interchange with I-10. The Redlands General Plan identifies Tennessee Street as a Minor Arterial.

New York Street is a two-lane undivided roadway in the City of Redlands. Regionally, it travels north-south from W Lugonia Avenue in the north to Texas Street in the south. The Redlands General Plan identifies New York Street as a Collector. The current posted speed limit on New York Street is 40 mph.

Karon Street is a two-lane undivided roadway in the City of Redlands. It travels north-south from near Elise Drive in the north to W Lugonia Avenue in the south. The Redlands General Plan identifies Karon Street as a Local Road. The prima facie speed limit is 25 mph.

Pennsylvania Avenue is a two-lane undivided roadway within the Project limits in the City of Redlands. It travels east-west from Judson Street in the east to Karon Street in the west. Pennsylvania Avenue does not currently exist between Tennessee Street and Karon Street. While Pennsylvania Avenue between Tennessee Street and Karon Street is not included in the Redlands General Plan, it identifies Pennsylvania Avenue east of Karon Street as a Local Road. The posted speed limit is 30 mph.

Texas Street is a two-lane undivided roadway within the Project limits in the City of Redlands. South of W Colton Avenue, it is a four-lane undivided roadway. It travels north-south from near Domestic Avenue in the north to W Redlands Boulevard in the south.

The Redlands General Plan identifies Pennsylvania Avenue within the Project limits as a Minor Arterial. The posted speed limit is 40 mph.

Exhibit 4-1 shows the Existing study intersection lane geometry. Exhibit 4-2 shows the Redlands General Plan Circulation Element Roadway Classifications.

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EXHIBIT 4-1: EXISTING LANE GEOMETRY
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REDLANDS

ROADWAY CLASSIFICATION
Note:
1) Sourced from City of Redlands General Plan (December 2017).

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4.2 STUDY INTERSECTIONS CHARACTERISTICS
Table 4-1 lists the study intersections examined as part of this analysis. The control type and jurisdiction are also provided.

TABLE 4-1: STUDY INTERSECTIONS
Notes:
1) SIG = Signalized; AWSC = All-Way Stop-Controlled; TWSC = Two-Way Stop-Controlled; OWSC = One-Way Stop-Controlled.

4.3 EXISTING TRAFFIC VOLUMES
Traffic counts were collected on Wednesday June 8th, 2022 and on Thursday November 17th, 2022 from 7:00 AM to 9:00 AM and from 4:00 PM to 6:00 PM. Data collected included pedestrian, bicycle, passenger cars, and heavy vehicle counts. The counts used in this analysis represent the peak hour of each period (AM Peak Hour and PM Peak Hour). In coordination with City staff, it was determined a COVID-19 pandemic adjustment factor would not be applied to the traffic counts given the easing of pandemic conditions and restrictions at both the state and county levels. Appendix B contains detailed volume development information.

Exhibit 4-3 shows the Existing Peak Hour traffic volumes.

ID Intersection Control Type Jurisdiction
1 W San Bernardino Avenue / I-210 SB Ramps SIG Caltrans 2 W San Bernardino Avenue / I-210 NB Ramps SIG Caltrans 3 Tennessee Street / Pennsylvania Avenue (Future) OWSC City of Redlands 4 Tennessee Street / W Lugonia Avenue SIG City of Redlands 5 Tennessee Street / I-10 Westbound Ramps SIG Caltrans
6 Tennessee Street / I-10 Eastbound Ramps SIG Caltrans
7 W Lugonia Avenue / Citrus Plaza Drive SIG City of Redlands 8 W Lugonia Avenue / Project Driveway (Future) OWSC City of Redlands 9 W Lugonia Avenue / New York Street and Project Driveway SIG City of Redlands 10 W Lugonia Avenue / Karon Street OWSC City of Redlands 11 Pennsylvania Avenue / Karon Street TWSC City of Redlands 12 Pennsylvania Avenue / Texas Street AWSC City of Redlands 13 W Lugonia Avenue / Texas Street SIG City of Redlands Redlands Regular Meeting of 03-05-2024 190 of 967
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EXHIBIT 4-3: EXISTING PEAK HOUR VOLUMES
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4.4 EXISTING LOS ANALYSIS
Table 4-2 summarizes the Existing Year Peak Hour Synchro intersection analysis results. The analysis results show all City intersections operate at overall acceptable LOS C or better during the AM Peak Hour. During the PM Peak Hour, all City intersections operate at overall LOS C or better except for the following:
• # 4 – Tennessee Street and W Lugonia Avenue operates at an overall LOS D during the PM Peak Hour. • #13 – W Lugonia Avenue and Texas Street (#13) operates at an overall LOS F during the PM Peak Hour.

All Caltrans intersections operate at overall acceptable LOS D or better during both the AM Peak Hour and the PM Peak Hour. The Existing Year AM Peak Hour analysis worksheets are contained in Appendix C and the Existing Year PM Peak Hour analysis worksheets are contained in Appendix D.

TABLE 4-2: EXISTING INTERSECTION ANALYSIS RESULTS
Notes:
1) SIG = Signalized; AWSC = All-Way Stop-Controlled; TWSC = Two-Way Stop-Controlled; OWSC = One-Way Stop-Controlled. 2) Overall intersection LOS provided for signalized and AWSC intersections. Worst-approach LOS provided for TWSC and OWSC intersections.
3) City Intersections – LOS C or better is the preferred acceptable operation at City intersections. Bold text with yellow highlight indicates LOS D, E, or F.
4) Caltrans Intersections – LOS D or better is the acceptable operation at Caltrans intersections. No intersections operate at LOS E or F. 5) Delay shown in average seconds per vehicle.

ID Intersection Control
Type Jurisdiction
Existing Year
AM Peak Hour PM Peak Hour
LOS Delay LOS Delay
1 W San Bernardino Avenue / I-210 SB Ramps SIG Caltrans C 21.1 C 25.4 2 W San Bernardino Avenue / I-210 NB Ramps SIG Caltrans C 31.6 C 30.4 3 Tennessee Street / Pennsylvania Avenue -- Redlands Intersection Does Not Exist Under This Condition 4 Tennessee Street / W Lugonia Avenue SIG Redlands C 23.4 D 44.4 5 Tennessee Street / I-10 Westbound Ramps SIG Caltrans C 21.3 B 18.4 6 Tennessee Street / I-10 Eastbound Ramps SIG Caltrans C 28.0 D 46.9 7 W Lugonia Avenue / Citrus Plaza Drive SIG Redlands A 9.8 B 13.2 8 W Lugonia Avenue / Project Driveway -- Redlands Intersection Does Not Exist Under This Condition 9 W Lugonia Avenue / New York Street and
Project Driveway SIG Redlands B 11.2 B 14.4
10 W Lugonia Avenue / Karon Street OWSC Redlands B 13.7 B 14.1 11 Pennsylvania Avenue / Karon Street TWSC Redlands A 9.4 A 9.5 12 Pennsylvania Avenue / Texas Street AWSC Redlands B 11.1 B 10.9 13 W Lugonia Avenue / Texas Street SIG Redlands C 22.3 F 138.2 Redlands Regular Meeting of 03-05-2024 192 of 967
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5 PROPOSED PROJECT
The Project proposes to construct 430 multi-family dwelling units, 70 townhomes, and 19 single family dwelling unit on the Northwest quadrant of the Intersection of W. Lugonia Avenue and Karon Street. The Project is anticipated to be built out by Year 2024. The Project plans to have three distinct residential land-uses, each with separate access. For the purposes of this Study, they are referred to as Neighborhood A1, A2, and B. Neighborhood A1, consisting of 430 multi-family dwelling units, will have a full access driveway at the intersection of W Lugonia Avenue and New York Street and an exit only driveway located along W Lugonia Avenue, west of New York Street. Neighborhood A2, consisting of 70 townhomes, will have a single full access driveway along the future planned Pennsylvania Street. Neighborhood B, consisting of 19 single family dwelling units, will have access provided via Karon Street.

5.1 PROJECT FORECAST TRIP GENERATION
The Institute of Transportation Engineers (ITE) Trip Generation Manual (11th Edition) was used to calculate the forecast vehicle trips generated by the proposed Project. Table 5-1 shows the trip generation rates for the three housing types (Single Family Detached, Single Family Attached, and Multifamily Low-Rise). Table 5-2 summarizes the vehicular trips forecast to be generated by the Project.

As shown, the Project is anticipated to generate approximately 3,581 daily trips with 219 AM Peak Hour trips and 277 PM Peak Hour trips.

TABLE 5-1: TRIP GENERATION RATES
Land Use ITE
Code Neighborhood Daily Trips Rate AM Peak Hour PM Peak Hour Rate In / Out Rate In / Out
Single-Family
Detached 210 Neighborhood B 9.43 / DU 0.70 26% / 74% 0.94 63% / 37% Single-Family
Attached 215 Neighborhood A2 7.2 / DU 0.48 31% / 69% 0.57 57% / 43% Multifamily
(Low Rise) 220 Neighborhood A1 6.74 / DU 0.40 24% / 76% 0.51 63% / 37% Note:
1) Sourced from ITE Trip Generation Manual, 11th Edition. 2) DU = Dwelling Units.

TABLE 5-2: ESTIMATED SITE TRIPS
Land Use ITE
Code Neighborhood Intensity Daily Trips
AM Peak Hour PM Peak Hour
Volume In Out Volume In Out
Single-Family
Detached 210 Neighborhood B 19 DU 179 13 3 10 18 11 7
Single-Family
Attached 215 Neighborhood A2 70 DU 504 34 11 23 40 23 17 Multifamily
(Low Rise) 220 Neighborhood A1 430 DU 2,898 172 41 131 219 138 81 Total 519 DU 3,581 219 55 164 277 172 105
Notes:
1) DU = Dwelling Units.

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5.2 PROJECT SCENARIOS
The study analyzed project-related traffic under two roadway network scenarios:
• Scenario A – Cul-de-sac Pennsylvania Avenue
• Scenario B – Pennsylvania Avenue Connection
Under Scenario A, the study analyzed the Project assuming a cul-de-sac on Pennsylvania Avenue just west of the existing threelegged intersection of Pennsylvania Avenue and Karon Street as documented in the Project site plan. Thus, the newly constructed Pennsylvania Avenue would only connect to Tennessee Street. Under Scenario B, the study analyzed the Project with an alternative access condition where Pennsylvania Avenue would extend from Karon Street west to Tennessee Street thus creating a complete connection between Tennessee Street and the existing Pennsylvania Avenue east of Karon Street. The intersection of Pennsylvania Avenue and Karon Street would become a four-legged two-way stop-controlled intersection. The proposed land use types, number of units, and residential locations will not vary between the scenarios; however, Neighborhoods A2 and B would likely experience different local distribution patterns.

Exhibit 5-1 shows the With Project Scenario A and Exhibit 5-2 shows the With Project Scenario B lane configurations. Under both Scenario A and Scenario B, half-width construction is proposed along the Project frontage. Along Tennessee Street, the intersection with Pennsylvania Avenue (#3) will be constructed under both Project Scenarios, providing new access to the Neighborhood A2.

Along W Lugonia Avenue, the intersection with the Project Driveway (#8) will be constructed under both Project Scenarios, providing exit only access from Neighborhood A1. The intersection of W Lugonia Avenue and New York Street/Project Driveway (#9) will also be modified under both Project Scenarios, providing full access to Neighborhood A1. Additionally, along W Lugonia avenue, an additional westbound through lane is provided due to half-width improvements along the Project frontage. Under Scenario B only, the stop-controlled intersection of Pennsylvania Avenue and Karon Street will be constructed, providing additional access choices to Neighborhood A2 and Neighborhood B.

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EXHIBIT 5-1: SCENARIO A LANE CONFIGURATION
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EXHIBIT 5-2: SCENARIO B LANE CONFIGURATION
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5.3 PROJECT TRIP DISTRIBUTION AND ASSIGNMENT
The regional distribution is consistent between both Scenario A and Scenario B. Only local distribution changes are expected under Scenario A and Scenario B. The regional distribution trends for the estimated project trips are as follows:
• 10% to the North via I-210
• 30% to the West via I-10
• 10% to the East Via I-10
• 15% toward East Redlands
• 5% toward South Redlands
• 30% toward West Redlands
As shown in the site plan, the Project is proposing three distinct residential land-uses, each with separate access. Exhibits 5-3, 5- 4, and 5-5 show the Scenario A trip distribution by turning movement at the proposed study intersections. The Scenario A trip assignment by turning movement for each neighborhood and the combined Project are shown in Exhibits 5-6, 5-7, 5-8, and 5-9.

Exhibits 5-10, 5-11, and 5-12 show the Scenario B trip distribution by turning movement at the proposed study intersections under. The Scenario B trip assignment by turning movement for each neighborhood and the combined Project are shown in Exhibits 5-13, 5-14, 5-15, and 5-16.

Redlands Regular Meeting of 03-05-2024 197 of 967
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EXHIBIT 5-3: SCENARIO A: INTERSECTION PROJECT TRIP DISTRIBUTION (NEIGHBORHOOD A1) Redlands Regular Meeting of 03-05-2024 198 of 967
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EXHIBIT 5-4: SCENARIO A: INTERSECTION PROJECT TRIP DISTRIBUTION (NEIGHBORHOOD A2) Redlands Regular Meeting of 03-05-2024 199 of 967
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EXHIBIT 5-5: SCENARIO A: INTERSECTION PROJECT TRIP DISTRIBUTION (NEIGHBORHOOD B) Redlands Regular Meeting of 03-05-2024 200 of 967
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EXHIBIT 5-6: SCENARIO A: INTERSECTION PROJECT TRIPS (NEIGHBORHOOD A1) Redlands Regular Meeting of 03-05-2024 201 of 967
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EXHIBIT 5-7: SCENARIO A: INTERSECTION PROJECT TRIPS (NEIGHBORHOOD A2) Redlands Regular Meeting of 03-05-2024 202 of 967
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EXHIBIT 5-8: SCENARIO A: INTERSECTION PROJECT TRIPS (NEIGHBORHOOD B) Redlands Regular Meeting of 03-05-2024 203 of 967
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EXHIBIT 5-9: SCENARIO A: TOTAL INTERSECTION PROJECT TRIPS Redlands Regular Meeting of 03-05-2024 204 of 967
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EXHIBIT 5-10: SCENARIO B: INTERSECTION PROJECT TRIP DISTRIBUTION (NEIGHBORHOOD A1) Redlands Regular Meeting of 03-05-2024 205 of 967
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EXHIBIT 5-11: SCENARIO B: INTERSECTION PROJECT TRIP DISTRIBUTION (NEIGHBORHOOD A2) Redlands Regular Meeting of 03-05-2024 206 of 967
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EXHIBIT 5-12: SCENARIO B: INTERSECTION PROJECT TRIP DISTRIBUTION (NEIGHBORHOOD B) Redlands Regular Meeting of 03-05-2024 207 of 967
Neighborhoods at Lugonia Village ___________________________________________________________________________________________________________________ Traffic Study

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EXHIBIT 5-13: SCENARIO B: INTERSECTION PROJECT TRIPS (NEIGHBORHOOD A1) Redlands Regular Meeting of 03-05-2024 208 of 967
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EXHIBIT 5-14: SCENARIO B: INTERSECTION PROJECT TRIPS (NEIGHBORHOOD A2) Redlands Regular Meeting of 03-05-2024 209 of 967
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EXHIBIT 5-15: SCENARIO B: INTERSECTION PROJECT TRIPS (NEIGHBORHOOD B) Redlands Regular Meeting of 03-05-2024 210 of 967
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EXHIBIT 5-16: SCENARIO B: TOTAL INTERSECTION PROJECT TRIPS Redlands Regular Meeting of 03-05-2024 211 of 967
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6 EXISTING WITH PROJECT (SCENARIO A)

6.1 EXISTING WITH PROJECT TRAFFIC VOLUMES
The Existing with Project (Scenario A) traffic volumes were developed by adding the forecast Scenario A Project trips to the Existing traffic volumes. Exhibit 6-1 shows the Existing with Project (Scenario A) Peak Hour traffic volumes. Scenario A assumes a cul-desac on Pennsylvania Avenue just west of the intersection of Pennsylvania Avenue and Karon Street. Under the With Project scenario, the intersections of Tennessee Street and Pennsylvania Avenue (#3) and W Lugonia Avenue and Project Driveway (#8) are expected to be constructed, providing access to the site. The intersection of Tennessee Street and Pennsylvania Avenue (#3) will provide fullaccess and the W Lugonia Avenue and Project Driveway (#8) will provide exit only access from the site. Appendix B contains detailed volume development information.

6.2 EXISTING YEAR WITH PROJECT LOS ANALYSIS
Table 6-1 summarizes the Existing Year With Project (Scenario A) Peak Hour Synchro intersection analysis results. The analysis results show all City intersections operate at overall acceptable LOS C or better during the AM Peak Hour. During the PM Peak Hour, all City intersections operate at overall LOS C or better except for the following:
• #4 – Tennessee Street and W Lugonia Avenue operates at an overall LOS D during the PM Peak Hour. • #13 – W Lugonia Avenue and Texas Street operates at an overall LOS F during the PM Peak Hour.

These locations operate below acceptable LOS C under Existing Conditions without the Project, and the Project contributes to the existing deficiency. Since the Project does not degrade operations below the Existing Conditions without Project level of service grade, no improvements are needed or proposed. All Caltrans intersections operate at overall acceptable LOS D or better during both the AM and PM peak hours. The Existing Year With Project (Scenario A) AM Peak Hour analysis worksheets are contained in Appendix E and the Existing Year With Project (Scenario A) PM Peak Hour analysis worksheets are contained in Appendix F.

Redlands Regular Meeting of 03-05-2024 212 of 967
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EXHIBIT 6-1: EXISTING WITH PROJECT (SCENARIO A) PEAK HOUR VOLUMES Redlands Regular Meeting of 03-05-2024 213 of 967
Neighborhoods at Lugonia Village ____________________________________________________________________________________________________________________________________________________________________________________ Traffic Study Page 39 TABLE 6-1: EXISTING
YEAR
WITH

PROJECT (SCENARIO A) INTERSECTION

ANALYSIS

RESULTS
Notes:
1) SIG = Signalized; AWSC = All-Way Stop-Controlled; TWSC = Two-Way Stop-Controlled; OWSC = One-Way Stop-Controlled. 2) Overall intersection LOS provided for signalized and AWSC intersections. Worst-approach LOS provided for TWSC and OWSC intersections. 3) City Intersections – LOS C or better is the preferred acceptable operation at City intersections. Bold text with yellow highlight indicates LOS D, E, or F. 4) Caltrans Intersections – LOS D or better is the acceptable operation at Caltrans intersections. No intersections operate at LOS E or F. 5) Adverse effect determined if With Project scenario degrades operations below the Existing Conditions without Project level of service grade. 6) Delay shown in average seconds per vehicle.

ID Intersection Control Type Jurisdiction Existing Year Existing Year With Project (Scenario A) Adverse Effect? AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour LOS Delay LOS Delay LOS Delay LOS Delay AM PM
1 W San Bernardino Avenue / I-210 SB Ramps SIG Caltrans C 21.1 C 25.4 C 21.4 C 25.9 No No 2 W San Bernardino Avenue / I-210 NB Ramps SIG Caltrans C 31.6 C 30.4 C 32.2 C 30.7 No No 3 Tennessee Street / Pennsylvania Avenue OWSC Redlands Intersection Does Not Exist Under This Condition B 12.3 B 13.9 No No 4 Tennessee Street / W Lugonia Avenue SIG Redlands C 23.4 D 44.4 C 30.3 D 54.2 No No
5 Tennessee Street / I-10 Westbound Ramps SIG Caltrans C 21.3 B 18.4 C 21.1 B 18.8 No No 6 Tennessee Street / I-10 Eastbound Ramps SIG Caltrans C 28.0 D 46.9 C 28.7 D 53.1 No No 7 W Lugonia Avenue / Citrus Plaza Drive SIG Redlands A 9.8 B 13.2 A 9.8 B 13.5 No No 8 W Lugonia Avenue / Project Driveway OWSC Redlands Intersection Does Not Exist Under This Condition B 12.0 B 12.1 No No 9 W Lugonia Avenue / New York Street and Project Driveway SIG Redlands B 11.2 B 14.4 B 10.8 B 13.7 No No 10 W Lugonia Avenue / Karon Street OWSC Redlands B 13.7 B 14.1 B 14.1 B 14.9 No No 11 Pennsylvania Avenue / Karon Street TWSC Redlands A 9.4 A 9.5 A 9.4 A 9.5 No No12 Pennsylvania Avenue / Texas Street AWSC Redlands B 11.1 B 10.9 B 11.3 B 11.1 No No13 W Lugonia Avenue / Texas Street SIG Redlands C 22.3 F 138.2 C 23.1 F 138.2 No No Redlands Regular Meeting of 03-05-2024 214 of 967
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7 EXISTING WITH PROJECT (SCENARIO B)

7.1 EXISTING WITH PROJECT TRAFFIC VOLUMES
The Existing with Project (Scenario B) traffic volumes were developed by adding the forecast Scenario B Project trips to the Existing traffic volumes. Additionally, redistribution of the Existing local traffic (non-Project traffic) was made to account for the new complete connection along Pennsylvania Avenue between Tennessee Street and Karon Street and potential changes that would result in the general local traffic circulation. Exhibit 7-1 shows the Existing with Project (Scenario B) Peak Hour traffic volumes.

Scenario B assumes Pennsylvania Avenue connects to Karon Street in a four-legged intersection. Under the With Project scenario, the intersections of Tennessee Street and Pennsylvania Avenue (#3) and W Lugonia Avenue and Project Driveway (#8) are expected to be constructed, providing access to the site. The intersection of Tennessee Street and Pennsylvania Avenue (#3) will provide fullaccess and the W Lugonia Avenue and Project Driveway (#8) will provide exit only access from the site. Appendix B contains detailed volume development information.

7.2 EXISTING YEAR WITH PROJECT LOS ANALYSIS
Table 7-1 summarizes the Existing Year With Project (Scenario B) Peak Hour Synchro intersection analysis results. The analysis results show all intersections operate at overall acceptable LOS C or better during the AM Peak Hour. During the PM Peak Hour, all City intersections operate at overall LOS C or better except for the following:
• #4 – Tennessee Street and W Lugonia Avenue operates at an overall LOS D during the PM Peak Hour. • #13 – W Lugonia Avenue and Texas Street operates at an overall LOS F during the PM Peak Hour.

These locations operate below acceptable LOS C under Existing Conditions without the Project, and the Project contributes to the existing deficiency. Since the Project does not degrade operations below the Existing Conditions without Project level of service grade, no improvements are needed or proposed. All Caltrans intersections operate at overall acceptable LOS D or better during both the AM Peak Hour and the PM Peak Hour. The Existing Year With Project (Scenario B) AM Peak Hour analysis worksheets are contained in Appendix G and the Existing Year With Project (Scenario B) PM Peak Hour analysis worksheets are contained in Appendix H.

Redlands Regular Meeting of 03-05-2024 215 of 967
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EXHIBIT 7-1: EXISTING WITH PROJECT (SCENARIO B) PEAK HOUR VOLUMES Redlands Regular Meeting of 03-05-2024 216 of 967
Neighborhoods at Lugonia Village ____________________________________________________________________________________________________________________________________________________________________________________ Traffic Study Page 42 TABLE 7-1: EXISTING
YEAR
WITH

PROJECT (SCENARIO B) INTERSECTION

ANALYSIS

RESULTS
Notes:
1) SIG = Signalized; AWSC = All-Way Stop-Controlled; TWSC = Two-Way Stop-Controlled; OWSC = One-Way Stop-Controlled. 2) Overall intersection LOS provided for signalized and AWSC intersections. Worst-approach LOS provided for TWSC and OWSC intersections. 3) City Intersections – LOS C or better is the preferred acceptable operation at City intersections. Bold text with yellow highlight indicates LOS D, E, or F. 4) Caltrans Intersections – LOS D or better is the acceptable operation at Caltrans intersections. Bold red text with gray highlight indicates LOS E or F. 5) Adverse effect determined if With Project scenario degrades operations below the Existing Conditions without Project level of service grade. 6) Delay shown in average seconds per vehicle.

ID Intersection Control Type Jurisdiction Existing Year Existing Year With Project (Scenario B) Adverse Effect? AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour LOS Delay LOS Delay LOS Delay LOS Delay AM PM
1 W San Bernardino Avenue / I-210 SB Ramps SIG Caltrans C 21.1 C 25.4 C 21.4 C 25.9 No No 2 W San Bernardino Avenue / I-210 NB Ramps SIG Caltrans C 31.6 C 30.4 C 32.1 C 30.6 No No 3 Tennessee Street / Pennsylvania Avenue OWSC Redlands Intersection Does Not Exist Under This Condition B 12.7 B 14.5 No No 4 Tennessee Street / W Lugonia Avenue SIG Redlands C 23.4 D 44.4 C 29.6 D 54.5 No No
5 Tennessee Street / I-10 Westbound Ramps SIG Caltrans C 21.3 B 18.4 C 21.1 B 18.9 No No 6 Tennessee Street / I-10 Eastbound Ramps SIG Caltrans C 28.0 D 46.9 C 28.7 D 53.1 No No 7 W Lugonia Avenue / Citrus Plaza Drive SIG Redlands A 9.8 B 13.2 A 9.8 B 13.5 No No 8 W Lugonia Avenue / Project Driveway OWSC Redlands Intersection Does Not Exist Under This Condition B 11.9 B 12.0 No No 9 W Lugonia Avenue / New York Street and Project Driveway SIG Redlands B 11.2 B 14.4 B 10.8 B 13.6 No No 10 W Lugonia Avenue / Karon Street OWSC Redlands B 13.7 B 14.1 B 13.9 C 15.2 No No 11 Pennsylvania Avenue / Karon Street TWSC Redlands A 9.4 A 9.5 A 9.1 A 9.2 No No12 Pennsylvania Avenue / Texas Street AWSC Redlands B 11.1 B 10.9 B 11.3 B 11.2 No No13 W Lugonia Avenue / Texas Street SIG Redlands C 22.3 F 138.2 C 24.0 F 138.0 No No Redlands Regular Meeting of 03-05-2024 217 of 967
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8 PROJECT RELATED IMPROVEMENTS
While the LOS analysis indicates that off-site roadway operational improvements are not required, the proposed Project would construct roadway network improvements associated with the development operations including:
• Half-width construction along W Lugonia Avenue Project frontage. • Half-width construction along Pennsylvania Avenue Project frontage. The length of this improvement would vary between Scenario A and B since Scenario A ends at a cul-de-sac under west of Karon Street while Scenario B extends all the way to Karon Street.
• Half-width construction along Karon Street Project frontage. • Construct one-way-stop control at the new intersection of Tennessee Street and the planned Pennsylvania Avenue (#3).

The Project would widen W Lugonia Avenue along the Project frontage to a total curb-to-curb width of approximately 80-feet. On the north side of the street, this width would provide a 5-foot sidewalk and 6 feet landscape strip, mirroring the south side of the street. On Pennsylvania Avenue, along the Project frontage, a total curb-to-curb width of approximately 32’ will be provided. On the south side of the street, this width would provide a 5-foot sidewalk and 6 feet landscape strip. North of the Project frontage, Pennsylvania Avenue will be wide enough to receive future additional widening improvements by others to mirror the south side of the street. On Karon Street, along the Project frontage, a total curb-to-curb width of approximately 36’ will be provided. On the west side of the street, this width would provide a 5-foot sidewalk and 6 feet landscape strip, mirroring the east side of the street.

These improvements were assumed in the Existing With Project scenario traffic operations analysis. As shown in Tables 6-1 and 7- 1, there are no projected adverse effects at any of the study intersections with the addition of project-related traffic. Therefore, no other improvements are needed or proposed.

Redlands Regular Meeting of 03-05-2024 218 of 967
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9 VMT ASSESSMENT
To satisfy California Environmental Quality Act (CEQA), a VMT assessment was prepared for the Neighborhoods at Lugonia Village Project under a separate memorandum. The VMT memorandum includes the project screening assumptions and methodologies.

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10 FINDINGS AND RECOMMENDATIONS
Table 9-1 summarizes the intersection analysis results for all scenarios. The key findings are summarized below:

All Caltrans intersections operate at overall acceptable LOS D or better during both the AM Peak Hour and the PM Peak Hour.

As there are no adverse effects at any of the study intersections with the addition of project-related traffic, no other improvements are needed or proposed.

Redlands Regular Meeting of 03-05-2024 220 of 967
Neighborhoods at Lugonia Village __________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________ Traffic Study Page 46 TABLE 9-1: INTERSECTION LOS SUMMARY
TABLE
Notes:
1) SIG = Signalized; AWSC = All-Way Stop-Controlled; TWSC = Two-Way Stop-Controlled; OWSC = One-Way Stop-Controlled. 2) Overall intersection LOS provided for signalized and AWSC intersections. Worst-approach LOS provided for TWSC and OWSC intersections. 3) City Intersections – LOS C or better is the preferred acceptable operation at City intersections. Bold text with yellow highlight indicates LOS D, E, or F. 4) Caltrans Intersections – LOS D or better is the preferred acceptable operation at Caltrans intersections. No intersections operate at LOS E or F. 5) Adverse effect determined if With Project scenario degrades operations below the Existing Conditions without Project level of service grade. 6) Delay shown in average seconds per vehicle.

ID Intersection Control Type Jurisdiction
Existing Year Existing With Project (Scenario A) Existing With Project (Scenario B) Adverse Effect? (Scenario A) Adverse Effect? (Scenario A) AM Peak
Hour
PM Peak
Hour
AM Peak
Hour
PM Peak
Hour
AM Peak
Hour
PM Peak
Hour
AM
Peak
Hour
PM
Peak
Hour
AM
Peak
Hour
PM
Peak
Hour LOS Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS Delay 1 W San Bernardino Avenue / I-210 SB Ramps SIG Caltrans C 21.1 C 25.4 C 21.4 C 25.9 C 21.4 C 25.9 No No No No 2 W San Bernardino Avenue / I-210 NB Ramps SIG Caltrans C 31.6 C 30.4 C 32.2 C 30.7 C 32.1 C 30.6 No No No No 3 Tennessee Street / Pennsylvania Avenue OWSC Redlands Intersection Does Not Exist Under This Condition B 12.3 B 13.9 B 12.7 B 14.5 No No No No 4 Tennessee Street / W Lugonia Avenue SIG Redlands C 23.4 D 44.4 C 30.3
D 54.2 C 29.6
D 54.5 No No No No
5 Tennessee Street / I-10 Westbound Ramps SIG Caltrans C 21.3 B 18.4 C 21.1 B 18.8 C 21.1 B 18.9 No No No No 6 Tennessee Street / I-10 Eastbound Ramps SIG Caltrans C 28.0 D 46.9 C 28.7 D 53.1 C 28.7 D 53.1 No No No No 7 W Lugonia Avenue / Citrus Plaza Drive SIG Redlands A 9.8 B 13.2 A 9.8 B 13.5 A 9.8 B 13.5 No No No No 8 W Lugonia Avenue / Project Driveway OWSC Redlands Intersection Does Not Exist Under This Condition B 12.0 B 12.1 B 11.9 B 12.0 No No No No 9 W Lugonia Avenue / New York Street and Project Driveway SIG Redlands B 11.2 B 14.4 B 10.8 B 13.7 B 10.8 B 13.6 No No No No 10 W Lugonia Avenue / Karon Street OWSC Redlands B 13.7 B 14.1 B 14.1 B 14.9 B 13.9 C 15.2 No No No No 11 Pennsylvania Avenue / Karon Street TWSC Redlands A 9.4 A 9.5 A 9.4 A 9.5 A 9.1 A 9.2 No No No No 12 Pennsylvania Avenue / Texas Street AWSC Redlands B 11.1 B 10.9 B 11.3 B 11.1 B 11.3 B 11.2 No No No No 13 W Lugonia Avenue / Texas Street SIG Redlands C 22.3 F 138.2 C 23.1 F 138.2 C 24.0 F 138.0 No No No No Redlands Regular Meeting of 03-05-2024 221 of 967
Neighborhoods at Lugonia Village ___________________________________________________________________________________________________________________ Traffic Study Appendix A:

Scoping Memorandum
Redlands Regular Meeting of 03-05-2024 222 of 967
November 2, 2022
City of Redlands
35 Cajon Street, Suite 15A
Redlands, CA 92373
Attn: Ryan Murphy
CC: Donald Young
Subject: Neighborhoods at Lugonia Village - Traffic Impact Study Scope of Work Update Michael Baker International (Michael Baker) is preparing a Transportation Impact Study (TIS) report for the Neighborhoods at Lugonia Village project located in the northwest quadrant of the intersection of West Lugonia Avenue and Karon Street in the City of Redlands. The TIS is being prepared consistent with the City of Redlands CEQA Assessment VMT Analysis Guidelines, the County of San Bernardino Transportation Impact Study Guidelines, and the provisions of the City’s Growth Management Initiative, Measure U. The TIS will analyze project-related traffic associated with the construction of 430 multi-family dwelling units, 70 townhomes, and 19 single family dwelling units including an analysis of vehicle miles travelled (VMT) and level of service (LOS). The project is anticipated to generate approximately 3,581 daily trips with 219 AM peak hour trips and 277 PM peak hour trips.

The following scope of work provides additional information for the proposed project and outlines the proposed approach that Michael Baker plans to take in the preparation of the traffic study. A May 3, 2022, version of this document was previously approved; however, this document has been updated to address the following modifications:
1) Decrease in Number of Units – The number of single family homes in Neighborhood C were reduced from 20 homes to 19 homes.
2) Site Driveway Change – Modifications to the access at the W San Bernardino Avenue / Project Driveway Intersection (#8) were made since the original scoping agreement was prepared. The original site plan included a raised median on W. San Bernardino Avenue and an entry and exit driveway. The modified plan does not include the raised median along on W.

San Bernardino and the driveway is exit only.
3) Additional Scenario – The traffic study will now include two (2) scenarios. Scenario A is consistent with the scenario shown in the previously approved scoping agreement where a connection between Pennsylvania Avenue and Karon Street would not be provided and a cul-de-sac would exist on Pennsylvania Avenue. Scenario B would include a connection between Pennsylvania Avenue and Karon Street. The proposed land use types, number of units, and residential locations will not vary between the scenarios; however, Neighborhoods B and C would likely experience different local distribution patterns.

Please review this scoping agreement and let us know if you would like any adjustments to be made to the proposed analysis approach or the assumptions.

Sincerely,
Carla Dietrich, P.E. (PA), PTOE
Transportation Planner
Page A-1 Redlands Regular Meeting of 03-05-2024 223 of 967 2 1. Project Information
Project Location: West Lugonia Ave / Karon St, Redlands, CA Project Description: Multi-family residential (430 units), Townhomes (70 units), Single Family Residential (19 units) Project Opening Year: 2024
Location: North-west quadrant of West Lugonia Ave / Karon St (See Exhibit 1) Engineer Applicant
Company: Michael Baker International Redlands Summit, LLC.

Name: Carla Dietrich John Deacon (Applicant’s Representative) Address: 3536 Concours 202 South Lake Ave, Suite 300
City, State, Zip Code: Ontario, CA 91764 Pasadena, CA 91101 Phone #: (909) 974-4908 (818) 209-4564
Fax #: N/A N/A
Email: [email protected] [email protected]

2. Trip Generation
Trip Credit:

No trip generation credits are being proposed for this project.

Trip Credit Type Taken? Explanation
Existing Active Land Use No Vacant Land
Previous Land Use No Undeveloped
Internal Trip Reduction No Not Applicable
Pass-by Trip Reduction No Not Applicable
Trip Generation:

See Table 1 for the trip generation rates and Table 2 for the project trip summary. The trip generation rates are taken from the ITE Trip Generation Manual, 11
th Edition. The proposed project will construct 430 multi-family dwelling units, 70 townhomes, and 19 single family dwelling units. As shown, the project is anticipated to generate approximately 3,581 daily trips with 219 AM peak hour trips and 277 PM peak hour trips.

Table 1 – Trip Generation Rates
Source: ITE Trip Generation Manual, 11th Edition
Table 2– Trip Generation
Notes: 1) DU = Dwelling Unit
2) Values may vary slightly due to rounding
Rate In / Out Rate In / Out
Single-Family Detached 210 Neighborhood C 9.43 / DU 0.70 26% / 74% 0.94 63% / 37% Single-Family Attached 215 Neighborhood B 7.2 / DU 0.48 31% / 69% 0.57 57% / 43% Multifamily (Low Rise) 220 Neighborhood A 6.74 / DU 0.40 24% / 76% 0.51 63% / 37% AM Peak Hour PM Peak Hour Land Use ITE Code Neighborhood Daily Trips Rate Volume In Out Volume In Out Single-Family
Detached 210 Neighborhood C 19 DU 179 13 3 10 18 11 7
Single-Family
Attached 215 Neighborhood B 70 DU 504 34 11 23 40 23 17 Multifamily (Low
Rise) 220 Neighborhood A 430 DU 2,898 172 41 131 219 138 81 519 DU 3,581 219 55 164 277 172 105
Land Use ITE Code Intensity Daily Trips AM Peak Hour PM Peak Hour Neighborhood Total
Page A-2 Redlands Regular Meeting of 03-05-2024 224 of 967 3 3. Analysis Scenarios
The study will analyze project-related traffic under two scenarios. Under Scenario A, the study will analyze the project assuming a cul-de-sac on Pennsylvania Avenue just west of the intersection of Pennsylvania Avenue and Karon Street. Under Scenario B, the study will analyze the project assuming Pennsylvania Avenue connects to Karon Street. Exhibit 1 shows the proposed project site plan under Scenario A conditions. The proposed land use types, number of units, and residential locations will not vary between the scenarios; however, Neighborhoods B and C would likely experience different local distribution patterns. • Scenario A – Cul-de-sac Pennsylvania Avenue
• Scenario B – Pennsylvania Avenue Connection
In accordance with the Measure U Growth Management Initiative, the analysis scenarios are anticipated as follows:

1. Existing Conditions

2. Existing With Project Conditions (Scenario A)

3. Existing With Project Conditions (Scenario B)

4. Traffic Distribution
Exhibit 1 shows the proposed project site plan. The regional distribution trends are as follows:
• 10% to the North via I-210
• 30% to the West via I-10
• 10% to the East Via I-10
• 15% toward East Redlands
• 5% toward South Redlands
• 30% toward West Redlands
As shown in the site plan, the project is proposing 3 distinct neighborhoods, each with separate access. Exhibits 2, 3, and 4 show the Scenario A roadway segment trip distributions for each neighborhood. Exhibits 5, 6, and 7 show the Scenario A trip distribution by turning movement at the proposed study intersections under. The Scenario A trip assignment by turning movement for each neighborhood and the combined project are shown in Exhibits 8, 9, 10, and 11.

Exhibits 13, 14, and 15 show the Scenario B roadway segment trip distributions for each neighborhood. Exhibits 16, 17, and 18 show the Scenario B trip distribution by turning movement at the proposed study intersections under. The Scenario B trip assignment by turning movement for each neighborhood and the combined project are shown in Exhibits 19, 20, 21, and 22.

5. Study Area
The study shall include the following intersections:

1. W San Bernardino Avenue / I-210 Southbound Ramps

2. W San Bernardino Avenue / I-210 Northbound Ramps

3. Tennessee Street / Pennsylvania Avenue (Future)

4. Tennessee Street / W Lugonia Avenue

5. Tennessee Street / I-10 Westbound Ramps

6. Tennessee Street / I-10 Eastbound Ramps

7. W San Bernardino Avenue / Citrus Plaza Drive

8. W San Bernardino Avenue / Project Driveway

9. W Lugonia Avenue / New York Street

10. W Lugonia Avenue / Karon Street

11. Pennsylvania Avenue / Karon Street

12. Pennsylvania Avenue / Texas Street

13. W Lugonia Avenue / Texas Street
Page A-3 Redlands Regular Meeting of 03-05-2024 225 of 967 4 Exhibit 12 (Scenario A) and Exhibit 23 (Scenario B) show the anticipated segment trips generated by the project beyond of the proposed study intersections and Table 4 lists the entering trips at each study intersection. In most locations, more than 50 project trips are not anticipated to enter intersections beyond those included in the study area. Other locations with close to 50 project trips or intersections of potential concern are also included as study intersections.

While the intersections of Pennsylvania Avenue & Karon Street (#11), Pennsylvania Avenue & Texas Street (#12), and W Lugonia Avenue & Texas Street (#13) are anticipated to experience fewer than 50 entering intersection trips, these intersections were added to the list of study intersections given their proximity to the project area via a new connecting roadway.

Approximately 54 vehicles are anticipated to travel along the segment of W Lugonia Avenue to the west of the intersection of W Lugonia Avenue & Citrus Plaza Drive (#7) during PM peak hour. Due to the large proportion of retail and commercial uses to the north and south of this segment, it is expected that a portion of trips will distribute out to the local businesses. As such, it is anticipated that less than 50 vehicle trips will enter the intersection of W Lugonia Avenue & Alabama Street during the PM peak hour.

Table 4: Anticipated Project Trips Entering Intersection Intersection
Project Trips Entering Intersection
Scenario A Scenario B

AM PM AM PM
1 W San Bernardino Avenue / I-210 Southbound Ramps 26 45 27 46 2 W San Bernardino Avenue / I-210 Northbound Ramps 27 34 27 34 3 Tennessee Street / Pennsylvania Avenue (Future) 51 62 50 61 4 Tennessee Street / W Lugonia Avenue 170 216 166 210
5 Tennessee Street / I-10 Westbound Ramps 89 112 90 113 6 Tennessee Street / I-10 Eastbound Ramps 34 64 35 64
7 W Lugonia Avenue / Citrus Plaza Drive 61 78 59 75
8 W San Bernardino Avenue / Project Driveway 155 194 150 187 9 W Lugonia Avenue / New York Street 132 204 127 197
10 W Lugonia Avenue / Karon Street 39 52 34 45
11 Pennsylvania Avenue / Karon Street 3 3 10 12
12 Pennsylvania Avenue / Texas Street 12 14 15 18
13 W Lugonia Avenue / Texas Street 30 39 30 39
Page A-4 Redlands Regular Meeting of 03-05-2024 226 of 967 5 6. Study Guidelines & Methodologies

1. The following guidelines will be utilized:
a. City of Redlands CEQA Assessment VMT Analysis Guidelines (June 2020) b. City of Redlands Measure U Growth Management Initiative c. San Bernardino County Transportation Impact Study Guidelines (July 2019)

2. The Highway Capacity Manual (6
th Edition) and Synchro Software (Version 10) will be used Measure U is a local growth management initiative and contains several guiding policies for traffic Levels of Service within the City of Redlands. The TIA will include detailed discussion regarding Measure U and will adhere to its guiding policies.

7. Traffic Counts
New traffic counts will be obtained at all the study intersections and will adhere to the following guidelines:
• Must be taken on a Tuesday, Wednesday, or Thursday
• Must exclude holidays
• Must be taken when local schools are in session
• Must be taken on days of good weather, and avoid atypical conditions (e.g. road construction, detours, or major traffic incidents)
• Count time periods
o 7:00 AM – 9:00 AM
o 4:00 PM – 6:00 PM
Given easing pandemic conditions and restrictions at both the state and county levels, a COVID adjustment factor will not be applied to collected traffic counts.

8. Vehicle Miles Travelled (VMT) Analysis
Based on the City of Redlands CEQA Assessment VMT Analysis Guidelines (June 2020) (City Guidelines) land use projects that meet any of the screening thresholds based on size, location, proximity to transit or trip-making potential identified in Table 5 are presumed to result in a less-than-significant transportation impact under CEQA and do not require a detailed quantitative VMT assessment.

A previous submittal of this Scope of Work, dated April 15, 2022, used an outdated SBCTA VMT screening tool in determining whether the project was located in a Low VMT area. That screening tool indicated a project-specific VMT assessment would be required. Using the appropriate SBCTA screening tool linked within the City Guidelines, the project is located in a Low VMT area.

The results in Table 5 Step 2: Low VMT Area have been revised accordingly. The Project meets the Screening Criteria allowing for a determination of a less-than-significant impact on VMT. Therefore, a detailed project-specific VMT analysis is NOT required. The information contained in this section of the scoping letter along with additional supporting information, including screen captures of the screening tool results, will be formally documented in a separte VMT screening memorandum.

Page A-5 Redlands Regular Meeting of 03-05-2024 227 of 967 6 Table 5: Screening Assessment Summary
Category (City
Guidelines) Description Project Assessment Result
Step 1:

Transit Priority
Area (TPA)
Is the project located within a half mile area
around an existing major transit stop or an
existing stop along a high-quality transit corridor?
No. The project is located within a half
mile of OmniTrans Route 15 transit
stops. Route 15 has service intervals of
60 minutes, and thus does not meet
the criteria of a 15-minute service
interval for a “high-quality transit
corridor.”
Does Not
Meet
Criteria
Step 2:

Low VMT Area
Is the project located in a low VMT generating
area (less 15% below the San Bernardino County
regional average VMT per service population)
Yes. Using the SBCTA VMT screening
tool referenced in the City Guidelines,
the project is in a Low VMT Area.

Meets
Criteria
Step 3:

Project Type
Is the project a local servicing retail project with
less than 50,000 square feet, or a locally serving
use including (but not limited to) the following?
• Public/Community Use
(school/library/park/fire station/ local
government)
• Day Care
• Locally serving Bank
• Assisted living/senior housing
Or,
Does the project generate less than 3,000 MT
CO2e per year? Including projects such as:
• Single Family Res. – 167 DU’s or fewer
• Multifamily Res. (1-2 stories) – 232 DU’s
or fewer
• Multifamily Res. (3+ stories) – 299 DU’s
or fewer
• Office – 59,100 square feet or less
• Local Serving Retail Center – 112,400 SF
or less
• Warehousing – 463,600 SF or less
• Light Industrial – 74,600 SF or less
No. The project proposes the
construction of 430 multi-family
dwelling units, 70 townhomes, and 19
single family dwelling units
Does Not
Meet
Criteria
Source: Category and Description obtained from the City of Redlands CEQA Assessment VMT Analysis Guidelines (June 2020) Page A-6 Redlands Regular Meeting of 03-05-2024 228 of 967

EXHIBITS
Page A-7 Redlands Regular Meeting of 03-05-2024 229 of 967 Proposed Site Plan
Exhibit 1
10 5
51 6
5 PENNSYLVANIA AVE.

Not to Scale
Page A-8 Redlands Regular Meeting of 03-05-2024 230 of 967 Scenario A: Project Trip Distribution (Neighborhood A)
Exhibit 2
A
1 4
5 2
6 8 9 10 7
3 11 12
13 10%
10%
30%
30%
10%
5%
80%
10%
40%
5%
15%
10%
5%
5%
5%
5%
20%
10%
10%
Lugonia Ave
San Bernardino Ave
Tennessee St
New York St
Texas St
Pennsylvania
Karon St
Ave (Future)
Pennsylvania
Ave
Colton Ave
Citrus Plaza Dr
Not to Scale
Legend
Project Site
# Study Intersection
##% Project Distribution
Neighborhood A (Multi Family)
Note: Scenario A = Without Pennsylvania Ave Connection
Page A-9 Redlands Regular Meeting of 03-05-2024 231 of 967 Scenario A: Project Trip Distribution (Neighborhood B)
Exhibit 3
B
1 4
5 2
6 8 9 10 7
3 11 12
13 100%
5%
25%
10%
75%
10% 10%
10%
45% 30%
10%
5%
5%
5%
20%
20%
10%
Lugonia Ave
San Bernardino Ave
Tennessee St
New York St
Texas St
Pennsylvania
Karon St
Ave (Future)
Pennsylvania
Ave
Colton Ave
Citrus Plaza Dr
Not to Scale
Legend
Project Site
# Study Intersection
##% Project Distribution
Neighborhood B (Townhomes)
Note: Scenario A = Without Pennsylvania Ave Connection
Page A-10 Redlands Regular Meeting of 03-05-2024 232 of 967 Scenario A: Project Trip Distribution (Neighborhood C)
Exhibit 4
C
1 4
5 2
6 8 9 10 7
3 11 12
13 15%
15%
10%
10%
10%
10%
5%
70%
40%
30%
10%
30%
5%
5%
5%
20%
10%
10%
Lugonia Ave
San Bernardino Ave
Tennessee St
New York St
Texas St
Pennsylvania
Karon St
Ave (Future)
Pennsylvania
Ave
Colton Ave
Citrus Plaza Dr
Not to Scale
Legend
Project Site
# Study Intersection
##% Project Distribution
Neighborhood C (Single Family)
Note: Scenario A = Without Pennsylvania Ave Connection
Page A-11 Redlands Regular Meeting of 03-05-2024 233 of 967 Intersection Project Trip Distribution (Neighborhood A) Exhibit 5
Scenario A:
30%
10%
Pennsylvania
Ave Lugonia Ave
13 Lugonia Ave
10%
5%
5%
Texas St
Lugonia Ave
5%
5%
Texas St
12 Pennsylvania
Ave
Texas St New York St
Pennsylvania
Ave
40%5%10%
Driveway #1
Lugonia Ave
9 Lugonia Ave
5% 15%
80%
5%
Karon St
15%
0% 15%
Lugonia Ave
10 Lugonia Ave
20% 80% 10% Citrus Plaza Dr 40%
Lugonia Ave
5%
Driveway #2
10%
20% 40%
Lugonia Ave
7 8
Lugonia Ave
I-10 EB Off
Ramps
Tennessee StTennessee St
30%
30%
30%10%
Tennessee St
I-10 WB Off
Ramps
10%
Tennessee St
10%
I-10 EB On
Ramps
5 6
I-10 WB On
Ramps
Lugonia Ave
Tennessee St
40%
30%
Tennessee St
10%
10%
Tennessee St
Pennsylvania
Ave
10%
Tennessee St
10%
30%
40%
Lugonia Ave 3 4I-210 NB
San Bernardino
Ave 2
San Bernardino
Ave
10%
10%
Tennessee St
10%
10%
I-210 SB Ramps
San Bernardino
Ave 1
San Bernardino
Ave
Citrus Plaza Dr
10%
Texas St
11 Pennsylvania
Ave
Karon St
Karon St
Legend
Neighborhood A (Multi Family)
Study Intersection
Project Site
#% Entering Trip Distribution
#% Exiting Trip Distribution
#
Note: Scenario A = Without Pennsylvania Ave Connection
Page A-12 Redlands Regular Meeting of 03-05-2024 234 of 967 Intersection Project Trip Distribution (Neighborhood B) Exhibit 6
Scenario A:
30%
10%
Pennsylvania
Ave Lugonia Ave
13 Lugonia Ave
10%
Lugonia Ave
Texas St
12 Pennsylvania
Ave
Texas St New York St
Driveway #1
Lugonia Ave
9 Lugonia Ave
10% 10%
Karon St
10% 10%
Lugonia Ave
10 Lugonia Ave
20% 10% Citrus Plaza Dr
Lugonia Ave
Driveway #2
20% 10%
Lugonia Ave
7 8
Lugonia Ave
I-10 EB Off
Ramps
Tennessee St
5%
Tennessee St
35%
30%
30%15%
Tennessee St
I-10 WB Off
Ramps
5%10%
Tennessee St
10%
I-10 EB On
Ramps
5 6
I-10 WB On
Ramps
Lugonia Ave
Tennessee St
45%
Tennessee St
75%
20%
25%
Tennessee St
20%
Pennsylvania
Ave
10%
45%10%
Tennessee St
25% 10%
75%
Lugonia Ave 3 4I-210 NB
10%
5%
San Bernardino
Ave 2
San Bernardino
Ave
10%
5%
20%
Tennessee St
10%
I-210 SB Ramps
San Bernardino
Ave 1
San Bernardino
Ave
Citrus Plaza Dr
10%
Texas St
Texas St
Karon St
Pennsylvania
Ave
11 Pennsylvania
Ave
Karon St
Legend
Neighborhood B (Townhome)
Study Intersection
Project Site
#% Entering Trip Distribution
#% Exiting Trip Distribution
#
Note: Scenario A = Without Pennsylvania Ave Connection
Page A-13 Redlands Regular Meeting of 03-05-2024 235 of 967 Intersection Project Trip Distribution (Neighborhood C) Exhibit 7
Scenario A:
30%
10%
Pennsylvania
Ave Lugonia Ave
13 Lugonia Ave
10%
Texas St
75%
Lugonia Ave
15%
Texas St
12 Pennsylvania
Ave
Texas St
15%
New York St
15%
Pennsylvania
Ave
Driveway #1
75%
Lugonia Ave
9 Lugonia Ave
70%
5%
10%
Karon St
10%
70%
5%
Lugonia Ave
10 Lugonia Ave
20% 70% 10% Citrus Plaza Dr
Lugonia Ave
Driveway #2
10%
20% 70%
Lugonia Ave
7 8
Lugonia Ave
I-10 EB Off
Ramps
Tennessee StTennessee St
30%
30%
30%10%
Tennessee St
I-10 WB Off
Ramps
10%
Tennessee St
10%
I-10 EB On
Ramps
5 6
I-10 WB On
Ramps
Lugonia Ave
Tennessee St
40%
30%
Tennessee St
Tennessee St
Pennsylvania
Ave
Tennessee St
30%
40%
Lugonia Ave 3 4I-210 NB
10%
San Bernardino
Ave 2
San Bernardino
Ave
10%
Tennessee St
10%
10%
I-210 SB Ramps
San Bernardino
Ave 1
San Bernardino
Ave
Citrus Plaza Dr
10%
Texas St
15%
11 Pennsylvania
Ave
Karon St
Karon St
Legend
Neighborhood C (Single Family)
Study Intersection
Project Site
#% Entering Trip Distribution
#% Exiting Trip Distribution
#
Note: Scenario A = Without Pennsylvania Ave Connection
Page A-14 Redlands Regular Meeting of 03-05-2024 236 of 967 Intersection Project Trips (Neighborhood A)
Exhibit 8
Scenario A:
39 (24)
4 (14)
I-210 SB Ramps
San Bernardino
Ave 1
San Bernardino
Ave
Citrus Plaza Dr
4 (14)
I-210 NB
San Bernardino
Ave 2
San Bernardino
Ave
13 (8)
4 (14)
Tennessee St
13 (8)
4 (14)
Tennessee St
Pennsylvania
Ave
4 (14)
Tennessee St
13 (8)
39 (24)
52 (32)
Lugonia Ave 3 4
Lugonia Ave
Tennessee St
17 (55)
12 (41)
Tennessee St
13 (8)
39 (24)13 (8)
Tennessee St
I-10 WB Off
Ramps
13 (8)
Tennessee St
4 (14)
I-10 EB On
Ramps
5 6
I-10 WB On
Ramps
I-10 EB Off
Ramps
Tennessee StTennessee St
13 (41)
13 (41)
4 (14)
Citrus Plaza Dr
52 (32)
Lugonia Ave
7 (4)
Driveway #2
13 (8)
26 (16) 52 (32)
Lugonia Ave
7 8
Lugonia Ave Lugonia Ave
8 (27) 33 (110)
Karon St
6 (21)
0 (0) 6 (21)
Lugonia Ave
10 52 (32)7 (5)13 (8)
Driveway #1
Lugonia Ave
9 Lugonia Ave
7 (4) 20 (12)
33 (110)
2 (7)
Lugonia Ave
7 (4)
2 (7)
Texas St
12 Pennsylvania
Ave
Texas St New York St
Pennsylvania
Ave
4 (14)
Pennsylvania
Ave Lugonia Ave
13 Lugonia Ave
13 (8)
7 (4)
2 (7)
Texas St
Texas St
11 Pennsylvania
Ave
Karon St
Karon St
Legend
Neighborhood A (Multi Family)
Study Intersection
Project Site
## (##) AM (PM) Project Trips
#
Note: Scenario A = Without Pennsylvania Ave Connection
Page A-15 Redlands Regular Meeting of 03-05-2024 237 of 967 Intersection Project Trips (Neighborhood B)
Exhibit 9
Scenario A:
7 (5)
1 (2)
Pennsylvania
Ave Lugonia Ave
13 Lugonia Ave
2 (2)
Texas St
Lugonia Ave
Texas St
12 Pennsylvania
Ave
Texas St New York St
Pennsylvania
Ave
Driveway #1
Lugonia Ave
9 Lugonia Ave
2 (2) 2 (2)
Karon St
1 (2) 1 (2)
Lugonia Ave
10 Lugonia Ave
2 (5) 2 (2) Citrus Plaza Dr
Lugonia Ave
Driveway #2
5 (3) 1 (2)
Lugonia Ave
7 8
Lugonia Ave
I-10 EB Off
Ramps
Tennessee St
1 (1)
Tennessee St
4 (8)
3 (7)
7 (5)3 (3)
Tennessee St
I-10 WB Off
Ramps
1 (1)2 (2)
Tennessee St
1 (2)
I-10 EB On
Ramps
5 6
I-10 WB On
Ramps
Lugonia Ave
Tennessee St
5 (10)
Tennessee St
8 (17)
2 (5)
3 (6)
Tennessee St
5 (3)
Pennsylvania
Ave
2 (2)
10 (8)2 (2)
Tennessee St
6 (4) 1 (2)
17 (13)
Lugonia Ave 3 4I-210 NB
2 (2)
1 (2)
San Bernardino
Ave 2
San Bernardino
Ave
2 (2)
2 (4)
Tennessee St
1 (2)
I-210 SB Ramps
San Bernardino
Ave 1
San Bernardino
Ave
Citrus Plaza Dr
1 (2)
Texas St
11 Pennsylvania
Ave
Karon St
Karon St
Legend
Neighborhood B (Townhome)
Study Intersection
Project Site
## (##) AM (PM) Project Trips
#
Note: Scenario A = Without Pennsylvania Ave Connection
Page A-16 Redlands Regular Meeting of 03-05-2024 238 of 967 Intersection Project Trips (Neighborhood C)
Exhibit 10
Scenario A:
2 (8)
Lugonia Ave
New York St
1 (2)
Texas St Driveway #1
7 (5)
Lugonia Ave
9 Lugonia Ave
2 (7)
0 (1)
1 (1)
Karon St
0 (1)
6 (5)
1 (0)
Lugonia Ave
10 Lugonia Ave
1 (2) 2 (7) 0 (1) Citrus Plaza Dr
Lugonia Ave
Driveway #2
1 (1)
1 (1) 6 (5)
Lugonia Ave
7 8
Lugonia Ave
I-10 EB Off
Ramps
Tennessee StTennessee St
0 (3)
0 (3)
3 (2)1 (1)
Tennessee St
I-10 WB Off
Ramps
1 (1)
Tennessee St
1 (1)
I-10 EB On
Ramps
5 6
I-10 WB On
Ramps
Lugonia Ave
Tennessee St
1 (4)
1 (3)
Tennessee St
Tennessee St
Pennsylvania
Ave
Tennessee St
2 (2)
4 (3)
Lugonia Ave 3 4
San Bernardino
Ave 2
San Bernardino
Ave
0 (1)
Tennessee St
1 (1)
0 (1)
I-210 SB Ramps
San Bernardino
Ave 1
San Bernardino
Ave
Citrus Plaza Dr
0 (1)
I-210 NB
1 (1)
Texas St
0 (1)
Pennsylvania
Ave Lugonia Ave
13 Lugonia Ave
Texas St
1 (1)
12 Pennsylvania
Ave
Karon St
1 (2)
Pennsylvania
Ave
11 Pennsylvania
Ave
Karon St
2 (1)
Texas St
2 (1)
Legend
Neighborhood C (Single Family)
Study Intersection
Project Site
## (##) AM (PM) Project Trips
#
Note: Scenario A = Without Pennsylvania Ave Connection
Page A-17 Redlands Regular Meeting of 03-05-2024 239 of 967 Intersection Project Trip
Exhibit 11
Scenario A:
49 (31)
5 (17)
Pennsylvania
Ave Lugonia Ave
13 Lugonia Ave
16 (11)
7 (4)
2 (8)
Lugonia Ave
7 (4)
1 (2)2 (7)
Texas St
12 Pennsylvania
Ave
Texas St
2 (1)
New York St
52 (32)7 (5)13 (8)
Driveway #1
7 (5)
Lugonia Ave
9 Lugonia Ave
11 (13) 22 (14)
33 (110)
2 (7)0 (1)
1 (1)
Karon St
6 (21) 0 (1)
7 (7) 7 (23)
1 (0)
Lugonia Ave
10 Lugonia Ave
11 (34) 37 (119) 4 (15) Citrus Plaza Dr 52 (32)
Lugonia Ave
7 (4)
Driveway #2
14 (9)
32 (20) 59 (39)
Lugonia Ave
7 8
Lugonia Ave
I-10 EB Off
Ramps
Tennessee St
1 (1)
Tennessee St
17 (52)
16 (51)
49 (31)17 (12)
Tennessee St
I-10 WB Off
Ramps
1 (1)16 (11)
Tennessee St
6 (17)
I-10 EB On
Ramps
5 6
I-10 WB On
Ramps
Lugonia Ave
Tennessee St
5 (10)
18 (59)
13 (44)
Tennessee St
13 (8)8 (17)
2 (5)
4 (14)3 (6)
Tennessee St
5 (3)
Pennsylvania
Ave
2 (2)
10 (8)6 (16)
Tennessee St
6 (4) 14 (10)
41 (26)
17 (13) 56 (35)
Lugonia Ave 3 4I-210 NB
1 (1)
2 (2)
1 (2)
San Bernardino
Ave 2
San Bernardino
Ave
15 (10)
2 (0)
0 (1)
6 (18)
Tennessee St
14 (9)
5 (17)
I-210 SB Ramps
San Bernardino
Ave 1
San Bernardino
Ave
Citrus Plaza Dr
1 (2)
4 (15)
Karon St
2 (7)
Texas St
1 (2)
Pennsylvania
Ave
11 Pennsylvania
Ave
Karon St
Texas St
2 (1)
Legend
Study Intersection
Project Site
## (##) AM (PM) Project Trips
#
Note: Scenario A = Without Pennsylvania Ave Connection
Page A-18 Redlands Regular Meeting of 03-05-2024 240 of 967 Scenario A: Segment Project Trips (Total)
Exhibit 12
21 (28)
43 (54) 30 (39)
4 (4)
2 (2)
1 4
5 2
6 8 9 10 7
3 11 12
13 Lugonia Ave
San Bernardino Ave
Tennessee St
New York St
Texas St
Pennsylvania
Karon St
Ave (Future)
Pennsylvania
Ave
Colton Ave
Citrus Plaza Dr
Not to Scale
Note: Scenario A = Without Pennsylvania Ave Connection
Page A-19 Redlands Regular Meeting of 03-05-2024 241 of 967 Scenario B: Project Trip Distribution (Neighborhood A)
Exhibit 13
A
1 4
5 2
6 8 9 10 7
3 11 12
13 10%
10%
30%
30%
10%
5%
80%
10%
40%
5%
15%
10%
5%
5%
5%
5%
20%
10%
10%
Lugonia Ave
San Bernardino Ave
Tennessee St
New York St
Texas St
Pennsylvania
Karon St
Ave (Future)
Pennsylvania
Ave
Colton Ave
Citrus Plaza Dr
Not to Scale
Legend
Project Site
# Study Intersection
##% Project Distribution
Neighborhood A (Multi Family)
Note: Scenario B = With Pennsylvania Ave Connection
Page A-20 Redlands Regular Meeting of 03-05-2024 242 of 967 Scenario B: Project Trip Distribution (Neighborhood B)
Exhibit 14
B
1 4
5 2
6 8 9 10 7
3 11 12
13 85%
5%
20%
10%
65%
10%
45% 30%
10%
5%
5%
20%
20%
10%
15%
5%
10%
Lugonia Ave
San Bernardino Ave
Tennessee St
New York St
Texas St
Pennsylvania
Karon St
Ave (Future)
Pennsylvania
Ave
Colton Ave
Citrus Plaza Dr
Not to Scale
Legend
Project Site
# Study Intersection
##% Project Distribution
Neighborhood B (Townhomes)
Note: Scenario B = With Pennsylvania Ave Connection
Page A-21 Redlands Regular Meeting of 03-05-2024 243 of 967 Scenario B: Project Trip Distribution (Neighborhood C)
Exhibit 15
C
1 4
5 2
6 8 9 10 7
3 11 12
13 5%
5% 20%
10%
10%
10%
5%
50%
40%
20%
10%
30%
5%
5%
5%
20%
10%
30%
10%
Lugonia Ave
San Bernardino Ave
Tennessee St
New York St
Texas St
Pennsylvania
Karon St
Ave (Future)
Pennsylvania
Ave
Colton Ave
Citrus Plaza Dr
Not to Scale
Legend
Project Site
# Study Intersection
##% Project Distribution
Neighborhood C (Single Family)
Note: Scenario B = With Pennsylvania Ave Connection
Page A-22 Redlands Regular Meeting of 03-05-2024 244 of 967 Intersection Project Trip Distribution (Neighborhood A) Exhibit 16
Scenario B:
30%
10%
Pennsylvania
Ave Lugonia Ave
13 Lugonia Ave
10%
5%
5%
Texas St
Lugonia Ave
5%
5%
Texas St
12 Pennsylvania
Ave
Texas St New York St
Pennsylvania
Ave
40%5%10%
Driveway #1
Lugonia Ave
9 Lugonia Ave
5% 15%
80%
5%
Karon St
15%
0% 15%
Lugonia Ave
10 Lugonia Ave
20% 80% 10% Citrus Plaza Dr 40%
Lugonia Ave
5%
Driveway #2
10%
20% 40%
Lugonia Ave
7 8
Lugonia Ave
I-10 EB Off
Ramps
Tennessee StTennessee St
30%
30%
30%10%
Tennessee St
I-10 WB Off
Ramps
10%
Tennessee St
10%
I-10 EB On
Ramps
5 6
I-10 WB On
Ramps
Lugonia Ave
Tennessee St
40%
30%
Tennessee St
10%
10%
Tennessee St
Pennsylvania
Ave
10%
Tennessee St
10%
30%
40%
Lugonia Ave 3 4I-210 NB
San Bernardino
Ave 2
San Bernardino
Ave
10%
10%
Tennessee St
10%
10%
I-210 SB Ramps
San Bernardino
Ave 1
San Bernardino
Ave
Citrus Plaza Dr
10%
Texas St
11 Pennsylvania
Ave
Karon St
Karon St
Legend
Neighborhood A (Multi Family)
Study Intersection
Project Site
#% Entering Trip Distribution
#% Exiting Trip Distribution
#
Note: Scenario B = With Pennsylvania Ave Connection
Page A-23 Redlands Regular Meeting of 03-05-2024 245 of 967 Intersection Project Trip Distribution (Neighborhood B) Exhibit 17
Scenario B:
30%
10%
Pennsylvania
Ave Lugonia Ave
13 Lugonia Ave
10%
Lugonia Ave
5%
Texas St
12 Pennsylvania
Ave
Texas St
5%
10%
New York St
Driveway #1
Lugonia Ave
9 Lugonia Ave
0% 0%
Karon St
0% 0%
Lugonia Ave
10 Lugonia Ave
20% 0% Citrus Plaza Dr
Lugonia Ave
Driveway #2
20% 0%
Lugonia Ave
7 8
Lugonia Ave
I-10 EB Off
Ramps
Tennessee St
5%
Tennessee St
35%
30%
30%15%
Tennessee St
I-10 WB Off
Ramps
5%10%
Tennessee St
10%
I-10 EB On
Ramps
5 6
I-10 WB On
Ramps
Lugonia Ave
Tennessee St
45%
Tennessee St
65%
20%
20%
Tennessee St
20%
Pennsylvania
Ave
10%
45%0%
Tennessee St
20% 0%
65%
Lugonia Ave 3 4I-210 NB
10%
San Bernardino
Ave 2
San Bernardino
Ave
10%
0%
20%
Tennessee St
10%
I-210 SB Ramps
San Bernardino
Ave 1
San Bernardino
Ave
Citrus Plaza Dr
10%
10%
Texas St
Texas St
Karon St
15%
Pennsylvania
Ave
11 Pennsylvania
Ave
Karon St
15%
Legend
Neighborhood B (Townhome)
Study Intersection
Project Site
#% Entering Trip Distribution
#% Exiting Trip Distribution
#
Note: Scenario B = With Pennsylvania Ave Connection
Page A-24 Redlands Regular Meeting of 03-05-2024 246 of 967 Intersection Project Trip Distribution (Neighborhood C) Exhibit 18
Scenario B:
30%
10%
Pennsylvania
Ave Lugonia Ave
13 Lugonia Ave
10%
Texas St
55%
Lugonia Ave
5%
Texas St
12 Pennsylvania
Ave
Texas St
5%
New York St
5%
Pennsylvania
Ave
Driveway #1
55%
Lugonia Ave
9 Lugonia Ave
50%
5%
10%
Karon St
10%
50%
5%
Lugonia Ave
10 Lugonia Ave
20% 50% Citrus Plaza Dr
Lugonia Ave
Driveway #2
20% 50%
Lugonia Ave
7 8
Lugonia Ave
I-10 EB Off
Ramps
Tennessee StTennessee St
30%
30%
30%10%
Tennessee St
I-10 WB Off
Ramps
10%
Tennessee St
10%
I-10 EB On
Ramps
5 6
I-10 WB On
Ramps
Lugonia Ave
Tennessee St
10%30%
20%
Tennessee St
10%
20%
Tennessee St
Pennsylvania
Ave
10%
10%
Tennessee St
20%
20%
10% 30%
Lugonia Ave 3 4I-210 NB
10%
San Bernardino
Ave 2
San Bernardino
Ave
10%
20%
Tennessee St
10%
I-210 SB Ramps
San Bernardino
Ave 1
San Bernardino
Ave
Citrus Plaza Dr
10%
30%
Texas St
30%
5%
11 Pennsylvania
Ave
Karon St
Karon St
Legend
Neighborhood C (Single Family)
Study Intersection
Project Site
#% Entering Trip Distribution
#% Exiting Trip Distribution
#
Note: Scenario B = With Pennsylvania Ave Connection
Page A-25 Redlands Regular Meeting of 03-05-2024 247 of 967 Intersection Project Trips (Neighborhood A)
Exhibit 19
Scenario B:
39 (24)
4 (14)
I-210 SB Ramps
San Bernardino
Ave 1
San Bernardino
Ave
Citrus Plaza Dr
4 (14)
I-210 NB
San Bernardino
Ave 2
San Bernardino
Ave
13 (8)
4 (14)
Tennessee St
13 (8)
4 (14)
Tennessee St
Pennsylvania
Ave
4 (14)
Tennessee St
13 (8)
39 (24)
52 (32)
Lugonia Ave 3 4
Lugonia Ave
Tennessee St
17 (55)
12 (41)
Tennessee St
13 (8)
39 (24)13 (8)
Tennessee St
I-10 WB Off
Ramps
13 (8)
Tennessee St
4 (14)
I-10 EB On
Ramps
5 6
I-10 WB On
Ramps
I-10 EB Off
Ramps
Tennessee StTennessee St
13 (41)
13 (41)
4 (14)
Citrus Plaza Dr
52 (32)
Lugonia Ave
7 (4)
Driveway #2
13 (8)
26 (16) 52 (32)
Lugonia Ave
7 8
Lugonia Ave Lugonia Ave
8 (27) 33 (110)
Karon St
6 (21)
0 (0) 6 (21)
Lugonia Ave
10 52 (32)7 (5)13 (8)
Driveway #1
Lugonia Ave
9 Lugonia Ave
7 (4) 20 (12)
33 (110)
2 (7)
Lugonia Ave
7 (4)
2 (7)
Texas St
12 Pennsylvania
Ave
Texas St New York St
Pennsylvania
Ave
4 (14)
Pennsylvania
Ave Lugonia Ave
13 Lugonia Ave
13 (8)
7 (4)
2 (7)
Texas St
Texas St
11 Pennsylvania
Ave
Karon St
Karon St
Legend
Neighborhood A (Multi Family)
Study Intersection
Project Site
## (##) AM (PM) Project Trips
#
Note: Scenario B = With Pennsylvania Ave Connection
Page A-26 Redlands Regular Meeting of 03-05-2024 248 of 967 Intersection Project Trips (Neighborhood B)
Exhibit 20
Scenario B:
7 (5)
1 (2)
Pennsylvania
Ave Lugonia Ave
13 Lugonia Ave
1 (2)
Texas St
Lugonia Ave
1 (1)
Texas St
12 Pennsylvania
Ave
Texas St
1 (1)
2 (2)
New York St
2 (3)
Pennsylvania
Ave
Driveway #1
Lugonia Ave
9 Lugonia Ave
Karon St
Lugonia Ave
10 Lugonia Ave
2 (5)
Citrus Plaza Dr
Lugonia Ave
Driveway #2
5 (3)
Lugonia Ave
7 8
Lugonia Ave
I-10 EB Off
Ramps
Tennessee St
1 (1)
Tennessee St
4 (8)
3 (7)
7 (5)3 (3)
Tennessee St
I-10 WB Off
Ramps
1 (1)2 (2)
Tennessee St
1 (2)
I-10 EB On
Ramps
5 6
I-10 WB On
Ramps
Lugonia Ave
Tennessee St
5 (10)
Tennessee St
7 (15)
2 (5)
2 (5)
Tennessee St
5 (3)
Pennsylvania
Ave
2 (2)
10 (8)
Tennessee St
5 (3)
15 (11)
Lugonia Ave 3 4I-210 NB
2 (2)
San Bernardino
Ave 2
San Bernardino
Ave
3 (1)
2 (5)
Tennessee St
1 (2)
I-210 SB Ramps
San Bernardino
Ave 1
San Bernardino
Ave
Citrus Plaza Dr
1 (3)
3 (3)
2 (2)
Texas St
11 Pennsylvania
Ave
Karon St
Karon St
Legend
Neighborhood B (Townhome)
Study Intersection
Project Site
## (##) AM (PM) Project Trips
#
Note: Scenario B = With Pennsylvania Ave Connection
Page A-27 Redlands Regular Meeting of 03-05-2024 249 of 967 Intersection Project Trips (Neighborhood C)
Exhibit 21
Scenario B:
12 Pennsylvania
Ave
Karon St
0 (1)
Pennsylvania
Ave
11 Pennsylvania
Ave
Karon St
3 (2)1 (0)
Texas St
0 (1)
Pennsylvania
Ave Lugonia Ave
13 Lugonia Ave
Texas St
1 (1)
0 (1)
I-210 SB Ramps
San Bernardino
Ave 1
San Bernardino
Ave
Citrus Plaza Dr
1 (1)
I-210 NB
1 (1)
San Bernardino
Ave 2
San Bernardino
Ave
1 (1)
1 (2)
Tennessee St
1 (2)
Tennessee St
Pennsylvania
Ave
1 (1)
1 (0)
Tennessee St
2 (2)
1 (1)
1 (0) 3 (3)
Lugonia Ave 3 4
Lugonia Ave
Tennessee St
0 (1)2 (4)
0 (1)
Tennessee St
0 (1)
3 (2)1 (1)
Tennessee St
I-10 WB Off
Ramps
1 (1)
Tennessee St
1 (2)
I-10 EB On
Ramps
5 6
I-10 WB On
Ramps
I-10 EB Off
Ramps
Tennessee StTennessee St
1 (3)
1 (3)
Citrus Plaza Dr
Lugonia Ave
Driveway #2
1 (1) 4 (4)
Lugonia Ave
7 8
Lugonia Ave Lugonia Ave
0 (1) 2 (5)
Karon St
0 (1)
4 (4)
1 (0)
Lugonia Ave
10 Driveway #1
5 (4)
Lugonia Ave
9 Lugonia Ave
2 (5)
0 (1)
1 (1)
Texas St
1 (0)
2 (6)
Lugonia Ave
New York St
0 (1)
Texas St
1 (3)
Legend
Neighborhood C (Single Family)
Study Intersection
Project Site
## (##) AM (PM) Project Trips
#
Note: Scenario B = With Pennsylvania Ave Connection
Page A-28 Redlands Regular Meeting of 03-05-2024 250 of 967 Intersection Project Trip
Exhibit 22
Scenario B:
49 (31)
3 (3)
1 (3)
Pennsylvania
Ave
Karon St
Texas St
3 (2)1 (0)
Karon St
2 (7)2 (2)
Texas St
2 (3)
0 (1)
Pennsylvania
Ave
11 5 (17)
I-210 SB Ramps
San Bernardino
Ave 1
San Bernardino
Ave
Citrus Plaza Dr
2 (4)
4 (14)
I-210 NB
0 (0)
3 (3)
0 (0)
San Bernardino
Ave 2
San Bernardino
Ave
17 (10)
0 (0)
0 (0)
7 (21)
Tennessee St
13 (8)
4 (14)3 (7)
Tennessee St
5 (3)
Pennsylvania
Ave
3 (3)
11 (8)4 (14)
Tennessee St
7 (5) 13 (8)
40 (25)
16 (11) 55 (35)
Lugonia Ave 3 4
Lugonia Ave
Tennessee St
5 (11)
19 (59)
12 (42)
Tennessee St
13 (8)7 (16)
2 (5)
49 (31)17 (12)
Tennessee St
I-10 WB Off
Ramps
1 (1)16 (11)
Tennessee St
6 (18)
I-10 EB On
Ramps
5 6
I-10 WB On
Ramps
I-10 EB Off
Ramps
Tennessee St
1 (1)
Tennessee St
18 (52)
17 (51)
4 (14)
Citrus Plaza Dr
52 (32)
Lugonia Ave
7 (4)
Driveway #2
13 (8)
32 (20) 56 (36)
Lugonia Ave
7 8
Lugonia Ave Lugonia Ave
10 (33) 35 (115)
Karon St
6 (21) 0 (1)
4 (4) 6 (21)
1 (0)
Lugonia Ave
10 52 (32)7 (5)13 (8)
Driveway #1
5 (4)
Lugonia Ave
9 Lugonia Ave
9 (9) 20 (12)
33 (110)
2 (7)0 (1)
1 (1)
2 (6)
Lugonia Ave
7 (4)
1 (2)2 (7)
Texas St
12 Pennsylvania
Ave
Texas St
2 (1)
2 (2)
New York St
1 (2)
4 (15)
Pennsylvania
Ave Lugonia Ave
13 Lugonia Ave
14 (9)
1 (2)7 (4)
Legend
Study Intersection
Project Site
## (##) AM (PM) Project Trips
#
Note: Scenario B = With Pennsylvania Ave Connection
Page A-29 Redlands Regular Meeting of 03-05-2024 251 of 967 Scenario B: Segment Project Trips (Total)
Exhibit 23
22 (29)
42 (53) 27 (35)
0 (0)
2 (2)
1 4
5 2
6 8 9 10 7
3 11 12
13 Lugonia Ave
San Bernardino Ave
Tennessee St
New York St
Texas St
Pennsylvania
Karon St
Ave (Future)
Pennsylvania
Ave
Colton Ave
Citrus Plaza Dr
Not to Scale
Note: Scenario B = With Pennsylvania Ave Connection
Page A-30 Redlands Regular Meeting of 03-05-2024 252 of 967 Neighborhoods at Lugonia Village ___________________________________________________________________________________________________________________ Traffic Study Appendix B:

Volume Development Worksheets
Redlands Regular Meeting of 03-05-2024 253 of 967
Redlands Neighborhoods at Lugonia Village
Volume Development

AM PM AM PM AM PM AM PM AM PM AM PM AM PM AM PM AM PM
NBL 15 40 15 40 14 9 29 49 13 8 28 48 28 48
NBT 4 61 4 61 0 0 4 61 0 0 4 61 4 61
NBR 35 268 1 35 269 0 0 35 269 0 0 35 269 35 269
SBL 193 143 -3 1 190 144 5 17 195 161 5 17 195 161 195 161 SBT 175 256 175 256 0 0 175 256 0 0 175 256 175 256
SBR 150 125 150 125 0 0 150 125 0 0 150 125 150 125
EBL 59 102 59 102 0 0 59 102 0 0 59 102 59 102
EBT 276 578 -4 2 272 580 1 2 273 582 2 4 274 584 274 584 EBR 40 70 40 70 4 15 44 85 4 14 44 84 44 84
WBL 65 124 1 65 125 0 0 65 125 0 0 65 125 65 125
WBT 310 229 2 1 312 230 2 2 314 232 3 3 315 233 315 233 WBR 242 128 2 1 244 129 0 0 244 129 0 0 244 129 244 129 NBL 32 55 -1 32 54 2 2 34 56 3 3 35 57 35 57
NBT 263 376 -1 -2 262 374 15 10 277 384 17 10 279 384 279 384 NBR 49 37 49 37 2 0 51 37 0 0 49 37 49 37
SBL 126 184 126 184 0 0 126 184 0 0 126 184 126 184
SBT 17 12 17 12 0 0 17 12 0 0 17 12 17 12
SBR 84 110 -1 83 110 0 0 83 110 0 0 83 110 83 110
EBL 110 395 2 -2 112 393 0 0 112 393 0 0 112 393 112 393 EBT 283 485 5 -4 288 481 0 1 288 482 0 0 288 481 288 481 EBR 96 116 1 3 97 119 6 18 103 137 7 21 104 140 104 140 WBL 46 22 1 46 23 1 2 47 25 0 0 46 23 46 23
WBT 508 322 -2 -2 506 320 0 0 506 320 0 0 506 320 506 320 WBR 273 159 273 159 1 1 274 160 0 0 273 159 273 159
NBL 0 0 0 0 0 0 0 0 0 0 0 0
NBT 343 465 13 8 356 473 13 8 356 473 356 473
NBR 0 0 8 17 8 17 7 16 7 16 9 21 16 37
SBL 0 0 3 6 3 6 3 7 3 7 3 7
SBT 160 154 4 14 164 168 4 14 164 168 164 168
SBR 0 0 0 0 0 0 0 0 0 0 0 0
EBL 0 0 0 0 0 0 0 0 0 0 0 0
EBT 0 0 0 0 0 0 0 0 0 0 0 0
EBR 0 0 0 0 0 0 0 0 0 0 0 0
WBL 0 0 17 13 17 13 16 11 16 11 11 11 27 22
WBT 0 0 0 0 0 0 0 0 0 0 0 0
WBR 0 0 6 4 6 4 7 5 7 5 7 5
NBL 161 301 161 301 0 0 161 301 0 0 161 301 161 301
NBT 224 297 1 2 225 299 5 10 230 309 5 11 230 310 3 4 233 314 NBR 98 206 98 206 18 59 116 265 19 59 117 265 -3 -4 114 261 SBL 54 75 -2 54 73 6 16 60 89 4 14 58 87 58 87
SBT 102 77 -2 102 75 10 8 112 83 11 8 113 83 3 2 116 85 SBR 4 6 4 6 5 3 9 9 5 3 9 9 8 9 17 18
EBL 29 59 29 59 2 5 31 64 2 5 31 64 6 17 37 81
EBT 173 740 173 740 13 44 186 784 12 42 185 782 -6 -17 179 765 EBR 125 404 125 404 0 0 125 404 0 0 125 404 125 404
WBL 125 116 125 116 56 35 181 151 55 35 180 151 -3 -2 177 149 WBT 361 426 361 426 41 26 402 452 40 25 401 451 -8 -9 393 442 WBR 88 106 1 1 89 107 14 10 103 117 13 8 102 115 102 115 NBL 209 223 209 223 0 0 209 223 0 0 209 223 209 223
NBT 425 681 2 -1 427 680 17 52 444 732 18 52 445 732 445 732 NBR 0 0 0 0 0 0 0 0 0 0 0 0 0 0
SBL 0 0 0 0 0 0 0 0 0 0 0 0 0 0
SBT 316 516 -1 2 315 518 17 12 332 530 17 12 332 530 332 530 SBR 108 105 108 105 49 31 157 136 49 31 157 136 157 136 EBL 0 0 0 0 0 0 0 0 0 0 0 0 0 0
EBT 0 0 0 0 0 0 0 0 0 0 0 0 0 0
EBR 0 0 0 0 0 0 0 0 0 0 0 0 0 0
WBL 218 118 -1 1 217 119 0 0 217 119 0 0 217 119 217 119 WBT 5 3 5 3 0 0 5 3 0 0 5 3 5 3
WBR 161 214 161 214 6 17 167 231 6 18 167 232 167 232
NBL 0 0 0 0 0 0 0 0 0 0 0 0 0 0
NBT 510 619 -1 1 509 620 1 1 510 621 1 1 510 621 510 621 NBR 112 149 112 149 0 0 112 149 0 0 112 149 112 149
SBL 107 229 1 -1 108 228 16 11 124 239 16 11 124 239 124 239 SBT 422 410 2 -1 424 409 1 1 425 410 1 1 425 410 425 410 SBR 0 0 0 0 0 0 0 0 0 0 0 0 0 0
EBL 127 283 127 283 16 51 143 334 17 51 144 334 144 334 EBT 144 348 144 348 0 0 144 348 0 0 144 348 144 348
EBR 321 354 321 354 0 0 321 354 0 0 321 354 321 354
WBL 0 0 0 0 0 0 0 0 0 0 0 0 0 0
WBT 0 0 0 0 0 0 0 0 0 0 0 0 0 0
WBR 0 0 0 0 0 0 0 0 0 0 0 0 0 0
NBL 0 0 0 0 0 0 0 0 0 0 0 0 0 0
NBT 0 0 0 0 0 0 0 0 0 0 0 0 0 0
NBR 0 0 0 0 0 0 0 0 0 0 0 0 0 0
SBL 141 491 1 -2 142 489 4 15 146 504 4 14 146 503 146 503 SBT 0 0 0 0 0 0 0 0 0 0 0 0 0 0
SBR 64 129 64 129 0 0 64 129 0 0 64 129 64 129
EBL 14 62 14 62 0 0 14 62 0 0 14 62 14 62
EBT 184 718 1 -4 185 714 11 34 196 748 10 33 195 747 195 747 EBR 0 0 0 0 0 0 0 0 0 0 0 0 0 0
WBL 0 0 0 0 0 0 0 0 0 0 0 0 0 0
WBT 440 450 2 -6 442 444 32 20 474 464 32 20 474 464 474 464 WBR 84 293 -4 84 289 14 9 98 298 13 8 97 297 97 297
Existing (Scenario B
Changes)
Existing With Project
(Scenario B) Final
Project Only
(Scenario A Cul-desac)
Existing With Project
(Scenario A)
1) W San Bernardino Avenue / I210 Southbound Ramps
Balance Existing
Project Only
(Scenario B Penn
Connection)
Existing With Project
(Scenario B)
7) W Lugonia Avenue / Citrus
Plaza Drive
Intersection/Movement
2) W San Bernardino Avenue / I210 Northbound Ramps
3) Tennessee Street /
Pennsylvania Avenue (Future)
4) Tennessee Street / W Lugonia
Avenue
5) Tennessee Street / I-10
Westbound Ramps
6) Tennessee Street / I-10
Eastbound Ramps
Counts
Redlands Regular Meeting of 03-05-2024 Page B-1 254 of 967 Redlands Neighborhoods at Lugonia Village
Volume Development

AM PM AM PM AM PM AM PM AM PM AM PM AM PM AM PM AM PM
Existing (Scenario B
Changes)
Existing With Project
(Scenario B) Final
Project Only
(Scenario A Cul-desac)
Existing With Project
(Scenario A) Balance Existing
Project Only
(Scenario B Penn
Connection)
Existing With Project
Intersection/Movement (Scenario B) Counts
NBL 0 0 0 0 0 0 0 0 0 0 0 0
NBT 0 0 0 0 0 0 0 0 0 0 0 0
NBR 0 0 0 0 0 0 0 0 0 0 0 0
SBL 0 0 7 4 7 4 7 4 7 4 7 4
SBT 0 0 0 0 0 0 0 0 0 0 0 0
SBR 0 0 52 32 52 32 52 32 52 32 52 32
EBL 0 0 0 0 0 0 0 0 0 0 0 0
EBT 382 1114 37 119 419 1233 35 115 417 1229 -9 -21 408 1208 EBR 0 0 0 0 0 0 0 0 0 0 0 0
WBL 0 0 0 0 0 0 0 0 0 0 0 0
WBT 619 672 59 39 678 711 56 36 675 708 -11 -11 664 697 WBR 0 0 0 0 0 0 0 0 0 0 0 0
NBL 88 169 88 169 0 0 88 169 0 0 88 169 88 169
NBT 0 0 0 0 2 7 2 7 2 7 2 7 2 7
NBR 26 57 26 57 0 1 26 58 0 1 26 58 26 58
SBL 0 0 0 0 13 8 13 8 13 8 13 8 13 8
SBT 0 0 0 0 7 5 7 5 7 5 7 5 7 5
SBR 0 0 0 0 52 32 52 32 52 32 52 32 52 32
EBL 0 0 0 0 33 110 33 110 33 110 33 110 33 110
EBT 296 944 2 8 298 952 11 13 309 965 9 9 307 961 -9 -21 298 940 EBR 84 162 84 162 0 0 84 162 0 0 84 162 84 162
WBL 39 40 39 40 1 0 40 40 1 0 40 40 40 40
WBT 532 508 -1 -5 531 503 7 7 538 510 4 4 535 507 -11 -11 524 496 WBR 0 0 0 0 6 21 6 21 6 21 6 21 6 21
NBL 0 0 0 0 0 0 0 0 0 0 0 0 0 0
NBT 0 0 0 0 0 0 0 0 0 0 0 0 0 0
NBR 0 0 0 0 0 0 0 0 0 0 0 0 0 0
SBL 5 3 5 3 1 1 6 4 1 1 6 4 6 4
SBT 0 0 0 0 0 0 0 0 0 0 0 0 0 0
SBR 36 26 36 26 7 5 43 31 5 4 41 30 -11 -11 30 19
EBL 26 82 26 82 2 8 28 90 2 6 28 88 -9 -21 19 67
EBT 299 935 -1 -8 298 927 22 14 320 941 20 12 318 939 318 939 EBR 0 0 0 0 0 0 0 0 0 0 0 0 0 0
WBL 0 0 0 0 0 0 0 0 0 0 0 0 0 0
WBT 533 512 1 5 534 517 7 23 541 540 6 21 540 538 540 538 WBR 3 8 3 8 0 1 3 9 0 1 3 9 3 9
NBL 0 0 0 0 0 0 0 0 3 2 3 2 3 2
NBT 6 14 6 14 0 0 6 14 0 0 6 14 6 14
NBR 23 52 23 52 2 1 25 53 1 0 24 52 -9 -21 15 31
SBL 0 2 0 2 0 0 0 2 0 0 0 2 0 2
SBT 6 7 6 7 0 0 6 7 0 0 6 7 -2 -3 4 4
SBR 0 0 0 0 0 0 0 0 0 0 0 0 2 3 2 3
EBL 0 0 0 0 0 0 0 0 0 0 0 0 0 0
EBT 0 0 0 0 0 0 0 0 3 3 3 3 9 21 12 24
EBR 0 0 0 0 0 0 0 0 1 3 1 3 1 3
WBL 22 21 22 21 1 2 23 23 0 1 22 22 -9 -8 13 14
WBT 0 0 0 0 0 0 0 0 2 3 2 3 9 8 11 11
WBR 3 2 3 2 0 0 3 2 0 0 3 2 3 2
NBL 5 7 5 7 0 0 5 7 1 2 6 9 6 9
NBT 182 265 182 265 7 4 189 269 7 4 189 269 189 269
NBR 44 89 44 89 0 0 44 89 0 0 44 89 44 89
SBL 42 26 42 26 0 0 42 26 0 0 42 26 42 26
SBT 252 183 252 183 2 7 254 190 2 7 254 190 254 190
SBR 6 16 6 16 1 2 7 18 1 2 7 18 7 18
EBL 25 16 25 16 2 1 27 17 2 1 27 17 27 17
EBT 10 39 10 39 0 0 10 39 0 0 10 39 10 39
EBR 15 11 15 11 0 0 15 11 2 2 17 13 17 13
WBL 131 68 131 68 0 0 131 68 0 0 131 68 131 68
WBT 25 16 25 16 0 0 25 16 0 0 25 16 25 16
WBR 49 24 49 24 0 0 49 24 0 0 49 24 49 24
NBL 47 100 -2 5 45 105 0 0 45 105 0 0 45 105 45 105
NBT 174 259 174 259 0 0 174 259 0 0 174 259 174 259
NBR 94 143 94 143 0 0 94 143 0 0 94 143 94 143
SBL 25 16 -2 2 23 18 0 0 23 18 2 2 25 20 25 20
SBT 295 222 295 222 0 0 295 222 0 0 295 222 295 222
SBR 72 33 72 33 2 7 74 40 2 7 74 40 74 40
EBL 32 74 3 -6 35 68 7 4 42 72 7 4 42 72 42 72
EBT 207 837 16 -68 223 769 16 11 239 780 14 9 237 778 237 778 EBR 42 101 3 -8 45 93 0 0 45 93 0 0 45 93 45 93
WBL 191 86 191 86 0 0 191 86 0 0 191 86 191 86
WBT 436 365 -14 20 422 385 5 17 427 402 4 15 426 400 426 400 WBR 25 12 25 12 0 0 25 12 1 2 26 14 26 14
Note: Existing With Project (Scenario B) Final assumed a 40% redistribution of Existing project trips due to new connection at #11 11) Pennsylvania Avenue / Karon
Street
12) Pennsylvania Avenue / Texas
Street
13) W Lugonia Avenue / Texas
Street
8) W Lugonia Avenue / Project
Driveway
9) W Lugonia Avenue / New York
Street
10) W Lugonia Avenue / Karon
Street
Redlands Regular Meeting of 03-05-2024 Page B-2 255 of 967 Neighborhoods at Lugonia Village ___________________________________________________________________________________________________________________ Traffic Study Appendix C:

Existing Year 2021 AM Peak Hour Analysis Worksheets 21
Redlands Regular Meeting of 03-05-2024 256 of 967
Neighborhoods at Lugonia Village Existing AM
1: Citrus Plaza Dr/I-210 EB Ramp & San Bernardino Ave 01/13/2023 Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 59 272 40 65 312 244 15 4 35 190 175 150 Future Volume (vph) 59 272 40 65 312 244 15 4 35 190 175 150 Ideal Flow (vphpl) 1700 1800 1800 1700 1800 1800 1700 1800 1800 1700 1800 1800 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 260 0 175 175 225 0 75 0
Storage Lanes 1 1 1 1 1 1 1 0
Taper Length (ft) 50 50 50 50
Lane Util. Factor 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 Ped Bike Factor
Frt 0.850 0.850 0.850 0.931
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1553 3196 1443 1583 1682 1485 1568 1538 1485 1583 3094 0 Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1553 3196 1443 1583 1682 1485 1568 1538 1485 1583 3094 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 155 257 113 167
Link Speed (mph) 30 30 35 30
Link Distance (ft) 1161 720 1341 1495
Travel Time (s) 26.4 16.4 26.1 34.0
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 4% 7% 6% 2% 7% 3% 3% 17% 3% 2% 2% 4% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 66 302 44 72 347 271 17 4 39 211 194 167 Shared Lane Traffic (%)
Lane Group Flow (vph) 66 302 44 72 347 271 17 4 39 211 361 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.15 1.07 1.07 1.15 1.07 1.07 1.15 1.07 1.07 1.15 1.07 1.07 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 2 1 1 2 1 1 2 1 1 2
Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru Leading Detector (ft) 20 100 20 20 100 20 20 100 20 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0
Turn Type Prot NA Perm Prot NA Perm Prot NA pm+ov Prot NA Protected Phases 5 2 1 6 3 8 1 7 4
Permitted Phases 2 6 8
Detector Phase 5 2 2 1 6 6 3 8 1 7 4
Switch Phase
Redlands Regular Meeting of 03-05-2024 Page C-1 257 of 967 Neighborhoods at Lugonia Village Existing AM
1: Citrus Plaza Dr/I-210 EB Ramp & San Bernardino Ave 01/13/2023 Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Initial (s) 5.0 10.0 10.0 5.0 5.0 5.0 5.0 5.0 5.0 10.0 10.0 Minimum Split (s) 22.5 38.0 38.0 22.5 37.0 37.0 9.7 37.0 22.5 14.7 37.0 Total Split (s) 22.5 38.5 38.5 22.5 38.5 38.5 10.7 37.0 22.5 22.0 48.3 Total Split (%) 18.8% 32.1% 32.1% 18.8% 32.1% 32.1% 8.9% 30.8% 18.8% 18.3% 40.3% Maximum Green (s) 17.8 32.5 32.5 17.8 32.5 32.5 6.0 31.0 17.8 17.3 42.3 Yellow Time (s) 3.7 5.0 5.0 3.7 5.0 5.0 3.7 5.0 3.7 3.7 5.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.7 6.0 6.0 4.7 6.0 6.0 4.7 6.0 4.7 4.7 6.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode None Min Min None Min Min None None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 25.0 25.0 24.0 24.0 24.0 24.0
Pedestrian Calls (#/hr) 0 0 0 0 0 0
Act Effct Green (s) 8.9 20.0 20.0 9.1 20.2 20.2 6.4 6.4 10.8 16.8 15.6 Actuated g/C Ratio 0.15 0.33 0.33 0.15 0.33 0.33 0.11 0.11 0.18 0.28 0.26 v/c Ratio 0.29 0.29 0.08 0.30 0.62 0.41 0.10 0.02 0.11 0.48 0.39 Control Delay 32.5 17.5 0.2 32.3 24.5 5.3 35.1 34.2 0.6 28.8 14.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 32.5 17.5 0.2 32.3 24.5 5.3 35.1 34.2 0.6 28.8 14.2

LOS C B A C C A D C A C B
Approach Delay 18.0 17.8 12.6 19.6
Approach LOS B B B B
90th %ile Green (s) 12.3 32.1 32.1 12.7 32.5 32.5 6.0 6.5 12.7 17.3 17.8 90th %ile Term Code Gap Hold Hold Gap Max Max Max Gap Gap Max Hold 70th %ile Green (s) 10.0 24.8 24.8 10.3 25.1 25.1 0.0 0.0 10.3 17.3 16.0 70th %ile Term Code Gap Hold Hold Gap Gap Gap Skip Skip Gap Max Hold 50th %ile Green (s) 8.4 18.5 18.5 8.6 18.7 18.7 0.0 0.0 8.6 17.3 16.0 50th %ile Term Code Gap Hold Hold Gap Gap Gap Skip Skip Gap Max Hold 30th %ile Green (s) 7.2 15.9 15.9 7.4 16.1 16.1 0.0 0.0 7.4 15.6 14.3 30th %ile Term Code Gap Hold Hold Gap Gap Gap Skip Skip Gap Gap Hold 10th %ile Green (s) 0.0 10.4 10.4 0.0 10.4 10.4 0.0 0.0 0.0 11.6 10.3 10th %ile Term Code Skip Hold Hold Skip Gap Gap Skip Skip Skip Gap Hold Stops (vph) 51 178 0 56 237 31 16 7 0 146 136
Fuel Used(gal) 1 4 0 1 5 2 1 0 1 4 5
CO Emissions (g/hr) 84 309 25 77 323 126 36 11 47 289 383 NOx Emissions (g/hr) 16 60 5 15 63 25 7 2 9 56 75
VOC Emissions (g/hr) 20 71 6 18 75 29 8 3 11 67 89
Dilemma Vehicles (#) 0 0 0 0 0 0 0 0 0 0 0
Queue Length 50th (ft) 22 43 0 24 107 3 6 1 0 62 28
Queue Length 95th (ft) 74 95 0 78 245 56 30 13 0 #208 92 Internal Link Dist (ft) 1081 640 1261 1415
Turn Bay Length (ft) 260 175 175 225 75
Base Capacity (vph) 506 1902 921 516 1001 987 172 873 598 501 2263 Redlands Regular Meeting of 03-05-2024 Page C-2 258 of 967 Neighborhoods at Lugonia Village Existing AM
1: Citrus Plaza Dr/I-210 EB Ramp & San Bernardino Ave 01/13/2023 Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.13 0.16 0.05 0.14 0.35 0.27 0.10 0.00 0.07 0.42 0.16 Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 60.9
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.62
Intersection Signal Delay: 18.3 Intersection LOS: B
Intersection Capacity Utilization 53.8% ICU Level of Service A Analysis Period (min) 15
90th %ile Actuated Cycle: 90
70th %ile Actuated Cycle: 67.8
50th %ile Actuated Cycle: 59.8
30th %ile Actuated Cycle: 54.3
10th %ile Actuated Cycle: 32.7
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Splits and Phases: 1: Citrus Plaza Dr/I-210 EB Ramp & San Bernardino Ave Redlands Regular Meeting of 03-05-2024 Page C-3 259 of 967 Neighborhoods at Lugonia Village Existing AM
1: Citrus Plaza Dr/I-210 EB Ramp & San Bernardino Ave 01/13/2023 Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 59 272 40 65 312 244 15 4 35 190 175 150 Future Volume (veh/h) 59 272 40 65 312 244 15 4 35 190 175 150 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 1647 1702 1716 1673 1702 1758 1660 1561 1758 1673 1772 1744 Adj Flow Rate, veh/h 66 302 44 72 347 271 17 4 39 211 194 167 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 4 7 6 2 7 3 3 17 3 2 2 4
Cap, veh/h 139 888 399 141 467 409 33 138 263 272 419 341 Arrive On Green 0.09 0.27 0.27 0.09 0.27 0.27 0.02 0.09 0.09 0.17 0.24 0.24 Sat Flow, veh/h 1569 3233 1454 1594 1702 1490 1581 1561 1490 1594 1763 1434 Grp Volume(v), veh/h 66 302 44 72 347 271 17 4 39 211 185 176 Grp Sat Flow(s),veh/h/ln 1569 1617 1454 1594 1702 1490 1581 1561 1490 1594 1683 1514 Q Serve(g_s), s 2.3 4.2 1.3 2.4 10.5 9.1 0.6 0.1 1.3 7.2 5.3 5.7 Cycle Q Clear(g_c), s 2.3 4.2 1.3 2.4 10.5 9.1 0.6 0.1 1.3 7.2 5.3 5.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95
Lane Grp Cap(c), veh/h 139 888 399 141 467 409 33 138 263 272 400 360 V/C Ratio(X) 0.48 0.34 0.11 0.51 0.74 0.66 0.52 0.03 0.15 0.78 0.46 0.49 Avail Cap(c_a), veh/h 494 1858 835 502 978 856 168 856 948 487 1259 1132 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.5 16.4 15.3 24.6 18.7 18.2 27.4 23.6 19.7 22.4 18.5 18.6 Incr Delay (d2), s/veh 2.5 0.2 0.1 2.8 2.3 1.8 12.1 0.1 0.3 4.8 0.8 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 1.4 0.4 1.0 4.0 3.0 0.3 0.0 0.4 2.8 2.0 1.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 27.1 16.6 15.5 27.5 21.0 20.0 39.5 23.7 19.9 27.2 19.3 19.6 LnGrp LOS C B B C C C D C B C B B
Approach Vol, veh/h 412 690 60 572
Approach Delay, s/veh 18.2 21.3 25.7 22.3
Approach LOS B C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 9.7 21.5 5.9 19.5 9.7 21.5 14.3 11.0 Change Period (Y+Rc), s * 4.7 6.0 * 4.7 6.0 * 4.7 6.0 * 4.7 6.0 Max Green Setting (Gmax), s * 18 32.5 * 6 42.3 * 18 32.5 * 17 31.0 Max Q Clear Time (g_c+I1), s 4.4 6.2 2.6 7.7 4.3 12.5 9.2 3.3 Green Ext Time (p_c), s 0.1 2.2 0.0 2.4 0.1 3.0 0.4 0.1 Intersection Summary
HCM 6th Ctrl Delay 21.1
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Redlands Regular Meeting of 03-05-2024 Page C-4 260 of 967 Neighborhoods at Lugonia Village Existing AM
2: Tennessee St/I-210 WB Ramp & San Bernardino Ave 01/13/2023 Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 112 288 97 46 506 273 32 262 49 126 17 83 Future Volume (vph) 112 288 97 46 506 273 32 262 49 126 17 83 Ideal Flow (vphpl) 1600 1800 1800 1700 1800 1800 1700 1800 1800 1700 1800 1800 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 245 0 160 0 100 100 110 0
Storage Lanes 2 1 1 1 1 1 1 0
Taper Length (ft) 50 50 50 50
Lane Util. Factor 0.97 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 1.00 1.00 Ped Bike Factor 1.00
Frt 0.850 0.850 0.976 0.876
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 2730 1731 1471 1509 1748 1500 1553 3131 0 1538 1383 0 Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 2730 1731 1471 1509 1748 1500 1553 3131 0 1538 1383 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 113 286 17 97
Link Speed (mph) 30 45 35 30
Link Distance (ft) 720 275 1384 978
Travel Time (s) 16.4 4.2 27.0 22.2
Confl. Peds. (#/hr) 1
Confl. Bikes (#/hr)
Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 8% 4% 4% 7% 3% 2% 4% 7% 3% 5% 9% 15% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 130 335 113 53 588 317 37 305 57 147 20 97 Shared Lane Traffic (%)
Lane Group Flow (vph) 130 335 113 53 588 317 37 362 0 147 117 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.24 1.07 1.07 1.15 1.07 1.07 1.15 1.07 1.07 1.15 1.07 1.07 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 2 1 1 2 1 1 2 1 2
Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Leading Detector (ft) 20 100 20 20 100 20 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0
Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases 2 6
Detector Phase 5 2 2 1 6 6 3 8 7 4
Switch Phase
Redlands Regular Meeting of 03-05-2024 Page C-5 261 of 967 Neighborhoods at Lugonia Village Existing AM
2: Tennessee St/I-210 WB Ramp & San Bernardino Ave 01/13/2023 Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Initial (s) 10.0 5.0 5.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 14.7 36.0 36.0 14.7 36.0 36.0 14.7 35.0 14.7 35.0 Total Split (s) 14.7 50.8 50.8 15.2 51.3 51.3 14.7 35.0 19.0 39.3 Total Split (%) 12.3% 42.3% 42.3% 12.7% 42.8% 42.8% 12.3% 29.2% 15.8% 32.8% Maximum Green (s) 10.0 44.8 44.8 10.5 45.3 45.3 10.0 29.0 14.3 33.3 Yellow Time (s) 3.7 5.0 5.0 3.7 5.0 5.0 3.7 5.0 3.7 5.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.7 6.0 6.0 4.7 6.0 6.0 4.7 6.0 4.7 6.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode None Min Min None Min Min None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 23.0 23.0 23.0 23.0 22.0 22.0
Pedestrian Calls (#/hr) 0 0 0 0 1 0
Act Effct Green (s) 10.2 43.2 43.2 10.4 39.6 39.6 10.2 17.9 13.4 28.0 Actuated g/C Ratio 0.10 0.42 0.42 0.10 0.38 0.38 0.10 0.17 0.13 0.27 v/c Ratio 0.48 0.46 0.17 0.35 0.88 0.42 0.24 0.65 0.73 0.26 Control Delay 54.0 26.6 5.1 54.9 45.5 5.9 52.2 44.1 67.8 11.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 54.0 26.6 5.1 54.9 45.5 5.9 52.2 44.1 67.8 11.7

LOS D C A D D A D D E B
Approach Delay 28.6 32.9 44.9 42.9
Approach LOS C C D D
90th %ile Green (s) 10.0 44.8 44.8 10.5 45.3 45.3 10.0 29.0 14.3 33.3 90th %ile Term Code Max Hold Hold Max Max Max Max Ped Max Hold 70th %ile Green (s) 10.0 44.8 44.8 10.5 45.3 45.3 10.0 19.2 14.3 23.5 70th %ile Term Code Max Hold Hold Max Max Max Max Gap Max Hold 50th %ile Green (s) 10.0 43.9 43.9 10.0 43.9 43.9 10.0 17.1 14.3 21.4 50th %ile Term Code Max Hold Hold Min Gap Gap Max Gap Max Hold 30th %ile Green (s) 10.0 37.3 37.3 10.0 37.3 37.3 0.0 14.8 14.0 33.5 30th %ile Term Code Max Hold Hold Min Gap Gap Skip Gap Gap Hold 10th %ile Green (s) 10.0 42.1 42.1 0.0 27.4 27.4 0.0 11.2 10.1 26.0 10th %ile Term Code Max Hold Hold Skip Gap Gap Skip Gap Gap Hold Stops (vph) 102 203 12 43 426 34 30 261 107 22
Fuel Used(gal) 2 4 1 1 13 2 1 11 3 1
CO Emissions (g/hr) 169 300 50 90 884 153 83 756 230 79 NOx Emissions (g/hr) 33 58 10 18 172 30 16 147 45 15
VOC Emissions (g/hr) 39 70 12 21 205 35 19 175 53 18
Dilemma Vehicles (#) 0 0 0 0 21 0 0 12 0 0
Queue Length 50th (ft) 44 164 0 35 350 13 24 118 98 11
Queue Length 95th (ft) 80 275 34 79 #585 65 60 160 #207 52 Internal Link Dist (ft) 640 195 1304 898
Turn Bay Length (ft) 245 160 100 110
Base Capacity (vph) 270 768 715 156 784 830 153 911 217 521 Redlands Regular Meeting of 03-05-2024 Page C-6 262 of 967 Neighborhoods at Lugonia Village Existing AM
2: Tennessee St/I-210 WB Ramp & San Bernardino Ave 01/13/2023 Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.48 0.44 0.16 0.34 0.75 0.38 0.24 0.40 0.68 0.22 Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 102.9
Natural Cycle: 105
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.88
Intersection Signal Delay: 35.1 Intersection LOS: D
Intersection Capacity Utilization 72.4% ICU Level of Service C Analysis Period (min) 15
90th %ile Actuated Cycle: 120
70th %ile Actuated Cycle: 110.2
50th %ile Actuated Cycle: 106.7
30th %ile Actuated Cycle: 97.5
10th %ile Actuated Cycle: 80.1
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Splits and Phases: 2: Tennessee St/I-210 WB Ramp & San Bernardino Ave Redlands Regular Meeting of 03-05-2024 Page C-7 263 of 967 Neighborhoods at Lugonia Village Existing AM
2: Tennessee St/I-210 WB Ramp & San Bernardino Ave 01/13/2023 Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 112 288 97 46 506 273 32 262 49 126 17 83 Future Volume (veh/h) 112 288 97 46 506 273 32 262 49 126 17 83 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 1500 1744 1744 1607 1758 1772 1647 1702 1758 1634 1674 1589 Adj Flow Rate, veh/h 130 335 113 53 588 317 37 305 57 147 20 97 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 8 4 4 7 3 2 4 7 3 5 9 15
Cap, veh/h 301 711 602 126 670 573 106 420 77 177 50 242 Arrive On Green 0.11 0.41 0.41 0.08 0.38 0.38 0.07 0.15 0.15 0.11 0.20 0.20 Sat Flow, veh/h 2772 1744 1478 1531 1758 1502 1569 2724 503 1556 249 1207 Grp Volume(v), veh/h 130 335 113 53 588 317 37 179 183 147 0 117 Grp Sat Flow(s),veh/h/ln 1386 1744 1478 1531 1758 1502 1569 1617 1610 1556 0 1456 Q Serve(g_s), s 3.9 12.4 4.3 2.9 27.4 14.6 2.0 9.3 9.6 8.2 0.0 6.2 Cycle Q Clear(g_c), s 3.9 12.4 4.3 2.9 27.4 14.6 2.0 9.3 9.6 8.2 0.0 6.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.31 1.00 0.83
Lane Grp Cap(c), veh/h 301 711 602 126 670 573 106 249 248 177 0 291 V/C Ratio(X) 0.43 0.47 0.19 0.42 0.88 0.55 0.35 0.72 0.74 0.83 0.00 0.40 Avail Cap(c_a), veh/h 314 885 750 182 902 771 178 531 529 252 0 549 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 36.8 19.2 16.8 38.5 25.4 21.4 39.3 35.5 35.6 38.3 0.0 30.7 Incr Delay (d2), s/veh 1.0 0.5 0.1 2.2 7.6 0.8 2.0 3.9 4.2 14.7 0.0 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 4.9 1.4 1.1 11.7 5.0 0.8 3.8 3.9 3.8 0.0 2.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 37.8 19.7 16.9 40.7 33.0 22.3 41.3 39.4 39.8 53.0 0.0 31.6 LnGrp LOS D B B D C C D D D D A C
Approach Vol, veh/h 578 958 399 264
Approach Delay, s/veh 23.2 29.9 39.8 43.5
Approach LOS C C D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 12.0 42.0 10.7 23.7 14.3 39.7 14.7 19.6 Change Period (Y+Rc), s * 4.7 6.0 * 4.7 6.0 * 4.7 6.0 * 4.7 6.0 Max Green Setting (Gmax), s * 11 44.8 * 10 33.3 * 10 45.3 * 14 29.0 Max Q Clear Time (g_c+I1), s 4.9 14.4 4.0 8.2 5.9 29.4 10.2 11.6 Green Ext Time (p_c), s 0.0 2.5 0.0 0.7 0.1 4.2 0.1 1.9 Intersection Summary
HCM 6th Ctrl Delay 31.6
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Redlands Regular Meeting of 03-05-2024 Page C-8 264 of 967 Neighborhoods at Lugonia Village Existing AM
4: Tennessee St & Lugonia Ave 01/13/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 29 173 125 125 361 89 161 225 98 54 102 4 Future Volume (vph) 29 173 125 125 361 89 161 225 98 54 102 4 Ideal Flow (vphpl) 1700 1800 1800 1700 1800 1800 1700 1800 1800 1700 1800 1800 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 130 110 150 0 200 0 100 50
Storage Lanes 1 1 1 0 1 1 1 1
Taper Length (ft) 50 50 50 50
Lane Util. Factor 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.98 1.00 0.99
Frt 0.850 0.970 0.850 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1404 3353 1500 1538 1681 0 1553 1698 1471 1553 1698 1500 Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1404 3353 1475 1538 1681 0 1553 1698 1452 1553 1698 1500 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 134 15 133 133
Link Speed (mph) 40 35 35 35
Link Distance (ft) 349 421 663 1312
Travel Time (s) 5.9 8.2 12.9 25.6
Confl. Peds. (#/hr) 5 1 1
Confl. Bikes (#/hr)
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 15% 2% 2% 5% 3% 5% 4% 6% 4% 4% 6% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 31 186 134 134 388 96 173 242 105 58 110 4 Shared Lane Traffic (%)
Lane Group Flow (vph) 31 186 134 134 484 0 173 242 105 58 110 4 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.15 1.07 1.07 1.15 1.07 1.07 1.15 1.07 1.07 1.15 1.07 1.07 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 2 1 1 2 1 2 1 1 2 1
Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 20 100 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0
Turn Type Prot NA Perm Prot NA Prot NA Perm Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases 2 8 4
Detector Phase 5 2 2 1 6 3 8 8 7 4 4
Switch Phase
Redlands Regular Meeting of 03-05-2024 Page C-9 265 of 967 Neighborhoods at Lugonia Village Existing AM
4: Tennessee St & Lugonia Ave 01/13/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 32.0 32.0 9.5 32.0 9.5 32.0 32.0 9.5 32.0 32.0 Total Split (s) 9.6 33.0 33.0 12.0 35.4 13.0 32.4 32.4 12.6 32.0 32.0 Total Split (%) 10.7% 36.7% 36.7% 13.3% 39.3% 14.4% 36.0% 36.0% 14.0% 35.6% 35.6% Maximum Green (s) 5.1 28.0 28.0 7.5 30.4 8.5 27.4 27.4 8.1 27.0 27.0 Yellow Time (s) 3.5 4.0 4.0 3.5 4.0 3.5 4.0 4.0 3.5 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 5.0 5.0 4.5 5.0 4.5 5.0 5.0 4.5 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode None Min Min None Min None None None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 20.0 20.0 20.0 20.0 20.0 20.0 20.0
Pedestrian Calls (#/hr) 5 5 1 1 1 0 0
Act Effct Green (s) 5.7 15.6 15.6 8.4 26.1 9.5 18.3 18.3 7.7 14.1 14.1 Actuated g/C Ratio 0.09 0.24 0.24 0.13 0.40 0.15 0.28 0.28 0.12 0.22 0.22 v/c Ratio 0.25 0.23 0.29 0.68 0.71 0.76 0.50 0.21 0.31 0.30 0.01 Control Delay 42.1 21.3 6.3 55.6 26.7 59.4 27.1 3.9 38.5 25.7 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 42.1 21.3 6.3 55.6 26.7 59.4 27.1 3.9 38.5 25.7 0.0

LOS D C A E C E C A D C A
Approach Delay 17.4 33.0 33.2 29.4
Approach LOS B C C C
90th %ile Green (s) 5.1 28.0 28.0 7.5 30.4 8.5 27.0 27.0 8.1 26.6 26.6 90th %ile Term Code Max Hold Hold Max Max Max Ped Ped Max Hold Hold 70th %ile Green (s) 5.1 28.0 28.0 7.5 30.4 8.5 19.1 19.1 8.1 18.7 18.7 70th %ile Term Code Max Hold Hold Max Max Max Gap Gap Max Hold Hold 50th %ile Green (s) 0.0 15.1 15.1 7.5 27.1 8.5 16.3 16.3 8.1 15.9 15.9 50th %ile Term Code Skip Hold Hold Max Gap Max Gap Gap Max Hold Hold 30th %ile Green (s) 0.0 7.6 7.6 7.5 19.6 8.5 20.8 20.8 0.0 7.8 7.8 30th %ile Term Code Skip Gap Gap Max Hold Max Hold Hold Skip Gap Gap 10th %ile Green (s) 0.0 6.2 6.2 7.5 18.2 8.5 8.0 8.0 0.0 0.0 0.0 10th %ile Term Code Skip Gap Gap Max Hold Max Hold Hold Skip Skip Skip Stops (vph) 29 118 18 87 326 108 171 8 49 75 0
Fuel Used(gal) 1 3 1 3 9 4 5 1 2 3 0
CO Emissions (g/hr) 49 204 74 216 599 313 345 83 129 216 5 NOx Emissions (g/hr) 10 40 14 42 117 61 67 16 25 42 1
VOC Emissions (g/hr) 11 47 17 50 139 73 80 19 30 50 1
Dilemma Vehicles (#) 0 9 0 0 27 0 13 0 0 5 0
Queue Length 50th (ft) 12 32 0 54 150 70 86 0 22 36 0
Queue Length 95th (ft) #46 65 40 #197 #414 #244 182 24 70 88 0 Internal Link Dist (ft) 269 341 583 1232
Turn Bay Length (ft) 130 110 150 200 100 50
Base Capacity (vph) 123 1615 780 198 886 227 800 754 216 788 767 Redlands Regular Meeting of 03-05-2024 Page C-10 266 of 967 Neighborhoods at Lugonia Village Existing AM
4: Tennessee St & Lugonia Ave 01/13/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.25 0.12 0.17 0.68 0.55 0.76 0.30 0.14 0.27 0.14 0.01 Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 64.8
Natural Cycle: 85
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.76
Intersection Signal Delay: 29.4 Intersection LOS: C
Intersection Capacity Utilization 62.8% ICU Level of Service B Analysis Period (min) 15
90th %ile Actuated Cycle: 89.6
70th %ile Actuated Cycle: 81.7
50th %ile Actuated Cycle: 66
30th %ile Actuated Cycle: 50.4
10th %ile Actuated Cycle: 36.2
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Splits and Phases: 4: Tennessee St & Lugonia Ave
Redlands Regular Meeting of 03-05-2024 Page C-11 267 of 967 Neighborhoods at Lugonia Village Existing AM
4: Tennessee St & Lugonia Ave 01/13/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 29 173 125 125 361 89 161 225 98 54 102 4 Future Volume (veh/h) 29 173 125 125 361 89 161 225 98 54 102 4 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1501 1772 1772 1634 1758 1730 1647 1716 1744 1647 1716 1772 Adj Flow Rate, veh/h 31 186 134 134 388 96 173 242 105 58 110 4 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 15 2 2 5 3 5 4 6 4 4 6 2
Cap, veh/h 49 949 421 164 480 119 211 344 296 85 207 181 Arrive On Green 0.03 0.28 0.28 0.11 0.35 0.35 0.13 0.20 0.20 0.05 0.12 0.12 Sat Flow, veh/h 1430 3367 1494 1556 1360 337 1569 1716 1476 1569 1716 1502 Grp Volume(v), veh/h 31 186 134 134 0 484 173 242 105 58 110 4 Grp Sat Flow(s),veh/h/ln 1430 1683 1494 1556 0 1697 1569 1716 1476 1569 1716 1502 Q Serve(g_s), s 1.1 2.2 3.8 4.5 0.0 13.7 5.7 7.0 3.3 1.9 3.2 0.1 Cycle Q Clear(g_c), s 1.1 2.2 3.8 4.5 0.0 13.7 5.7 7.0 3.3 1.9 3.2 0.1 Prop In Lane 1.00 1.00 1.00 0.20 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 49 949 421 164 0 599 211 344 296 85 207 181 V/C Ratio(X) 0.63 0.20 0.32 0.82 0.00 0.81 0.82 0.70 0.35 0.68 0.53 0.02 Avail Cap(c_a), veh/h 137 1775 788 220 0 971 251 885 761 239 872 764 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 25.3 14.5 15.0 23.2 0.0 15.6 22.4 19.7 18.3 24.7 21.9 20.6 Incr Delay (d2), s/veh 12.4 0.1 0.4 15.8 0.0 2.7 16.7 2.6 0.7 9.3 2.1 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 0.7 1.1 2.2 0.0 4.8 2.9 2.7 1.0 0.9 1.3 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 37.6 14.6 15.5 39.1 0.0 18.2 39.0 22.4 19.0 33.9 24.1 20.6 LnGrp LOS D B B D A B D C B C C C
Approach Vol, veh/h 351 618 520 172
Approach Delay, s/veh 17.0 22.7 27.2 27.3
Approach LOS B C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 10.1 20.0 11.6 11.4 6.3 23.7 7.4 15.7 Change Period (Y+Rc), s 4.5 5.0 4.5 5.0 4.5 5.0 4.5 5.0 Max Green Setting (Gmax), s 7.5 28.0 8.5 27.0 5.1 30.4 8.1 27.4 Max Q Clear Time (g_c+I1), s 6.5 5.8 7.7 5.2 3.1 15.7 3.9 9.0 Green Ext Time (p_c), s 0.0 1.5 0.0 0.5 0.0 2.6 0.0 1.6 Intersection Summary
HCM 6th Ctrl Delay 23.4
HCM 6th LOS C
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5: Tennessee St & I-10 WB Ramps 01/13/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 217 5 161 209 427 0 0 315 108 Future Volume (vph) 0 0 0 217 5 161 209 427 0 0 315 108 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1700 1800 1800 1800 1800 1800 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 0 0 0 150 0 0 0
Storage Lanes 0 0 0 0 1 0 0 0
Taper Length (ft) 50 50 50 50
Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 0.95 1.00 0.95 1.00 1.00 0.95 0.95 Ped Bike Factor
Frt 0.937 0.952
Flt Protected 0.972 0.950
Satd. Flow (prot) 0 0 0 0 3050 0 1568 3196 0 0 3132 0
Flt Permitted 0.972 0.950
Satd. Flow (perm) 0 0 0 0 3050 0 1568 3196 0 0 3132 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 166 87
Link Speed (mph) 30 30 35 35
Link Distance (ft) 855 1108 612 817
Travel Time (s) 19.4 25.2 11.9 15.9
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
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 0.71 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 13% 2% 3% 7% 2% 2% 3% 6% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 0 0 0 224 5 166 215 440 0 0 325 152
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 0 395 0 215 440 0 0 477 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.07 1.07 1.07 1.07 1.07 1.07 1.15 1.07 1.07 1.07 1.07 1.07 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 2 1 2 2
Detector Template Left Thru Left Thru Thru
Leading Detector (ft) 20 100 20 100 100
Trailing Detector (ft) 0 0 0 0 0
Turn Type Perm NA Prot NA NA
Protected Phases 4 1 6 2
Permitted Phases 4
Detector Phase 4 4 1 6 2
Switch Phase
Redlands Regular Meeting of 03-05-2024 Page C-13 269 of 967 Neighborhoods at Lugonia Village Existing AM
5: Tennessee St & I-10 WB Ramps 01/13/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 10.0 23.5 22.5
Total Split (s) 27.0 27.0 31.0 63.0 32.0
Total Split (%) 30.0% 30.0% 34.4% 70.0% 35.6%
Maximum Green (s) 21.5 21.5 26.0 57.5 26.5
Yellow Time (s) 4.5 4.5 4.0 4.5 4.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.5 5.0 5.5 5.5
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0
Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0
Recall Mode None None None C-Min C-Min
Walk Time (s) 7.0
Flash Dont Walk (s) 11.0
Pedestrian Calls (#/hr) 2
Act Effct Green (s) 12.6 17.6 66.4 43.8
Actuated g/C Ratio 0.14 0.20 0.74 0.49
v/c Ratio 0.69 0.70 0.19 0.30
Control Delay 27.2 36.6 7.7 13.5
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 27.2 36.6 7.7 13.5

LOS C D A B
Approach Delay 27.2 17.2 13.5
Approach LOS C B B
90th %ile Green (s) 18.2 18.2 24.2 60.8 31.6
90th %ile Term Code Gap Gap Gap Coord Coord
70th %ile Green (s) 14.5 14.5 20.4 64.5 39.1
70th %ile Term Code Gap Gap Gap Coord Coord
50th %ile Green (s) 12.4 12.4 17.6 66.6 44.0
50th %ile Term Code Gap Gap Gap Coord Coord
30th %ile Green (s) 10.4 10.4 14.8 68.6 48.8
30th %ile Term Code Gap Gap Gap Coord Coord
10th %ile Green (s) 7.5 7.5 10.8 71.5 55.7
10th %ile Term Code Gap Gap Gap Coord Coord
Stops (vph) 206 192 238 209
Fuel Used(gal) 7 4 4 7
CO Emissions (g/hr) 459 274 304 507
NOx Emissions (g/hr) 89 53 59 99
VOC Emissions (g/hr) 106 64 70 118
Dilemma Vehicles (#) 0 0 32 23
Queue Length 50th (ft) 64 117 87 65
Queue Length 95th (ft) 105 186 116 128
Internal Link Dist (ft) 775 1028 532 737
Turn Bay Length (ft) 150
Base Capacity (vph) 854 452 2358 1570
Redlands Regular Meeting of 03-05-2024 Page C-14 270 of 967 Neighborhoods at Lugonia Village Existing AM
5: Tennessee St & I-10 WB Ramps 01/13/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.46 0.48 0.19 0.30
Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 46.5 (52%), Referenced to phase 2:SBT and 6:NBT, Start of Green Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.70
Intersection Signal Delay: 18.7 Intersection LOS: B
Intersection Capacity Utilization 57.7% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 5: Tennessee St & I-10 WB Ramps
Redlands Regular Meeting of 03-05-2024 Page C-15 271 of 967 Neighborhoods at Lugonia Village Existing AM
5: Tennessee St & I-10 WB Ramps 01/13/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 217 5 161 209 427 0 0 315 108 Future Volume (veh/h) 0 0 0 217 5 161 209 427 0 0 315 108 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 1772 1617 1772 1660 1702 0 0 1758 1716 Adj Flow Rate, veh/h 224 5 166 215 440 0 0 325 152
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.71 Percent Heavy Veh, % 2 13 2 3 7 0 0 3 6
Cap, veh/h 273 7 237 246 2265 0 0 1089 499
Arrive On Green 0.18 0.18 0.18 0.31 1.00 0.00 0.00 0.49 0.49 Sat Flow, veh/h 1540 40 1337 1581 3318 0 0 2313 1019
Grp Volume(v), veh/h 224 0 171 215 440 0 0 242 235
Grp Sat Flow(s),veh/h/ln 1540 0 1377 1581 1617 0 0 1670 1574 Q Serve(g_s), s 12.6 0.0 10.5 11.6 0.0 0.0 0.0 7.8 8.1
Cycle Q Clear(g_c), s 12.6 0.0 10.5 11.6 0.0 0.0 0.0 7.8 8.1 Prop In Lane 1.00 0.97 1.00 0.00 0.00 0.65
Lane Grp Cap(c), veh/h 273 0 244 246 2265 0 0 817 771
V/C Ratio(X) 0.82 0.00 0.70 0.88 0.19 0.00 0.00 0.30 0.30 Avail Cap(c_a), veh/h 368 0 329 457 2265 0 0 817 771
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.94 0.94 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 35.6 0.0 34.8 30.2 0.0 0.0 0.0 13.7 13.8 Incr Delay (d2), s/veh 10.3 0.0 4.1 9.0 0.2 0.0 0.0 0.9 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.4 0.0 3.7 4.2 0.1 0.0 0.0 2.9 2.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.9 0.0 38.9 39.2 0.2 0.0 0.0 14.6 14.8 LnGrp LOS D A D D A A A B B
Approach Vol, veh/h 395 655 477
Approach Delay, s/veh 42.9 13.0 14.7
Approach LOS D B B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 19.0 49.6 21.5 68.5
Change Period (Y+Rc), s 5.0 5.5 5.5 5.5
Max Green Setting (Gmax), s 26.0 26.5 21.5 57.5
Max Q Clear Time (g_c+I1), s 13.6 10.1 14.6 2.0
Green Ext Time (p_c), s 0.5 2.6 1.4 3.2
Intersection Summary
HCM 6th Ctrl Delay 21.3
HCM 6th LOS C
Redlands Regular Meeting of 03-05-2024 Page C-16 272 of 967 Neighborhoods at Lugonia Village Existing AM
6: Tennessee St & I-10 EB Ramps 01/13/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 127 144 321 0 0 0 0 509 112 108 424 0 Future Volume (vph) 127 144 321 0 0 0 0 509 112 108 424 0 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1700 1800 1800 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 0 0 0 0 0 200 0
Storage Lanes 0 0 0 0 0 0 1 0
Taper Length (ft) 50 50 50 50
Lane Util. Factor 0.95 0.95 0.95 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 1.00 Ped Bike Factor
Frt 0.919 0.973
Flt Protected 0.989 0.950
Satd. Flow (prot) 0 2977 0 0 0 0 0 3169 0 1553 3353 0
Flt Permitted 0.989 0.950
Satd. Flow (perm) 0 2977 0 0 0 0 0 3169 0 1553 3353 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 328 33
Link Speed (mph) 30 30 35 35
Link Distance (ft) 1215 643 585 612
Travel Time (s) 27.6 14.6 11.4 11.9
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 5% 7% 3% 2% 2% 2% 2% 5% 5% 4% 2% 2%
Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 130 147 328 0 0 0 0 519 114 110 433 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 605 0 0 0 0 0 633 0 110 433 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.15 1.07 1.07 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 2 2 1 2
Detector Template Left Thru Thru Left Thru
Leading Detector (ft) 20 100 100 20 100
Trailing Detector (ft) 0 0 0 0 0
Turn Type Perm NA NA Prot NA
Protected Phases 8 6 5 2
Permitted Phases 8
Detector Phase 8 8 6 5 2
Switch Phase
Redlands Regular Meeting of 03-05-2024 Page C-17 273 of 967 Neighborhoods at Lugonia Village Existing AM
6: Tennessee St & I-10 EB Ramps 01/13/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 23.5 23.5 31.5 10.0 23.5
Total Split (s) 31.0 31.0 39.0 20.0 59.0
Total Split (%) 34.4% 34.4% 43.3% 22.2% 65.6%
Maximum Green (s) 25.5 25.5 33.5 15.0 53.5
Yellow Time (s) 4.5 4.5 4.5 4.0 4.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.5 5.5 5.0 5.5
Lead/Lag Lag Lead
Lead-Lag Optimize? Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0
Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0
Recall Mode None None C-Min None C-Min
Walk Time (s) 7.0
Flash Dont Walk (s) 19.0
Pedestrian Calls (#/hr) 3
Act Effct Green (s) 15.9 48.9 11.6 63.1
Actuated g/C Ratio 0.18 0.54 0.13 0.70
v/c Ratio 0.76 0.36 0.55 0.18
Control Delay 21.8 14.5 40.8 2.3
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 21.8 14.5 40.8 2.3

LOS C B D A
Approach Delay 21.8 14.5 10.1
Approach LOS C B B
90th %ile Green (s) 23.7 23.7 34.0 16.3 55.3
90th %ile Term Code Gap Gap Coord Gap Coord
70th %ile Green (s) 19.1 19.1 41.3 13.6 59.9
70th %ile Term Code Gap Gap Coord Gap Coord
50th %ile Green (s) 15.6 15.6 46.8 11.6 63.4
50th %ile Term Code Gap Gap Coord Gap Coord
30th %ile Green (s) 12.9 12.9 51.4 9.7 66.1
30th %ile Term Code Gap Gap Coord Gap Coord
10th %ile Green (s) 8.0 8.0 71.0 0.0 71.0
10th %ile Term Code Gap Gap Coord Skip Coord
Stops (vph) 258 344 95 106
Fuel Used(gal) 10 7 2 3
CO Emissions (g/hr) 676 492 146 201
NOx Emissions (g/hr) 132 96 28 39
VOC Emissions (g/hr) 157 114 34 47
Dilemma Vehicles (#) 0 34 0 7
Queue Length 50th (ft) 77 101 53 9
Queue Length 95th (ft) 123 188 82 12
Internal Link Dist (ft) 1135 563 505 532
Turn Bay Length (ft) 200
Base Capacity (vph) 1078 1736 263 2352
Redlands Regular Meeting of 03-05-2024 Page C-18 274 of 967 Neighborhoods at Lugonia Village Existing AM
6: Tennessee St & I-10 EB Ramps 01/13/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.56 0.36 0.42 0.18
Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 77.6 (86%), Referenced to phase 2:SBT and 6:NBT, Start of Green Natural Cycle: 65
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.76
Intersection Signal Delay: 15.6 Intersection LOS: B
Intersection Capacity Utilization 57.7% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 6: Tennessee St & I-10 EB Ramps
Redlands Regular Meeting of 03-05-2024 Page C-19 275 of 967 Neighborhoods at Lugonia Village Existing AM
6: Tennessee St & I-10 EB Ramps 01/13/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 127 144 321 0 0 0 0 509 112 108 424 0 Future Volume (veh/h) 127 144 321 0 0 0 0 509 112 108 424 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 1730 1702 1758 0 1730 1730 1647 1772 0 Adj Flow Rate, veh/h 130 147 328 0 519 114 110 433 0
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 5 7 3 0 5 5 4 2 0
Cap, veh/h 200 226 370 0 1283 280 137 2092 0
Arrive On Green 0.26 0.26 0.26 0.00 0.48 0.48 0.03 0.21 0.00 Sat Flow, veh/h 780 882 1442 0 2768 586 1569 3455 0
Grp Volume(v), veh/h 277 0 328 0 317 316 110 433 0
Grp Sat Flow(s),veh/h/ln 1663 0 1442 0 1643 1624 1569 1683 0 Q Serve(g_s), s 13.4 0.0 19.7 0.0 11.2 11.3 6.3 9.6 0.0 Cycle Q Clear(g_c), s 13.4 0.0 19.7 0.0 11.2 11.3 6.3 9.6 0.0 Prop In Lane 0.47 1.00 0.00 0.36 1.00 0.00
Lane Grp Cap(c), veh/h 427 0 370 0 786 777 137 2092 0
V/C Ratio(X) 0.65 0.00 0.89 0.00 0.40 0.41 0.80 0.21 0.00 Avail Cap(c_a), veh/h 471 0 409 0 786 777 261 2092 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 0.96 0.96 0.00 Uniform Delay (d), s/veh 29.8 0.0 32.2 0.0 15.2 15.2 42.9 17.4 0.0 Incr Delay (d2), s/veh 2.7 0.0 19.1 0.0 1.5 1.6 10.0 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 5.5 0.0 8.6 0.0 4.2 4.2 2.9 4.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.6 0.0 51.3 0.0 16.7 16.8 52.9 17.6 0.0 LnGrp LOS C A D A B B D B A
Approach Vol, veh/h 605 633 543
Approach Delay, s/veh 42.7 16.7 24.7
Approach LOS D B C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 61.4 12.9 48.6 28.6
Change Period (Y+Rc), s 5.5 5.0 5.5 5.5
Max Green Setting (Gmax), s 53.5 15.0 33.5 25.5
Max Q Clear Time (g_c+I1), s 11.6 8.3 13.3 21.7
Green Ext Time (p_c), s 3.1 0.1 3.8 1.4
Intersection Summary
HCM 6th Ctrl Delay 28.0
HCM 6th LOS C
Redlands Regular Meeting of 03-05-2024 Page C-20 276 of 967 Neighborhoods at Lugonia Village Existing AM
7: Lugonia Ave & Citrus Plaza Dr 01/13/2023
Synchro 11 Report
Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 14 185 442 84 142 64
Future Volume (vph) 14 185 442 84 142 64
Ideal Flow (vphpl) 1700 1800 1800 1800 1600 1800
Lane Width (ft) 12 12 12 12 12 12
Grade (%) 0% 0% 0%
Storage Length (ft) 185 0 200 0
Storage Lanes1 0 1 1
Taper Length (ft) 50 50
Lane Util. Factor 1.00 0.95 0.95 0.95 0.97 1.00
Ped Bike Factor
Frt 0.976 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot) 1583 3320 3219 0 2891 1485
Flt Permitted 0.950 0.950
Satd. Flow (perm) 1583 3320 3219 0 2891 1485
Right Turn on Red Yes Yes
Satd. Flow (RTOR) 53 67
Link Speed (mph) 40 40 35
Link Distance (ft) 2554 510 1299
Travel Time (s) 43.5 8.7 25.3
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Growth Factor 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 2% 3% 4% 2% 2% 3%
Bus Blockages (#/hr) 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0%
Adj. Flow (vph) 15 195 465 88 149 67
Shared Lane Traffic (%)
Lane Group Flow (vph) 15 195 553 0 149 67
Enter Blocked Intersection No No No No No No
Lane Alignment Left Left Left Right Left Right
Median Width(ft) 12 12 24
Link Offset(ft) 0 00
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.15 1.07 1.07 1.07 1.24 1.07
Turning Speed (mph) 15 9 15 9
Number of Detectors 1 2 2 1 1
Detector Template Left Thru Thru Left Right
Leading Detector (ft) 20 100 100 20 20
Trailing Detector (ft) 0 0 0 0 0
Turn Type Prot NA NA Prot Perm
Protected Phases 5 2 64
Permitted Phases4
Detector Phase 5 2 6 4 4
Switch Phase
Redlands Regular Meeting of 03-05-2024 Page C-21 277 of 967 Neighborhoods at Lugonia Village Existing AM
7: Lugonia Ave & Citrus Plaza Dr 01/13/2023
Synchro 11 Report
Lane Group EBL EBT WBT WBR SBL SBR
Minimum Initial (s) 3.0 5.0 5.0 5.0 5.0
Minimum Split (s) 7.8 11.3 32.3 9.8 9.8
Total Split (s) 9.0 46.0 37.0 14.0 14.0
Total Split (%) 15.0% 76.7% 61.7% 23.3% 23.3%
Maximum Green (s) 4.2 39.7 30.7 9.2 9.2
Yellow Time (s) 3.5 5.0 5.0 3.5 3.5
All-Red Time (s) 1.3 1.3 1.3 1.3 1.3
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.8 6.3 6.3 4.8 4.8
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0
Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0
Recall Mode None Min Min None None
Walk Time (s) 7.0
Flash Dont Walk (s) 19.0
Pedestrian Calls (#/hr)0
Act Effct Green (s) 4.3 19.0 17.7 7.2 7.2
Actuated g/C Ratio 0.13 0.57 0.53 0.21 0.21
v/c Ratio 0.07 0.10 0.32 0.24 0.18
Control Delay 16.6 5.4 7.4 13.2 6.2
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 16.6 5.4 7.4 13.2 6.2

LOS B A A B A
Approach Delay 6.2 7.4 11.0
Approach LOS A AB
90th %ile Green (s) 4.2 26.0 17.0 9.2 9.2
90th %ile Term Code Max Hold Gap Max Max
70th %ile Green (s) 0.0 11.7 11.7 7.5 7.5
70th %ile Term Code Skip Hold Gap Gap Gap
50th %ile Green (s) 0.0 11.4 11.4 6.9 6.9
50th %ile Term Code Skip Dwell Dwell Gap Gap
30th %ile Green (s) 0.0 16.9 16.9 6.6 6.6
30th %ile Term Code Skip Dwell Dwell Gap Gap
10th %ile Green (s) 0.0 21.3 21.3 0.0 0.0
10th %ile Term Code Skip Dwell Dwell Skip Skip
Stops (vph) 16 87 278 106 20
Fuel Used(gal) 0 4 7 4 1
CO Emissions (g/hr) 31 298 460 272 101
NOx Emissions (g/hr) 6 58 90 53 20
VOC Emissions (g/hr) 7 69 107 63 23
Dilemma Vehicles (#) 0 22 59 0 0
Queue Length 50th (ft) 2 8 26 9 0
Queue Length 95th (ft) 17 21 84 36 23
Internal Link Dist (ft) 2474 430 1219
Turn Bay Length (ft) 185 200
Base Capacity (vph) 204 3225 2934 817 468
Redlands Regular Meeting of 03-05-2024 Page C-22 278 of 967 Neighborhoods at Lugonia Village Existing AM
7: Lugonia Ave & Citrus Plaza Dr 01/13/2023
Synchro 11 Report
Lane Group EBL EBT WBT WBR SBL SBR
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.07 0.06 0.19 0.18 0.14
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 33.6
Natural Cycle: 50
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.32
Intersection Signal Delay: 8.0 Intersection LOS: A
Intersection Capacity Utilization 29.8% ICU Level of Service A Analysis Period (min) 15
90th %ile Actuated Cycle: 46.3
70th %ile Actuated Cycle: 30.3
50th %ile Actuated Cycle: 29.4
30th %ile Actuated Cycle: 34.6
10th %ile Actuated Cycle: 27.6
Splits and Phases: 7: Lugonia Ave & Citrus Plaza Dr
Redlands Regular Meeting of 03-05-2024 Page C-23 279 of 967 Neighborhoods at Lugonia Village Existing AM
7: Lugonia Ave & Citrus Plaza Dr 01/13/2023
Synchro 11 Report
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 14 185 442 84 142 64
Future Volume (veh/h) 14 185 442 84 142 64
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 1673 1758 1744 1772 1575 1758
Adj Flow Rate, veh/h 15 195 465 88 149 67
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 2 3 4 2 2 3
Cap, veh/h 19 1626 873 164 407 208
Arrive On Green 0.01 0.49 0.31 0.31 0.14 0.14
Sat Flow, veh/h 1594 3428 2870 523 2910 1490
Grp Volume(v), veh/h 15 195 276 277 149 67
Grp Sat Flow(s),veh/h/ln 1594 1670 1657 1650 1455 1490
Q Serve(g_s), s 0.3 0.9 4.1 4.1 1.4 1.2
Cycle Q Clear(g_c), s 0.3 0.9 4.1 4.1 1.4 1.2
Prop In Lane 1.00 0.32 1.00 1.00
Lane Grp Cap(c), veh/h 19 1626 520 518 407 208
V/C Ratio(X) 0.80 0.12 0.53 0.54 0.37 0.32
Avail Cap(c_a), veh/h 225 4458 1710 1703 900 461
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 14.7 4.2 8.4 8.4 11.6 11.5
Incr Delay (d2), s/veh 52.5 0.0 0.8 0.9 0.6 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 0.3 0.1 0.9 0.9 0.3 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 67.2 4.2 9.2 9.3 12.1 12.4
LnGrp LOS E A A A B B
Approach Vol, veh/h 210 553 216
Approach Delay, s/veh 8.7 9.3 12.2
Approach LOS A A B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 20.8 9.0 5.1 15.6
Change Period (Y+Rc), s * 6.3 * 4.8 * 4.8 * 6.3
Max Green Setting (Gmax), s * 40 * 9.2 * 4.2 * 31
Max Q Clear Time (g_c+I1), s 2.9 3.4 2.3 6.1
Green Ext Time (p_c), s 1.2 0.3 0.0 3.2
Intersection Summary
HCM 6th Ctrl Delay 9.8
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Redlands Regular Meeting of 03-05-2024 Page C-24 280 of 967 Neighborhoods at Lugonia Village Existing AM
9: New York St & Lugonia Ave 01/13/2023
Synchro 11 Report
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 298 84 39 531 88 26
Future Volume (vph) 298 84 39 531 88 26
Ideal Flow (vphpl) 1800 1800 1700 1800 1800 1800
Lane Width (ft) 12 12 12 12 12 12
Grade (%) 0% 0% 0%
Storage Length (ft) 0 100 0 0
Storage Lanes 1 1 1 0
Taper Length (ft) 50 50
Lane Util. Factor 0.95 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor 0.98
Frt 0.850 0.969
Flt Protected 0.950 0.963
Satd. Flow (prot) 3257 1515 1583 1765 1606 0
Flt Permitted 0.950 0.963
Satd. Flow (perm) 3257 1481 1583 1765 1606 0
Right Turn on Red Yes Yes
Satd. Flow (RTOR) 95 18
Link Speed (mph) 35 35 40
Link Distance (ft) 710 320 976
Travel Time (s) 13.8 6.2 16.6
Confl. Peds. (#/hr)1
Confl. Bikes (#/hr)
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88
Growth Factor 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 5% 1% 2% 2% 3% 10%
Bus Blockages (#/hr) 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0%
Adj. Flow (vph) 339 95 44 603 100 30
Shared Lane Traffic (%)
Lane Group Flow (vph) 339 95 44 603 130 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 12 12
Link Offset(ft)0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.07 1.07 1.15 1.07 1.07 1.07
Turning Speed (mph) 9 15 15 9
Number of Detectors 2 1 1 2 1
Detector Template Thru Right Left Thru Left
Leading Detector (ft) 100 20 20 100 20
Trailing Detector (ft) 0 0 0 0 0
Turn Type NA Perm Prot NA Prot
Protected Phases2 1 6 4
Permitted Phases2
Detector Phase 2 2 1 6 4
Switch Phase
Redlands Regular Meeting of 03-05-2024 Page C-25 281 of 967 Neighborhoods at Lugonia Village Existing AM
9: New York St & Lugonia Ave 01/13/2023
Synchro 11 Report
Lane Group EBT EBR WBL WBT NBL NBR
Minimum Initial (s) 15.0 15.0 10.0 15.0 15.0
Minimum Split (s) 23.3 23.3 15.0 23.3 23.0
Total Split (s) 39.0 39.0 17.0 56.0 24.0
Total Split (%) 48.8% 48.8% 21.3% 70.0% 30.0%
Maximum Green (s) 33.7 33.7 12.0 50.7 19.0
Yellow Time (s) 4.3 4.3 4.0 4.3 4.0
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.3 5.3 5.0 5.3 5.0
Lead/Lag Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0
Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0
Recall Mode Min Min None Min None
Walk Time (s) 7.0 7.0
Flash Dont Walk (s) 8.0 8.0
Pedestrian Calls (#/hr) 1 1
Act Effct Green (s) 23.6 23.6 10.3 28.8 15.4
Actuated g/C Ratio 0.49 0.49 0.22 0.60 0.32
v/c Ratio 0.21 0.12 0.13 0.57 0.25
Control Delay 12.7 4.9 19.6 11.4 14.7
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 12.7 4.9 19.6 11.4 14.7

LOS B A B B B
Approach Delay 11.0 12.0 14.7
Approach LOSB B B
90th %ile Green (s) 16.3 16.3 10.0 31.3 15.0
90th %ile Term Code Hold Hold Min Gap Min
70th %ile Green (s) 15.0 15.0 10.0 30.0 15.0
70th %ile Term Code Min Min Min Hold Min
50th %ile Green (s) 20.9 20.9 0.0 20.9 15.0
50th %ile Term Code Hold Hold Skip Gap Min
30th %ile Green (s) 21.0 21.0 0.0 21.0 15.0
30th %ile Term Code Dwell Dwell Skip Dwell Min
10th %ile Green (s) 30.0 30.0 0.0 30.0 0.0
10th %ile Term Code Dwell Dwell Skip Dwell Skip
Stops (vph) 186 18 35 336 74
Fuel Used(gal) 5 1 1 5 2
CO Emissions (g/hr) 322 63 36 349 128
NOx Emissions (g/hr) 63 12 7 68 25
VOC Emissions (g/hr) 75 15 8 81 30
Dilemma Vehicles (#) 21 0 0 36 0
Queue Length 50th (ft) 26 0 9 123 21
Queue Length 95th (ft) 75 26 35 203 66
Internal Link Dist (ft) 630 240 896
Turn Bay Length (ft) 100
Base Capacity (vph) 2355 1097 407 1699 665
Redlands Regular Meeting of 03-05-2024 Page C-26 282 of 967 Neighborhoods at Lugonia Village Existing AM
9: New York St & Lugonia Ave 01/13/2023
Synchro 11 Report
Lane Group EBT EBR WBL WBT NBL NBR
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.14 0.09 0.11 0.35 0.20
Intersection Summary
Area Type: Other
Cycle Length: 80
Actuated Cycle Length: 47.9
Natural Cycle: 65
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.57
Intersection Signal Delay: 11.9 Intersection LOS: B
Intersection Capacity Utilization 50.6% ICU Level of Service A Analysis Period (min) 15
90th %ile Actuated Cycle: 56.6
70th %ile Actuated Cycle: 55.3
50th %ile Actuated Cycle: 46.2
30th %ile Actuated Cycle: 46.3
10th %ile Actuated Cycle: 35.3
Splits and Phases: 9: New York St & Lugonia Ave
Redlands Regular Meeting of 03-05-2024 Page C-27 283 of 967 Neighborhoods at Lugonia Village Existing AM
9: New York St & Lugonia Ave 01/13/2023
Synchro 11 Report
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 298 84 39 531 88 26
Future Volume (veh/h) 298 84 39 531 88 26
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 1730 1786 1673 1772 1758 1660
Adj Flow Rate, veh/h 339 95 44 603 100 30
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88
Percent Heavy Veh, % 5 1 2 2 3 10
Cap, veh/h 1050 483 148 920 325 98
Arrive On Green 0.32 0.32 0.09 0.52 0.26 0.26
Sat Flow, veh/h 3373 1511 1594 1772 1243 373
Grp Volume(v), veh/h 339 95 44 603 131 0
Grp Sat Flow(s),veh/h/ln 1643 1511 1594 1772 1629 0
Q Serve(g_s), s 3.7 2.1 1.2 11.6 3.0 0.0
Cycle Q Clear(g_c), s 3.7 2.1 1.2 11.6 3.0 0.0
Prop In Lane 1.00 1.00 0.76 0.23
Lane Grp Cap(c), veh/h 1050 483 148 920 426 0
V/C Ratio(X) 0.32 0.20 0.30 0.66 0.31 0.00
Avail Cap(c_a), veh/h 2359 1085 407 1913 659 0
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 0.00
Uniform Delay (d), s/veh 12.1 11.6 19.9 8.2 13.9 0.0
Incr Delay (d2), s/veh 0.2 0.2 1.1 0.8 0.4 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.1 0.6 0.4 3.1 0.9 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 12.3 11.8 21.0 9.0 14.3 0.0
LnGrp LOS B B C A B A
Approach Vol, veh/h 434 647 131
Approach Delay, s/veh 12.2 9.8 14.3
Approach LOS B A B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 9.4 20.3 17.3 29.7
Change Period (Y+Rc), s 5.0 5.3 5.0 5.3
Max Green Setting (Gmax), s 12.0 33.7 19.0 50.7
Max Q Clear Time (g_c+I1), s 3.2 5.7 5.0 13.6
Green Ext Time (p_c), s 0.0 2.5 0.3 4.4
Intersection Summary
HCM 6th Ctrl Delay 11.2
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

Redlands Regular Meeting of 03-05-2024 Page C-28 284 of 967 Neighborhoods at Lugonia Village Existing AM
10: Lugonia Ave & Karon St 01/13/2023
Synchro 11 Report
Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 26 298 534 3 5 36
Future Volume (vph) 26 298 534 3 5 36
Ideal Flow (vphpl) 1700 1800 1800 1800 1800 1800
Lane Width (ft) 12 12 12 12 12 12
Grade (%) 0% 0% 0%
Storage Length (ft) 90 0 0 0
Storage Lanes 1 0 1 0
Taper Length (ft) 50 50
Lane Util. Factor 1.00 0.95 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.999 0.882
Flt Protected 0.950 0.994
Satd. Flow (prot) 1568 3226 1763 0 1547 0
Flt Permitted 0.950 0.994
Satd. Flow (perm) 1568 3226 1763 0 1547 0
Link Speed (mph) 35 35 30
Link Distance (ft) 320 550 1320
Travel Time (s) 6.2 10.7 30.0
Confl. Peds. (#/hr) 1 1
Confl. Bikes (#/hr)
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88
Growth Factor 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 3% 6% 2% 2% 2% 2%
Bus Blockages (#/hr) 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0%
Adj. Flow (vph) 30 339 607 3 6 41
Shared Lane Traffic (%)
Lane Group Flow (vph) 30 339 610 0 47 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Left Left Right Left Right
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.15 1.07 1.07 1.07 1.07 1.07
Turning Speed (mph) 15 9 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 39.9% ICU Level of Service A Analysis Period (min) 15
Redlands Regular Meeting of 03-05-2024 Page C-29 285 of 967 Neighborhoods at Lugonia Village Existing AM
10: Lugonia Ave & Karon St 01/13/2023
Synchro 11 Report
Intersection
Int Delay, s/veh 0.9
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 26 298 534 3 5 36
Future Vol, veh/h 26 298 534 3 5 36
Conflicting Peds, #/hr 1 0 0 1 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 90 - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 88 88 88 88 88 88
Heavy Vehicles, % 3 6 2 2 2 2
Mvmt Flow 30 339 607 3 6 41
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 611 0 - 0 840 610
Stage 1 - - - - 610 -
Stage 2 - - - - 230 -
Critical Hdwy 4.145 - - - 6.63 6.23
Critical Hdwy Stg 1 - - - - 5.43 -
Critical Hdwy Stg 2 - - - - 5.83 -
Follow-up Hdwy 2.2285 - - - 3.519 3.319
Pot Cap-1 Maneuver 960 - - - 319 493
Stage 1 - - - - 541 -
Stage 2 - - - - 787 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 959 - - - 308 493
Mov Cap-2 Maneuver - - - - 308 -
Stage 1 - - - - 524 -
Stage 2 - - - - 786 -
Approach EB WB SB
HCM Control Delay, s 0.7 0 13.7

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 959 - - - 459
HCM Lane V/C Ratio 0.031 - - - 0.102
HCM Control Delay (s) 8.9 - - - 13.7
HCM Lane LOS A - - - B
HCM 95th %tile Q(veh) 0.1 - - - 0.3
Redlands Regular Meeting of 03-05-2024 Page C-30 286 of 967 Neighborhoods at Lugonia Village Existing AM
11: Karon St & Pennsylvania Ave 01/13/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 22 0 3 0 6 23 0 6 0
Future Volume (vph) 0 0 0 22 0 3 0 6 23 0 6 0
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 0 0 0 0 0 0 0
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 50 50 50 50
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor
Frt 0.983 0.892
Flt Protected 0.958
Satd. Flow (prot) 0 1765 0 0 1678 0 0 1565 0 0 1782 0
Flt Permitted 0.958
Satd. Flow (perm) 0 1765 0 0 1678 0 0 1565 0 0 1782 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 326 965 1320 300
Travel Time (s) 7.4 21.9 30.0 6.8
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 1% 2% 1% 2% 1% 3% 1% 1% 2%
Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 0 0 0 27 0 4 0 7 28 0 7 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 0 31 0 0 35 0 0 7 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Free Free Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) 15
Redlands Regular Meeting of 03-05-2024 Page C-31 287 of 967 Neighborhoods at Lugonia Village Existing AM
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Synchro 11 Report
Intersection
Int Delay, s/veh 7.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 22 0 3 0 6 23 0 6 0
Future Vol, veh/h 0 0 0 22 0 3 0 6 23 0 6 0
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 83 83 83 83 83 83 83 83 83 83 83 83
Heavy Vehicles, % 2 2 2 1 2 1 2 1 3 1 1 2
Mvmt Flow 0 0 0 27 0 4 0 7 28 0 7 0
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 4 0 0 1 0 0 - 59 1 75 57 -
Stage 1 - - - - - - - 1 - 56 56 -
Stage 2 - - - - - - - 58 - 19 1 -
Critical Hdwy 4.12 - - 4.11 - - - 6.51 6.23 7.11 6.51 - Critical Hdwy Stg 1 - - - - - - - 5.51 - 6.11 5.51 -
Critical Hdwy Stg 2 - - - - - - - 5.51 - 6.11 5.51 -
Follow-up Hdwy 2.218 - - 2.209 - - - 4.009 3.327 3.509 4.009 - Pot Cap-1 Maneuver 1618 - - 1628 - - 0 834 1081 917 836 0 Stage 1 - - - - - - 0 897 - 959 850 0
Stage 2 - - - - - - 0 849 - 1003 897 0
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1618 - - 1628 - - - 820 1081 876 822 - Mov Cap-2 Maneuver - - - - - - - 820 - 876 822 -
Stage 1 - - - - - - - 897 - 959 836 -
Stage 2 - - - - - - - 835 - 969 897 -
Approach EB WB NB SB
HCM Control Delay, s 0 6.4 8.7 9.4

HCM LOS A A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 1014 1618 - - 1628 - - 822
HCM Lane V/C Ratio 0.034 - - - 0.016 - - 0.009
HCM Control Delay (s) 8.7 0 - - 7.2 0 - 9.4
HCM Lane LOS A A - - A A - A
HCM 95th %tile Q(veh) 0.1 0 - - 0.1 - - 0
Redlands Regular Meeting of 03-05-2024 Page C-32 288 of 967 Neighborhoods at Lugonia Village Existing AM
12: Texas St & Pennsylvania Ave 01/13/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 25 10 15 131 25 49 5 182 44 42 252 6 Future Volume (vph) 25 10 15 131 25 49 5 182 44 42 252 6 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 0 0 0 0 0 0 0
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 50 50 50 50
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor
Frt 0.959 0.967 0.974 0.997
Flt Protected 0.976 0.969 0.999 0.993
Satd. Flow (prot) 0 1614 0 0 1662 0 0 1724 0 0 1762 0
Flt Permitted 0.976 0.969 0.999 0.993
Satd. Flow (perm) 0 1614 0 0 1662 0 0 1724 0 0 1762 0
Link Speed (mph) 30 30 40 40
Link Distance (ft) 965 361 1334 655
Travel Time (s) 21.9 8.2 22.7 11.2
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 1% 7% 8% 1% 1% 3% 1% 1% 4% 1% 1% 7%
Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 26 11 16 138 26 52 5 192 46 44 265 6
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 53 0 0 216 0 0 243 0 0 315 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 57.0% ICU Level of Service B Analysis Period (min) 15
Redlands Regular Meeting of 03-05-2024 Page C-33 289 of 967 Neighborhoods at Lugonia Village Existing AM
12: Texas St & Pennsylvania Ave 01/13/2023
Synchro 11 Report
Intersection
Intersection Delay, s/veh 11.1
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 25 10 15 131 25 49 5 182 44 42 252 6 Future Vol, veh/h 25 10 15 131 25 49 5 182 44 42 252 6
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, % 1 7 8 1 1 3 1 1 4 1 1 7
Mvmt Flow 26 11 16 138 26 52 5 192 46 44 265 6
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 9.2 11 10.6 12

HCM LOS A B B B

Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 2% 50% 64% 14%
Vol Thru, % 79% 20% 12% 84%
Vol Right, % 19% 30% 24% 2%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 231 50 205 300
LT Vol 5 25 131 42
Through Vol 182 10 25 252
RT Vol 44 15 49 6
Lane Flow Rate 243 53 216 316
Geometry Grp 1 1 1 1
Degree of Util (X) 0.34 0.083 0.324 0.444
Departure Headway (Hd) 5.035 5.653 5.409 5.056
Convergence, Y/N Yes Yes Yes Yes
Cap 717 633 665 717
Service Time 3.045 3.696 3.443 3.065
HCM Lane V/C Ratio 0.339 0.084 0.325 0.441
HCM Control Delay 10.6 9.2 11 12
HCM Lane LOS B A B B
HCM 95th-tile Q 1.5 0.3 1.4 2.3
Redlands Regular Meeting of 03-05-2024 Page C-34 290 of 967 Neighborhoods at Lugonia Village Existing AM
13: Texas St & Lugonia Ave 01/13/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 35 223 45 191 422 25 45 174 94 23 295 72 Future Volume (vph) 35 223 45 191 422 25 45 174 94 23 295 72 Ideal Flow (vphpl) 1700 1800 1800 1700 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 105 0 100 0 0 50 0 50
Storage Lanes 1 0 1 0 0 1 0 1
Taper Length (ft) 50 50 50 50
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor
Frt 0.975 0.992 0.850 0.850
Flt Protected 0.950 0.950 0.990 0.996
Satd. Flow (prot) 1599 3211 0 1599 3315 0 0 1764 1443 0 1773 1500 Flt Permitted 0.950 0.950 0.785 0.965
Satd. Flow (perm) 1599 3211 0 1599 3315 0 0 1399 1443 0 1717 1500 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 27 9 135 135
Link Speed (mph) 35 35 40 40
Link Distance (ft) 425 524 671 1334
Travel Time (s) 8.3 10.2 11.4 22.7
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 1% 4% 3% 1% 2% 8% 1% 1% 6% 3% 1% 2%
Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 38 242 49 208 459 27 49 189 102 25 321 78 Shared Lane Traffic (%)
Lane Group Flow (vph) 38 291 0 208 486 0 0 238 102 0 346 78 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.15 1.07 1.07 1.15 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 2 1 2 1 2 1 1 2 1
Detector Template Left Thru Left Thru Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 100 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0
Turn Type Prot NA Prot NA Perm NA Perm Perm NA Perm
Protected Phases 5 2 1 6 8 4
Permitted Phases 8 8 4 4
Detector Phase 5 2 1 6 8 8 8 4 4 4
Switch Phase
Redlands Regular Meeting of 03-05-2024 Page C-35 291 of 967 Neighborhoods at Lugonia Village Existing AM
13: Texas St & Lugonia Ave 01/13/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.7 31.7 9.7 31.7 31.7 31.7 31.7 31.7 31.7 31.7 Total Split (s) 11.1 32.0 24.0 44.9 34.0 34.0 34.0 34.0 34.0 34.0 Total Split (%) 12.3% 35.6% 26.7% 49.9% 37.8% 37.8% 37.8% 37.8% 37.8% 37.8% Maximum Green (s) 6.4 27.3 19.3 40.2 29.3 29.3 29.3 29.3 29.3 29.3 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode None Min None Min None None None Min Min Min Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0
Act Effct Green (s) 6.4 10.6 13.0 24.9 17.1 17.1 17.1 17.1 Actuated g/C Ratio 0.12 0.19 0.23 0.45 0.31 0.31 0.31 0.31 v/c Ratio 0.21 0.46 0.56 0.33 0.55 0.19 0.66 0.14
Control Delay 30.8 22.5 27.1 12.8 22.6 2.8 24.2 1.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 30.8 22.5 27.1 12.8 22.6 2.8 24.2 1.4

LOS C C C B C A C A
Approach Delay 23.4 17.1 16.7 20.0
Approach LOS C B B C
90th %ile Green (s) 6.4 14.9 19.3 27.8 27.1 27.1 27.1 27.1 27.1 27.1 90th %ile Term Code Max Gap Max Hold Hold Hold Hold Gap Gap Gap 70th %ile Green (s) 6.4 12.3 15.8 21.7 20.6 20.6 20.6 20.6 20.6 20.6 70th %ile Term Code Max Gap Gap Hold Hold Hold Hold Gap Gap Gap 50th %ile Green (s) 0.0 10.4 12.8 27.9 16.6 16.6 16.6 16.6 16.6 16.6 50th %ile Term Code Skip Gap Gap Hold Hold Hold Hold Gap Gap Gap 30th %ile Green (s) 0.0 8.8 10.4 23.9 13.4 13.4 13.4 13.4 13.4 13.4 30th %ile Term Code Skip Gap Gap Hold Hold Hold Hold Gap Gap Gap 10th %ile Green (s) 0.0 7.1 7.8 19.6 9.9 9.9 9.9 9.9 9.9 9.9 10th %ile Term Code Skip Gap Gap Hold Hold Hold Hold Gap Gap Gap Stops (vph) 33 194 153 263 166 7 250 3
Fuel Used(gal) 1 5 3 5 4 1 7 1
CO Emissions (g/hr) 50 320 204 338 254 39 482 49
NOx Emissions (g/hr) 10 62 40 66 49 7 94 10
VOC Emissions (g/hr) 12 74 47 78 59 9 112 11
Dilemma Vehicles (#) 0 16 0 28 14 0 21 0
Queue Length 50th (ft) 11 39 58 40 62 0 94 0
Queue Length 95th (ft) 45 93 147 124 149 18 208 8
Internal Link Dist (ft) 345 444 591 1254
Turn Bay Length (ft) 105 100 50 50
Base Capacity (vph) 194 1676 585 2508 777 862 954 893
Redlands Regular Meeting of 03-05-2024 Page C-36 292 of 967 Neighborhoods at Lugonia Village Existing AM
13: Texas St & Lugonia Ave 01/13/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Starvation Cap Reductn 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.20 0.17 0.36 0.19 0.31 0.12 0.36 0.09 Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 55.5
Natural Cycle: 80
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.66
Intersection Signal Delay: 18.9 Intersection LOS: B
Intersection Capacity Utilization 65.5% ICU Level of Service C Analysis Period (min) 15
90th %ile Actuated Cycle: 75.4
70th %ile Actuated Cycle: 62.8
50th %ile Actuated Cycle: 53.9
30th %ile Actuated Cycle: 46.7
10th %ile Actuated Cycle: 38.9
Splits and Phases: 13: Texas St & Lugonia Ave
Redlands Regular Meeting of 03-05-2024 Page C-37 293 of 967 Neighborhoods at Lugonia Village Existing AM
13: Texas St & Lugonia Ave 01/13/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 35 223 45 191 422 25 45 174 94 23 295 72 Future Volume (veh/h) 35 223 45 191 422 25 45 174 94 23 295 72 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 1687 1744 1758 1687 1772 1688 1786 1786 1716 1758 1786 1772 Adj Flow Rate, veh/h 38 242 49 208 459 27 49 189 102 25 321 78 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, % 1 4 3 1 2 8 1 1 6 3 1 2
Cap, veh/h 61 386 77 252 836 49 72 223 689 63 475 712
Arrive On Green 0.04 0.14 0.14 0.16 0.26 0.26 0.47 0.47 0.47 0.47 0.47 0.47 Sat Flow, veh/h 1606 2754 548 1606 3232 190 4 471 1454 2 1002 1502 Grp Volume(v), veh/h 38 144 147 208 239 247 238 0 102 346 0 78 Grp Sat Flow(s),veh/h/ln 1606 1657 1645 1606 1683 1738 475 0 1454 1004 0 1502 Q Serve(g_s), s 1.4 5.0 5.2 7.7 7.5 7.6 0.4 0.0 2.4 0.4 0.0 1.8 Cycle Q Clear(g_c), s 1.4 5.0 5.2 7.7 7.5 7.6 29.2 0.0 2.4 29.2 0.0 1.8 Prop In Lane 1.00 0.33 1.00 0.11 0.21 1.00 0.07 1.00
Lane Grp Cap(c), veh/h 61 232 230 252 436 450 296 0 689 538 0 712 V/C Ratio(X) 0.62 0.62 0.64 0.82 0.55 0.55 0.81 0.00 0.15 0.64 0.00 0.11 Avail Cap(c_a), veh/h 167 735 730 504 1100 1135 299 0 692 542 0 715 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 29.1 24.9 25.0 25.1 19.7 19.7 14.4 0.0 9.2 12.1 0.0 9.0 Incr Delay (d2), s/veh 9.7 2.7 2.9 6.7 1.1 1.1 14.7 0.0 0.1 2.6 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 2.0 2.1 3.2 2.8 2.9 2.8 0.0 0.6 2.8 0.0 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.8 27.6 27.9 31.8 20.8 20.8 29.0 0.0 9.3 14.6 0.0 9.1 LnGrp LOS D C C C C C C A A B A A
Approach Vol, veh/h 329 694 340 424
Approach Delay, s/veh 29.1 24.1 23.1 13.6
Approach LOS C C C B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 14.4 13.4 33.9 7.1 20.7 33.9
Change Period (Y+Rc), s * 4.7 * 4.7 * 4.7 * 4.7 * 4.7 * 4.7 Max Green Setting (Gmax), s * 19 * 27 * 29 * 6.4 * 40 * 29 Max Q Clear Time (g_c+I1), s 9.7 7.2 31.2 3.4 9.6 31.2
Green Ext Time (p_c), s 0.4 1.5 0.0 0.0 3.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 22.3
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Redlands Regular Meeting of 03-05-2024 Page C-38 294 of 967 Neighborhoods at Lugonia Village ___________________________________________________________________________________________________________________ Traffic Study Appendix D:

Existing Year 2021 PM Peak Hour Analysis Worksheets 21
Redlands Regular Meeting of 03-05-2024 295 of 967
Neighborhoods at Lugonia Village Existing PM
1: Citrus Plaza Dr/I-210 EB Ramp & San Bernardino Ave 01/13/2023 Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 102 580 70 125 230 129 40 61 269 144 256 125 Future Volume (vph) 102 580 70 125 230 129 40 61 269 144 256 125 Ideal Flow (vphpl) 1700 1800 1800 1700 1800 1800 1700 1800 1800 1700 1800 1800 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 260 0 175 175 225 0 75 0
Storage Lanes 1 1 1 1 1 1 1 0
Taper Length (ft) 50 50 50 50
Lane Util. Factor 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 Ped Bike Factor 1.00
Frt 0.850 0.850 0.850 0.951
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1583 3353 1500 1583 1698 1471 1583 1765 1500 1568 3164 0 Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1583 3353 1500 1583 1698 1471 1583 1765 1500 1568 3164 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 155 155 121 75
Link Speed (mph) 30 30 35 30
Link Distance (ft) 1161 720 1341 1495
Travel Time (s) 26.4 16.4 26.1 34.0
Confl. Peds. (#/hr) 2
Confl. Bikes (#/hr)
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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 6% 4% 2% 2% 2% 3% 2% 3%
Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 105 598 72 129 237 133 41 63 277 148 264 129 Shared Lane Traffic (%)
Lane Group Flow (vph) 105 598 72 129 237 133 41 63 277 148 393 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.15 1.07 1.07 1.15 1.07 1.07 1.15 1.07 1.07 1.15 1.07 1.07 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 2 1 1 2 1 1 2 1 1 2
Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru Leading Detector (ft) 20 100 20 20 100 20 20 100 20 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0
Turn Type Prot NA Perm Prot NA Perm Prot NA pm+ov Prot NA Protected Phases 5 2 1 6 3 8 1 7 4
Permitted Phases 2 6 8
Detector Phase 5 2 2 1 6 6 3 8 1 7 4
Switch Phase
Redlands Regular Meeting of 03-05-2024 Page D-1 296 of 967 Neighborhoods at Lugonia Village Existing PM
1: Citrus Plaza Dr/I-210 EB Ramp & San Bernardino Ave 01/13/2023 Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Initial (s) 5.0 10.0 10.0 5.0 5.0 5.0 5.0 5.0 5.0 10.0 10.0 Minimum Split (s) 22.5 38.0 38.0 22.5 37.0 37.0 9.7 37.0 22.5 14.7 37.0 Total Split (s) 22.5 38.4 38.4 22.6 38.5 38.5 12.4 37.0 22.6 22.0 46.6 Total Split (%) 18.8% 32.0% 32.0% 18.8% 32.1% 32.1% 10.3% 30.8% 18.8% 18.3% 38.8% Maximum Green (s) 17.8 32.4 32.4 17.9 32.5 32.5 7.7 31.0 17.9 17.3 40.6 Yellow Time (s) 3.7 5.0 5.0 3.7 5.0 5.0 3.7 5.0 3.7 3.7 5.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.7 6.0 6.0 4.7 6.0 6.0 4.7 6.0 4.7 4.7 6.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode None Min Min None Min Min None None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 25.0 25.0 24.0 24.0 24.0 24.0
Pedestrian Calls (#/hr) 0 0 0 0 0 2
Act Effct Green (s) 11.3 21.0 21.0 12.3 25.8 25.8 7.4 10.1 24.9 14.4 19.2 Actuated g/C Ratio 0.15 0.27 0.27 0.16 0.33 0.33 0.10 0.13 0.32 0.19 0.25 v/c Ratio 0.45 0.66 0.14 0.51 0.42 0.22 0.27 0.27 0.49 0.51 0.47 Control Delay 42.2 30.4 0.6 42.8 27.9 4.4 45.5 38.0 14.9 41.3 24.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 42.2 30.4 0.6 42.8 27.9 4.4 45.5 38.0 14.9 41.3 24.0

LOS D C A D C A D D B D C
Approach Delay 29.2 25.5 22.0 28.7
Approach LOS C C C C
90th %ile Green (s) 17.4 32.4 32.4 17.9 32.9 32.9 7.7 21.4 17.9 17.3 31.0 90th %ile Term Code Gap Max Max Max Hold Hold Max Hold Max Max Ped 70th %ile Green (s) 13.2 24.5 24.5 14.7 26.0 26.0 7.7 10.0 14.7 16.3 18.6 70th %ile Term Code Gap Gap Gap Gap Hold Hold Max Gap Gap Gap Hold 50th %ile Green (s) 11.0 21.3 21.3 12.2 22.5 22.5 7.7 8.5 12.2 13.4 14.2 50th %ile Term Code Gap Gap Gap Gap Hold Hold Max Gap Gap Gap Hold 30th %ile Green (s) 9.0 17.2 17.2 9.9 18.1 18.1 0.0 7.1 9.9 10.8 22.6 30th %ile Term Code Gap Gap Gap Gap Hold Hold Skip Gap Gap Gap Hold 10th %ile Green (s) 0.0 11.1 11.1 7.0 22.8 22.8 0.0 0.0 7.0 11.3 10.0 10th %ile Term Code Skip Gap Gap Gap Hold Hold Skip Skip Gap Hold Min Stops (vph) 85 471 0 106 170 11 38 51 105 121 238
Fuel Used(gal) 2 11 1 2 4 1 1 2 7 4 8
CO Emissions (g/hr) 159 800 45 166 247 63 99 141 470 249 532 NOx Emissions (g/hr) 31 156 9 32 48 12 19 27 92 48 104
VOC Emissions (g/hr) 37 185 10 39 57 15 23 33 109 58 123 Dilemma Vehicles (#) 0 0 0 0 0 0 0 3 0 0 0
Queue Length 50th (ft) 47 131 0 57 92 0 18 28 53 65 73
Queue Length 95th (ft) 124 252 0 147 214 32 65 77 142 168 141 Internal Link Dist (ft) 1081 640 1261 1415
Turn Bay Length (ft) 260 175 175 225 75
Base Capacity (vph) 399 1542 773 402 784 763 173 776 696 385 1854 Redlands Regular Meeting of 03-05-2024 Page D-2 297 of 967 Neighborhoods at Lugonia Village Existing PM
1: Citrus Plaza Dr/I-210 EB Ramp & San Bernardino Ave 01/13/2023 Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.26 0.39 0.09 0.32 0.30 0.17 0.24 0.08 0.40 0.38 0.21 Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 77.1
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.66
Intersection Signal Delay: 27.0 Intersection LOS: C
Intersection Capacity Utilization 59.3% ICU Level of Service B Analysis Period (min) 15
90th %ile Actuated Cycle: 110.4
70th %ile Actuated Cycle: 86.9
50th %ile Actuated Cycle: 76.8
30th %ile Actuated Cycle: 66.4
10th %ile Actuated Cycle: 44.8
Splits and Phases: 1: Citrus Plaza Dr/I-210 EB Ramp & San Bernardino Ave Redlands Regular Meeting of 03-05-2024 Page D-3 298 of 967 Neighborhoods at Lugonia Village Existing PM
1: Citrus Plaza Dr/I-210 EB Ramp & San Bernardino Ave 01/13/2023 Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 102 580 70 125 230 129 40 61 269 144 256 125 Future Volume (veh/h) 102 580 70 125 230 129 40 61 269 144 256 125 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 1673 1772 1772 1673 1716 1744 1673 1772 1772 1660 1772 1758 Adj Flow Rate, veh/h 105 598 72 129 237 133 41 63 277 148 264 129 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 Percent Heavy Veh, % 2 2 2 2 6 4 2 2 2 3 2 3
Cap, veh/h 151 840 375 175 454 391 62 363 472 211 662 314 Arrive On Green 0.09 0.25 0.25 0.11 0.26 0.26 0.04 0.20 0.20 0.13 0.30 0.30 Sat Flow, veh/h 1594 3367 1502 1594 1716 1478 1594 1772 1502 1581 2214 1050 Grp Volume(v), veh/h 105 598 72 129 237 133 41 63 277 148 199 194 Grp Sat Flow(s),veh/h/ln 1594 1683 1502 1594 1716 1478 1594 1772 1502 1581 1683 1580 Q Serve(g_s), s 4.5 11.5 2.7 5.5 8.3 5.1 1.8 2.1 11.0 6.3 6.6 6.9 Cycle Q Clear(g_c), s 4.5 11.5 2.7 5.5 8.3 5.1 1.8 2.1 11.0 6.3 6.6 6.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.66
Lane Grp Cap(c), veh/h 151 840 375 175 454 391 62 363 472 211 504 473 V/C Ratio(X) 0.70 0.71 0.19 0.74 0.52 0.34 0.66 0.17 0.59 0.70 0.39 0.41 Avail Cap(c_a), veh/h 401 1542 688 403 788 679 173 776 823 387 966 907 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 31.0 24.2 20.9 30.5 22.2 21.0 33.5 23.2 20.4 29.3 19.7 19.8 Incr Delay (d2), s/veh 5.7 1.1 0.2 6.0 0.9 0.5 11.2 0.2 1.2 4.2 0.5 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.9 4.4 0.9 2.3 3.3 1.7 0.9 0.8 3.7 2.6 2.5 2.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 36.7 25.4 21.2 36.5 23.1 21.5 44.7 23.4 21.6 33.5 20.2 20.4 LnGrp LOS D C C D C C D C C C C C
Approach Vol, veh/h 775 499 381 541
Approach Delay, s/veh 26.5 26.1 24.4 23.9
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 12.5 23.6 7.5 27.2 11.4 24.7 14.2 20.5 Change Period (Y+Rc), s * 4.7 6.0 * 4.7 6.0 * 4.7 6.0 * 4.7 6.0 Max Green Setting (Gmax), s * 18 32.4 * 7.7 40.6 * 18 32.5 * 17 31.0 Max Q Clear Time (g_c+I1), s 7.5 13.5 3.8 8.9 6.5 10.3 8.3 13.0 Green Ext Time (p_c), s 0.2 4.2 0.0 2.6 0.2 1.8 0.2 1.2 Intersection Summary
HCM 6th Ctrl Delay 25.4
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Redlands Regular Meeting of 03-05-2024 Page D-4 299 of 967 Neighborhoods at Lugonia Village Existing PM
2: Tennessee St/I-210 WB Ramp & San Bernardino Ave 01/13/2023 Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 393 481 119 23 320 159 54 374 37 184 12 110 Future Volume (vph) 393 481 119 23 320 159 54 374 37 184 12 110 Ideal Flow (vphpl) 1600 1800 1800 1700 1800 1800 1700 1800 1800 1700 1800 1800 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 245 0 160 0 100 100 110 0
Storage Lanes 2 1 1 1 1 1 1 0
Taper Length (ft) 50 50 50 50
Lane Util. Factor 0.97 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 1.00 1.00 Ped Bike Factor
Frt 0.850 0.850 0.987 0.864
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 2891 1765 1485 1583 1748 1485 1568 3309 0 1568 1470 0 Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 2891 1765 1485 1583 1748 1485 1568 3309 0 1568 1470 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 155 198 8 113
Link Speed (mph) 30 45 35 30
Link Distance (ft) 720 275 1384 996
Travel Time (s) 16.4 4.2 27.0 22.6
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 3% 2% 3% 3% 3% 2% 2% 3% 4% 6%
Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 405 496 123 24 330 164 56 386 38 190 12 113 Shared Lane Traffic (%)
Lane Group Flow (vph) 405 496 123 24 330 164 56 424 0 190 125 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.24 1.07 1.07 1.15 1.07 1.07 1.15 1.07 1.07 1.15 1.07 1.07 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 2 1 1 2 1 1 2 1 2
Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Leading Detector (ft) 20 100 20 20 100 20 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0
Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases 2 6
Detector Phase 5 2 2 1 6 6 3 8 7 4
Switch Phase
Redlands Regular Meeting of 03-05-2024 Page D-5 300 of 967 Neighborhoods at Lugonia Village Existing PM
2: Tennessee St/I-210 WB Ramp & San Bernardino Ave 01/13/2023 Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Initial (s) 10.0 5.0 5.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 14.7 36.0 36.0 14.7 36.0 36.0 14.7 35.0 14.7 35.0 Total Split (s) 25.3 46.8 46.8 14.7 36.2 36.2 15.1 35.0 23.5 43.4 Total Split (%) 21.1% 39.0% 39.0% 12.3% 30.2% 30.2% 12.6% 29.2% 19.6% 36.2% Maximum Green (s) 20.6 40.8 40.8 10.0 30.2 30.2 10.4 29.0 18.8 37.4 Yellow Time (s) 3.7 5.0 5.0 3.7 5.0 5.0 3.7 5.0 3.7 5.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.7 6.0 6.0 4.7 6.0 6.0 4.7 6.0 4.7 6.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode None Min Min None Min Min None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 23.0 23.0 23.0 23.0 22.0 22.0
Pedestrian Calls (#/hr) 0 0 0 0 0 0
Act Effct Green (s) 18.4 41.9 41.9 10.3 23.7 23.7 10.5 18.4 16.4 28.4 Actuated g/C Ratio 0.19 0.42 0.42 0.10 0.24 0.24 0.11 0.19 0.17 0.29 v/c Ratio 0.76 0.66 0.17 0.15 0.79 0.32 0.34 0.68 0.73 0.25 Control Delay 50.2 31.4 2.6 49.3 51.1 4.3 53.2 44.3 59.5 8.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 50.2 31.4 2.6 49.3 51.1 4.3 53.2 44.3 59.5 8.9

LOS D C A D D A D D E A
Approach Delay 35.3 36.2 45.4 39.4
Approach LOS D D D D
90th %ile Green (s) 20.6 40.8 40.8 10.0 30.2 30.2 10.4 25.6 18.8 34.0 90th %ile Term Code Max Max Max Max Max Max Max Gap Max Hold 70th %ile Green (s) 20.6 40.8 40.8 10.0 30.2 30.2 10.4 21.2 18.8 29.6 70th %ile Term Code Max Max Max Max Max Max Max Gap Max Hold 50th %ile Green (s) 20.6 50.3 50.3 0.0 25.0 25.0 10.0 18.8 18.8 27.6 50th %ile Term Code Max Hold Hold Skip Gap Gap Min Gap Max Hold 30th %ile Green (s) 17.1 42.4 42.4 0.0 20.6 20.6 10.0 15.7 15.2 20.9 30th %ile Term Code Gap Hold Hold Skip Gap Gap Min Gap Gap Hold 10th %ile Green (s) 12.9 32.1 32.1 0.0 14.5 14.5 0.0 11.8 10.8 27.3 10th %ile Term Code Gap Hold Hold Skip Gap Gap Skip Gap Gap Hold Stops (vph) 348 369 6 22 284 10 48 358 159 22
Fuel Used(gal) 8 8 1 1 9 1 2 14 5 1
CO Emissions (g/hr) 569 546 53 44 597 77 140 1007 317 90 NOx Emissions (g/hr) 111 106 10 9 116 15 27 196 62 17
VOC Emissions (g/hr) 132 127 12 10 138 18 32 233 74 21
Dilemma Vehicles (#) 0 0 0 0 14 0 0 15 0 0
Queue Length 50th (ft) 131 232 0 15 208 0 36 138 120 6
Queue Length 95th (ft) #221 #503 24 45 334 32 84 202 #247 52 Internal Link Dist (ft) 640 195 1304 916
Turn Bay Length (ft) 245 160 100 110
Base Capacity (vph) 621 789 750 165 550 603 170 1006 307 642 Redlands Regular Meeting of 03-05-2024 Page D-6 301 of 967 Neighborhoods at Lugonia Village Existing PM
2: Tennessee St/I-210 WB Ramp & San Bernardino Ave 01/13/2023 Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.65 0.63 0.16 0.15 0.60 0.27 0.33 0.42 0.62 0.19 Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 99
Natural Cycle: 105
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.79
Intersection Signal Delay: 38.1 Intersection LOS: D
Intersection Capacity Utilization 76.4% ICU Level of Service D Analysis Period (min) 15
90th %ile Actuated Cycle: 116.6
70th %ile Actuated Cycle: 112.2
50th %ile Actuated Cycle: 104.6
30th %ile Actuated Cycle: 90
10th %ile Actuated Cycle: 71.4
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Splits and Phases: 2: Tennessee St/I-210 WB Ramp & San Bernardino Ave Redlands Regular Meeting of 03-05-2024 Page D-7 302 of 967 Neighborhoods at Lugonia Village Existing PM
2: Tennessee St/I-210 WB Ramp & San Bernardino Ave 01/13/2023 Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 393 481 119 23 320 159 54 374 37 184 12 110 Future Volume (veh/h) 393 481 119 23 320 159 54 374 37 184 12 110 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 1575 1772 1758 1673 1758 1758 1660 1772 1772 1660 1744 1716 Adj Flow Rate, veh/h 405 496 123 24 330 164 56 386 38 190 12 113 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 Percent Heavy Veh, % 2 2 3 2 3 3 3 2 2 3 4 6
Cap, veh/h 502 621 522 83 404 343 144 538 53 228 33 308 Arrive On Green 0.17 0.35 0.35 0.05 0.23 0.23 0.09 0.17 0.17 0.14 0.23 0.23 Sat Flow, veh/h 2910 1772 1490 1594 1758 1490 1581 3097 303 1581 144 1356 Grp Volume(v), veh/h 405 496 123 24 330 164 56 209 215 190 0 125 Grp Sat Flow(s),veh/h/ln 1455 1772 1490 1594 1758 1490 1581 1683 1717 1581 0 1500 Q Serve(g_s), s 10.2 19.3 4.5 1.1 13.6 7.3 2.6 9.0 9.1 9.0 0.0 5.4 Cycle Q Clear(g_c), s 10.2 19.3 4.5 1.1 13.6 7.3 2.6 9.0 9.1 9.0 0.0 5.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.18 1.00 0.90
Lane Grp Cap(c), veh/h 502 621 522 83 404 343 144 292 298 228 0 341 V/C Ratio(X) 0.81 0.80 0.24 0.29 0.82 0.48 0.39 0.71 0.72 0.83 0.00 0.37 Avail Cap(c_a), veh/h 783 944 794 208 693 587 215 637 650 388 0 732 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 30.5 22.4 17.6 34.9 28.0 25.5 32.8 29.9 29.9 31.9 0.0 25.0 Incr Delay (d2), s/veh 3.5 2.9 0.2 1.9 4.1 1.0 1.7 3.3 3.3 7.7 0.0 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.7 8.0 1.5 0.4 5.7 2.5 1.0 3.7 3.8 3.8 0.0 1.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.9 25.3 17.8 36.8 32.0 26.6 34.5 33.1 33.2 39.5 0.0 25.6 LnGrp LOS C C B D C C C C C D A C
Approach Vol, veh/h 1024 518 480 315
Approach Delay, s/veh 27.8 30.5 33.3 34.0
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 8.7 32.8 11.7 23.4 17.9 23.6 15.8 19.3 Change Period (Y+Rc), s * 4.7 6.0 * 4.7 6.0 * 4.7 6.0 * 4.7 6.0 Max Green Setting (Gmax), s * 10 40.8 * 10 37.4 * 21 30.2 * 19 29.0 Max Q Clear Time (g_c+I1), s 3.1 21.3 4.6 7.4 12.2 15.6 11.0 11.1 Green Ext Time (p_c), s 0.0 3.5 0.0 0.8 1.0 2.0 0.3 2.2 Intersection Summary
HCM 6th Ctrl Delay 30.4
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Redlands Regular Meeting of 03-05-2024 Page D-8 303 of 967 Neighborhoods at Lugonia Village Existing PM
4: Tennessee St & Lugonia Ave 01/13/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 59 740 404 116 426 107 301 299 206 73 75 6 Future Volume (vph) 59 740 404 116 426 107 301 299 206 73 75 6 Ideal Flow (vphpl) 1700 1800 1800 1700 1800 1800 1700 1800 1800 1700 1800 1800 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 130 110 150 0 200 0 100 50
Storage Lanes 1 1 1 0 1 1 1 1
Taper Length (ft) 50 50 50 50
Lane Util. Factor 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.98 1.00 0.99 0.98
Frt 0.850 0.970 0.850 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1583 3353 1500 1583 1703 0 1583 1765 1471 1583 1748 1500 Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1583 3353 1470 1583 1703 0 1583 1765 1449 1583 1748 1463 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 319 15 212 133
Link Speed (mph) 40 35 35 35
Link Distance (ft) 349 421 663 1312
Travel Time (s) 5.9 8.2 12.9 25.6
Confl. Peds. (#/hr) 8 3 3 3
Confl. Bikes (#/hr)
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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 4% 2% 3% 2%
Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 61 763 416 120 439 110 310 308 212 75 77 6 Shared Lane Traffic (%)
Lane Group Flow (vph) 61 763 416 120 549 0 310 308 212 75 77 6 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.15 1.07 1.07 1.15 1.07 1.07 1.15 1.07 1.07 1.15 1.07 1.07 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 2 1 1 2 1 2 1 1 2 1
Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 20 100 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0
Turn Type Prot NA Perm Prot NA Prot NA Perm Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases 2 8 4
Detector Phase 5 2 2 1 6 3 8 8 7 4 4
Switch Phase
Redlands Regular Meeting of 03-05-2024 Page D-9 304 of 967 Neighborhoods at Lugonia Village Existing PM
4: Tennessee St & Lugonia Ave 01/13/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 32.0 32.0 9.5 32.0 9.5 32.0 32.0 9.5 32.0 32.0 Total Split (s) 9.5 32.0 32.0 11.0 33.5 15.0 32.1 32.1 14.9 32.0 32.0 Total Split (%) 10.6% 35.6% 35.6% 12.2% 37.2% 16.7% 35.7% 35.7% 16.6% 35.6% 35.6% Maximum Green (s) 5.0 27.0 27.0 6.5 28.5 10.5 27.1 27.1 10.4 27.0 27.0 Yellow Time (s) 3.5 4.0 4.0 3.5 4.0 3.5 4.0 4.0 3.5 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 5.0 5.0 4.5 5.0 4.5 5.0 5.0 4.5 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode None Min Min None Min None None None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 20.0 20.0 20.0 20.0 20.0 20.0 20.0
Pedestrian Calls (#/hr) 8 8 3 3 3 3 3
Act Effct Green (s) 5.3 24.5 24.5 6.9 29.3 11.2 19.0 19.0 8.7 16.6 16.6 Actuated g/C Ratio 0.07 0.32 0.32 0.09 0.39 0.15 0.25 0.25 0.11 0.22 0.22 v/c Ratio 0.55 0.71 0.60 0.83 0.82 1.33 0.70 0.41 0.41 0.20 0.01 Control Delay 60.6 28.3 10.7 84.4 38.0 209.1 36.6 6.4 42.9 26.0 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 60.6 28.3 10.7 84.4 38.0 209.1 36.6 6.4 42.9 26.0 0.0

LOS E C B F D F D A D C A
Approach Delay 24.0 46.3 93.3 33.0
Approach LOS C D F C
90th %ile Green (s) 5.0 27.0 27.0 6.5 28.5 10.5 27.1 27.1 10.4 27.0 27.0 90th %ile Term Code Max Max Max Max Max Max Max Max Max Ped Ped 70th %ile Green (s) 5.0 27.0 27.0 6.5 28.5 10.5 23.6 23.6 10.4 23.5 23.5 70th %ile Term Code Max Max Max Max Max Max Gap Gap Max Hold Hold 50th %ile Green (s) 5.0 27.0 27.0 6.5 28.5 10.5 20.1 20.1 9.2 18.8 18.8 50th %ile Term Code Max Max Max Max Max Max Gap Gap Gap Hold Hold 30th %ile Green (s) 5.0 27.0 27.0 6.5 28.5 10.5 15.8 15.8 7.6 12.9 12.9 30th %ile Term Code Max Hold Hold Max Max Max Gap Gap Gap Hold Hold 10th %ile Green (s) 0.0 14.3 14.3 6.5 25.3 10.5 10.0 10.0 0.0 0.0 0.0 10th %ile Term Code Skip Gap Gap Max Hold Max Gap Gap Skip Skip Skip Stops (vph) 50 610 99 83 394 196 252 25 65 56 0
Fuel Used(gal) 2 15 4 4 11 18 7 3 3 2 0
CO Emissions (g/hr) 109 1019 294 249 799 1223 512 186 178 159 8 NOx Emissions (g/hr) 21 198 57 48 156 238 100 36 35 31 2 VOC Emissions (g/hr) 25 236 68 58 185 284 119 43 41 37 2 Dilemma Vehicles (#) 0 44 0 0 30 0 15 0 0 3 0
Queue Length 50th (ft) 31 176 35 62 258 ~225 144 0 36 32 0 Queue Length 95th (ft) #100 274 137 #184 #523 #420 233 49 84 65 0 Internal Link Dist (ft) 269 341 583 1232
Turn Bay Length (ft) 130 110 150 200 100 50
Base Capacity (vph) 110 1269 755 144 689 233 670 682 230 661 636 Redlands Regular Meeting of 03-05-2024 Page D-10 305 of 967 Neighborhoods at Lugonia Village Existing PM
4: Tennessee St & Lugonia Ave 01/13/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.55 0.60 0.55 0.83 0.80 1.33 0.46 0.31 0.33 0.12 0.01 Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 75.9
Natural Cycle: 105
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.33
Intersection Signal Delay: 49.5 Intersection LOS: D
Intersection Capacity Utilization 75.1% ICU Level of Service D Analysis Period (min) 15
90th %ile Actuated Cycle: 90
70th %ile Actuated Cycle: 86.5
50th %ile Actuated Cycle: 81.8
30th %ile Actuated Cycle: 75.9
10th %ile Actuated Cycle: 45.3
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Splits and Phases: 4: Tennessee St & Lugonia Ave
Redlands Regular Meeting of 03-05-2024 Page D-11 306 of 967 Neighborhoods at Lugonia Village Existing PM
4: Tennessee St & Lugonia Ave 01/13/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 59 740 404 116 426 107 301 299 206 73 75 6 Future Volume (veh/h) 59 740 404 116 426 107 301 299 206 73 75 6 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1673 1772 1744 1673 1758 1772 Adj Flow Rate, veh/h 61 763 416 120 439 110 310 308 212 75 77 6 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 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 4 2 3 2
Cap, veh/h 80 1155 511 148 527 132 242 410 340 93 242 204 Arrive On Green 0.05 0.34 0.34 0.09 0.39 0.39 0.15 0.23 0.23 0.06 0.14 0.14 Sat Flow, veh/h 1594 3367 1491 1594 1366 342 1594 1772 1472 1594 1758 1485 Grp Volume(v), veh/h 61 763 416 120 0 549 310 308 212 75 77 6 Grp Sat Flow(s),veh/h/ln 1594 1683 1491 1594 0 1709 1594 1772 1472 1594 1758 1485 Q Serve(g_s), s 2.6 13.3 17.6 5.1 0.0 20.1 10.5 11.2 8.9 3.2 2.7 0.2 Cycle Q Clear(g_c), s 2.6 13.3 17.6 5.1 0.0 20.1 10.5 11.2 8.9 3.2 2.7 0.2 Prop In Lane 1.00 1.00 1.00 0.20 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 80 1155 511 148 0 659 242 410 340 93 242 204 V/C Ratio(X) 0.77 0.66 0.81 0.81 0.00 0.83 1.28 0.75 0.62 0.81 0.32 0.03 Avail Cap(c_a), veh/h 115 1316 583 150 0 705 242 695 577 240 687 581 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.4 19.3 20.7 30.8 0.0 19.2 29.3 24.7 23.8 32.2 26.9 25.8 Incr Delay (d2), s/veh 16.7 1.0 7.7 27.5 0.0 8.1 153.7 2.8 1.9 15.1 0.8 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 4.7 6.6 3.0 0.0 8.5 14.1 4.7 3.1 1.6 1.1 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 49.2 20.3 28.4 58.3 0.0 27.3 183.0 27.5 25.7 47.3 27.6 25.9 LnGrp LOS D C C E A C F C C D C C
Approach Vol, veh/h 1240 669 830 158
Approach Delay, s/veh 24.5 32.8 85.1 36.9
Approach LOS C C F D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 10.9 28.7 15.0 14.5 7.9 31.6 8.5 21.0 Change Period (Y+Rc), s 4.5 5.0 4.5 5.0 4.5 5.0 4.5 5.0 Max Green Setting (Gmax), s 6.5 27.0 10.5 27.0 5.0 28.5 10.4 27.1 Max Q Clear Time (g_c+I1), s 7.1 19.6 12.5 4.7 4.6 22.1 5.2 13.2 Green Ext Time (p_c), s 0.0 3.8 0.0 0.3 0.0 1.9 0.1 2.1 Intersection Summary
HCM 6th Ctrl Delay 44.4
HCM 6th LOS D
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5: Tennessee St & I-10 WB Ramps 01/13/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 119 3 214 223 680 0 0 518 105 Future Volume (vph) 0 0 0 119 3 214 223 680 0 0 518 105 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1700 1800 1800 1800 1800 1800 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 0 0 0 150 0 0 0
Storage Lanes 0 0 0 0 1 0 0 0
Taper Length (ft) 50 50 50 50
Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 0.95 1.00 0.95 1.00 1.00 0.95 0.95 Ped Bike Factor
Frt 0.904 0.975
Flt Protected 0.983 0.950
Satd. Flow (prot) 0 0 0 0 2959 0 1568 3353 0 0 3269 0
Flt Permitted 0.983 0.950
Satd. Flow (perm) 0 0 0 0 2959 0 1568 3353 0 0 3269 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 225 29
Link Speed (mph) 30 30 35 35
Link Distance (ft) 855 1063 612 817
Travel Time (s) 19.4 24.2 11.9 15.9
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 4% 2% 2% 3% 2% 2% 2% 2% 2%
Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 0 0 0 125 3 225 235 716 0 0 545 111
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 0 353 0 235 716 0 0 656 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.07 1.07 1.07 1.07 1.07 1.07 1.15 1.07 1.07 1.07 1.07 1.07 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 2 1 2 2
Detector Template Left Thru Left Thru Thru
Leading Detector (ft) 20 100 20 100 100
Trailing Detector (ft) 0 0 0 0 0
Turn Type Perm NA Prot NA NA
Protected Phases 4 1 6 2
Permitted Phases 4
Detector Phase 4 4 1 6 2
Switch Phase
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5: Tennessee St & I-10 WB Ramps 01/13/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 10.0 23.5 22.5
Total Split (s) 24.0 24.0 30.0 66.0 36.0
Total Split (%) 26.7% 26.7% 33.3% 73.3% 40.0%
Maximum Green (s) 18.5 18.5 25.0 60.5 30.5
Yellow Time (s) 4.5 4.5 4.0 4.5 4.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.5 5.0 5.5 5.5
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0
Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0
Recall Mode None None None C-Min C-Min
Walk Time (s) 7.0
Flash Dont Walk (s) 11.0
Pedestrian Calls (#/hr) 1
Act Effct Green (s) 9.9 18.6 69.1 45.5
Actuated g/C Ratio 0.11 0.21 0.77 0.51
v/c Ratio 0.67 0.73 0.28 0.39
Control Delay 20.4 43.9 0.9 15.7
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 20.4 43.9 0.9 15.7

LOS C D A B
Approach Delay 20.4 11.5 15.7
Approach LOS C B B
90th %ile Green (s) 15.3 15.3 25.3 63.7 33.4
90th %ile Term Code Gap Gap Gap Coord Coord
70th %ile Green (s) 11.5 11.5 21.5 67.5 41.0
70th %ile Term Code Gap Gap Gap Coord Coord
50th %ile Green (s) 9.5 9.5 18.7 69.5 45.8
50th %ile Term Code Gap Gap Gap Coord Coord
30th %ile Green (s) 7.6 7.6 15.8 71.4 50.6
30th %ile Term Code Gap Gap Gap Coord Coord
10th %ile Green (s) 5.5 5.5 11.7 73.5 56.8
10th %ile Term Code Gap Gap Gap Coord Coord
Stops (vph) 119 176 50 367
Fuel Used(gal) 5 4 4 11
CO Emissions (g/hr) 337 301 245 797
NOx Emissions (g/hr) 66 59 48 155
VOC Emissions (g/hr) 78 70 57 185
Dilemma Vehicles (#) 0 0 19 35
Queue Length 50th (ft) 36 119 12 108
Queue Length 95th (ft) 74 m90 m3 197
Internal Link Dist (ft) 775 983 532 737
Turn Bay Length (ft) 150
Base Capacity (vph) 786 436 2575 1667
Redlands Regular Meeting of 03-05-2024 Page D-14 309 of 967 Neighborhoods at Lugonia Village Existing PM
5: Tennessee St & I-10 WB Ramps 01/13/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.45 0.54 0.28 0.39
Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 49 (54%), Referenced to phase 2:SBT and 6:NBT, Start of Green Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.73
Intersection Signal Delay: 14.5 Intersection LOS: B
Intersection Capacity Utilization 81.4% ICU Level of Service D Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 5: Tennessee St & I-10 WB Ramps
Redlands Regular Meeting of 03-05-2024 Page D-15 310 of 967 Neighborhoods at Lugonia Village Existing PM
5: Tennessee St & I-10 WB Ramps 01/13/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 119 3 214 223 680 0 0 518 105 Future Volume (veh/h) 0 0 0 119 3 214 223 680 0 0 518 105 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 1744 1772 1772 1660 1772 0 0 1772 1772 Adj Flow Rate, veh/h 125 3 225 235 716 0 0 545 111
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 4 2 2 3 2 0 0 2 2
Cap, veh/h 289 7 263 265 2365 0 0 1336 271
Arrive On Green 0.18 0.18 0.18 0.34 1.00 0.00 0.00 0.48 0.48 Sat Flow, veh/h 1650 40 1502 1581 3455 0 0 2876 566
Grp Volume(v), veh/h 128 0 225 235 716 0 0 328 328
Grp Sat Flow(s),veh/h/ln 1689 0 1502 1581 1683 0 0 1683 1670 Q Serve(g_s), s 6.1 0.0 13.1 12.7 0.0 0.0 0.0 11.4 11.4 Cycle Q Clear(g_c), s 6.1 0.0 13.1 12.7 0.0 0.0 0.0 11.4 11.4 Prop In Lane 0.98 1.00 1.00 0.00 0.00 0.34
Lane Grp Cap(c), veh/h 296 0 263 265 2365 0 0 807 801
V/C Ratio(X) 0.43 0.00 0.86 0.89 0.30 0.00 0.00 0.41 0.41 Avail Cap(c_a), veh/h 347 0 309 439 2365 0 0 807 801
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.55 0.55 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 33.1 0.0 36.0 29.1 0.0 0.0 0.0 15.2 15.2 Incr Delay (d2), s/veh 1.0 0.0 18.2 7.0 0.2 0.0 0.0 1.5 1.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 0.0 6.0 4.3 0.1 0.0 0.0 4.4 4.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.1 0.0 54.2 36.1 0.2 0.0 0.0 16.7 16.7 LnGrp LOS C A D D A A A B B
Approach Vol, veh/h 353 951 656
Approach Delay, s/veh 46.9 9.1 16.7
Approach LOS D A B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 20.1 48.6 21.3 68.7
Change Period (Y+Rc), s 5.0 5.5 5.5 5.5
Max Green Setting (Gmax), s 25.0 30.5 18.5 60.5
Max Q Clear Time (g_c+I1), s 14.7 13.4 15.1 2.0
Green Ext Time (p_c), s 0.5 3.7 0.7 5.7
Intersection Summary
HCM 6th Ctrl Delay 18.4
HCM 6th LOS B
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6: Tennessee St & I-10 EB Ramps 01/13/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 283 348 354 0 0 0 0 620 149 228 409 0 Future Volume (vph) 283 348 354 0 0 0 0 620 149 228 409 0 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1700 1800 1800 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 0 0 0 0 0 200 0
Storage Lanes 0 0 0 0 0 0 1 0
Taper Length (ft) 50 50 50 50
Lane Util. Factor 0.95 0.95 0.95 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 1.00 Ped Bike Factor
Frt 0.946 0.971
Flt Protected 0.986 0.950
Satd. Flow (prot) 0 3119 0 0 0 0 0 3256 0 1583 3320 0
Flt Permitted 0.986 0.950
Satd. Flow (perm) 0 3119 0 0 0 0 0 3256 0 1583 3320 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 128 34
Link Speed (mph) 30 30 35 35
Link Distance (ft) 1215 643 585 612
Travel Time (s) 27.6 14.6 11.4 11.9
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 3% 2% 2% 2% 2% 2% 2% 2% 2% 2% 3% 2%
Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 298 366 373 0 0 0 0 653 157 240 431 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 1037 0 0 0 0 0 810 0 240 431 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.15 1.07 1.07 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 2 2 1 2
Detector Template Left Thru Thru Left Thru
Leading Detector (ft) 20 100 100 20 100
Trailing Detector (ft) 0 0 0 0 0
Turn Type Perm NA NA Prot NA
Protected Phases 8 6 5 2
Permitted Phases 8
Detector Phase 8 8 6 5 2
Switch Phase
Redlands Regular Meeting of 03-05-2024 Page D-17 312 of 967 Neighborhoods at Lugonia Village Existing PM
6: Tennessee St & I-10 EB Ramps 01/13/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 23.5 23.5 31.5 10.0 23.5
Total Split (s) 35.0 35.0 34.0 21.0 55.0
Total Split (%) 38.9% 38.9% 37.8% 23.3% 61.1%
Maximum Green (s) 29.5 29.5 28.5 16.0 49.5
Yellow Time (s) 4.5 4.5 4.5 4.0 4.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.5 5.5 5.0 5.5
Lead/Lag Lag Lead
Lead-Lag Optimize? Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0
Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0
Recall Mode None None C-Min None C-Min
Walk Time (s) 7.0
Flash Dont Walk (s) 19.0
Pedestrian Calls (#/hr) 0
Act Effct Green (s) 30.1 28.4 15.5 48.9
Actuated g/C Ratio 0.33 0.32 0.17 0.54
v/c Ratio 0.92 0.77 0.88 0.24
Control Delay 39.7 32.6 59.6 16.1
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 39.7 32.6 59.6 16.1

LOS D C E B
Approach Delay 39.7 32.6 31.7
Approach LOS D C C
90th %ile Green (s) 29.5 29.5 28.5 16.0 49.5
90th %ile Term Code Max Max Coord Max Coord
70th %ile Green (s) 29.5 29.5 28.5 16.0 49.5
70th %ile Term Code Max Max Coord Max Coord
50th %ile Green (s) 30.0 30.0 28.0 16.0 49.0
50th %ile Term Code Max Max Coord Max Coord
30th %ile Green (s) 32.3 32.3 25.7 16.0 46.7
30th %ile Term Code Max Max Coord Max Coord
10th %ile Green (s) 29.0 29.0 31.5 13.5 50.0
10th %ile Term Code Gap Gap Coord Gap Coord
Stops (vph) 772 652 202 304
Fuel Used(gal) 22 13 5 5
CO Emissions (g/hr) 1507 927 370 380
NOx Emissions (g/hr) 293 180 72 74
VOC Emissions (g/hr) 349 215 86 88
Dilemma Vehicles (#) 0 43 0 24
Queue Length 50th (ft) 264 210 142 111
Queue Length 95th (ft) #401 280 #267 78
Internal Link Dist (ft) 1135 563 505 532
Turn Bay Length (ft) 200
Base Capacity (vph) 1130 1075 281 1830
Redlands Regular Meeting of 03-05-2024 Page D-18 313 of 967 Neighborhoods at Lugonia Village Existing PM
6: Tennessee St & I-10 EB Ramps 01/13/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.92 0.75 0.85 0.24
Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 87.5 (97%), Referenced to phase 2:SBT and 6:NBT, Start of Green Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.92
Intersection Signal Delay: 35.3 Intersection LOS: D
Intersection Capacity Utilization 81.4% ICU Level of Service D Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Splits and Phases: 6: Tennessee St & I-10 EB Ramps
Redlands Regular Meeting of 03-05-2024 Page D-19 314 of 967 Neighborhoods at Lugonia Village Existing PM
6: Tennessee St & I-10 EB Ramps 01/13/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 283 348 354 0 0 0 0 620 149 228 409 0 Future Volume (veh/h) 283 348 354 0 0 0 0 620 149 228 409 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 1758 1772 1772 0 1772 1772 1673 1758 0 Adj Flow Rate, veh/h 298 366 373 0 653 157 240 431 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 2 2 0 2 2 2 3 0
Cap, veh/h 295 372 406 0 869 209 274 1837 0
Arrive On Green 0.33 0.33 0.33 0.00 0.32 0.32 0.06 0.18 0.00 Sat Flow, veh/h 901 1135 1239 0 2781 647 1594 3428 0
Grp Volume(v), veh/h 571 0 466 0 408 402 240 431 0
Grp Sat Flow(s),veh/h/ln 1727 0 1549 0 1683 1656 1594 1670 0 Q Serve(g_s), s 29.5 0.0 26.0 0.0 19.5 19.5 13.5 9.9 0.0 Cycle Q Clear(g_c), s 29.5 0.0 26.0 0.0 19.5 19.5 13.5 9.9 0.0 Prop In Lane 0.52 0.80 0.00 0.39 1.00 0.00
Lane Grp Cap(c), veh/h 566 0 508 0 543 534 274 1837 0
V/C Ratio(X) 1.01 0.00 0.92 0.00 0.75 0.75 0.88 0.23 0.00 Avail Cap(c_a), veh/h 566 0 508 0 543 534 283 1837 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 0.93 0.93 0.00 Uniform Delay (d), s/veh 30.3 0.0 29.1 0.0 27.2 27.3 41.5 20.6 0.0 Incr Delay (d2), s/veh 40.0 0.0 21.8 0.0 9.2 9.4 23.3 0.3 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 18.0 0.0 12.3 0.0 8.8 8.7 7.5 4.2 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 70.2 0.0 50.9 0.0 36.5 36.7 64.8 20.9 0.0 LnGrp LOS F A D A D D E C A
Approach Vol, veh/h 1037 810 671
Approach Delay, s/veh 61.5 36.6 36.6
Approach LOS E D D
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 55.0 20.5 34.5 35.0
Change Period (Y+Rc), s 5.5 5.0 5.5 5.5
Max Green Setting (Gmax), s 49.5 16.0 28.5 29.5
Max Q Clear Time (g_c+I1), s 11.9 15.5 21.5 31.5
Green Ext Time (p_c), s 3.0 0.0 2.8 0.0
Intersection Summary
HCM 6th Ctrl Delay 46.9
HCM 6th LOS D
Redlands Regular Meeting of 03-05-2024 Page D-20 315 of 967 Neighborhoods at Lugonia Village Existing PM
7: Lugonia Ave & Citrus Plaza Dr 01/13/2023
Synchro 11 Report
Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 62 714 444 289 489 129
Future Volume (vph) 62 714 444 289 489 129
Ideal Flow (vphpl) 1700 1800 1800 1800 1600 1800
Lane Width (ft) 12 12 12 12 12 12
Grade (%) 0% 0% 0%
Storage Length (ft) 185 0 200 0
Storage Lanes1 0 1 1
Taper Length (ft) 50 50
Lane Util. Factor 1.00 0.95 0.95 0.95 0.97 1.00
Ped Bike Factor
Frt 0.941 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot) 1583 3353 3155 0 2891 1500
Flt Permitted 0.950 0.950
Satd. Flow (perm) 1583 3353 3155 0 2891 1500
Right Turn on Red Yes Yes
Satd. Flow (RTOR) 301 134
Link Speed (mph) 40 40 35
Link Distance (ft) 2554 510 1299
Travel Time (s) 43.5 8.7 25.3
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Growth Factor 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 2% 2% 2% 2% 2% 2%
Bus Blockages (#/hr) 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0%
Adj. Flow (vph) 65 744 463 301 509 134
Shared Lane Traffic (%)
Lane Group Flow (vph) 65 744 764 0 509 134
Enter Blocked Intersection No No No No No No
Lane Alignment Left Left Left Right Left Right
Median Width(ft) 12 12 24
Link Offset(ft) 0 00
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.15 1.07 1.07 1.07 1.24 1.07
Turning Speed (mph) 15 9 15 9
Number of Detectors 1 2 2 1 1
Detector Template Left Thru Thru Left Right
Leading Detector (ft) 20 100 100 20 20
Trailing Detector (ft) 0 0 0 0 0
Turn Type Prot NA NA Prot Perm
Protected Phases 5 2 64
Permitted Phases4
Detector Phase 5 2 6 4 4
Switch Phase
Redlands Regular Meeting of 03-05-2024 Page D-21 316 of 967 Neighborhoods at Lugonia Village Existing PM
7: Lugonia Ave & Citrus Plaza Dr 01/13/2023
Synchro 11 Report
Lane Group EBL EBT WBT WBR SBL SBR
Minimum Initial (s) 3.0 5.0 5.0 5.0 5.0
Minimum Split (s) 7.8 11.3 32.3 9.8 9.8
Total Split (s) 9.0 42.0 33.0 18.0 18.0
Total Split (%) 15.0% 70.0% 55.0% 30.0% 30.0%
Maximum Green (s) 4.2 35.7 26.7 13.2 13.2
Yellow Time (s) 3.5 5.0 5.0 3.5 3.5
All-Red Time (s) 1.3 1.3 1.3 1.3 1.3
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.8 6.3 6.3 4.8 4.8
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0
Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0
Recall Mode None Min Min None None
Walk Time (s) 7.0
Flash Dont Walk (s) 19.0
Pedestrian Calls (#/hr)6
Act Effct Green (s) 4.5 20.2 15.6 12.0 12.0
Actuated g/C Ratio 0.10 0.46 0.35 0.27 0.27
v/c Ratio 0.40 0.48 0.58 0.65 0.26
Control Delay 34.3 8.8 9.2 21.8 5.9
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 34.3 8.8 9.2 21.8 5.9

LOS C A A C A
Approach Delay 10.9 9.2 18.5
Approach LOS B AB
90th %ile Green (s) 4.2 35.0 26.0 13.2 13.2
90th %ile Term Code Max Hold Ped Max Max
70th %ile Green (s) 4.2 25.5 16.5 13.2 13.2
70th %ile Term Code Max Hold Gap Max Max
50th %ile Green (s) 4.2 23.4 14.4 13.2 13.2
50th %ile Term Code Max Hold Gap Max Max
30th %ile Green (s) 0.0 12.7 12.7 10.5 10.5
30th %ile Term Code Skip Gap Hold Gap Gap
10th %ile Green (s) 0.0 9.6 9.6 8.6 8.6
10th %ile Term Code Skip Gap Hold Gap Gap
Stops (vph) 52 408 321 379 25
Fuel Used(gal) 2 18 9 14 3
CO Emissions (g/hr) 141 1235 615 1002 196
NOx Emissions (g/hr) 27 240 120 195 38
VOC Emissions (g/hr) 33 286 143 232 45
Dilemma Vehicles (#) 0 61 67 0 0
Queue Length 50th (ft) 18 64 54 62 0
Queue Length 95th (ft) #73 93 93 #157 36
Internal Link Dist (ft) 2474 430 1219
Turn Bay Length (ft) 185 200
Base Capacity (vph) 161 2727 2148 925 571
Redlands Regular Meeting of 03-05-2024 Page D-22 317 of 967 Neighborhoods at Lugonia Village Existing PM
7: Lugonia Ave & Citrus Plaza Dr 01/13/2023
Synchro 11 Report
Lane Group EBL EBT WBT WBR SBL SBR
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.40 0.27 0.36 0.55 0.23
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 44.1
Natural Cycle: 60
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.65
Intersection Signal Delay: 12.5 Intersection LOS: B
Intersection Capacity Utilization 56.4% ICU Level of Service B Analysis Period (min) 15
90th %ile Actuated Cycle: 59.3
70th %ile Actuated Cycle: 49.8
50th %ile Actuated Cycle: 47.7
30th %ile Actuated Cycle: 34.3
10th %ile Actuated Cycle: 29.3
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Splits and Phases: 7: Lugonia Ave & Citrus Plaza Dr
Redlands Regular Meeting of 03-05-2024 Page D-23 318 of 967 Neighborhoods at Lugonia Village Existing PM
7: Lugonia Ave & Citrus Plaza Dr 01/13/2023
Synchro 11 Report
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 62 714 444 289 489 129
Future Volume (veh/h) 62 714 444 289 489 129
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 1673 1772 1772 1772 1575 1772
Adj Flow Rate, veh/h 65 744 462 301 509 134
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 75 1707 681 442 679 351
Arrive On Green 0.05 0.51 0.35 0.35 0.23 0.23
Sat Flow, veh/h 1594 3455 2046 1269 2910 1502
Grp Volume(v), veh/h 65 744 397 366 509 134
Grp Sat Flow(s),veh/h/ln 1594 1683 1683 1544 1455 1502
Q Serve(g_s), s 1.7 6.0 8.6 8.7 7.0 3.2
Cycle Q Clear(g_c), s 1.7 6.0 8.6 8.7 7.0 3.2
Prop In Lane 1.00 0.82 1.00 1.00
Lane Grp Cap(c), veh/h 75 1707 586 537 679 351
V/C Ratio(X) 0.87 0.44 0.68 0.68 0.75 0.38
Avail Cap(c_a), veh/h 156 2808 1050 963 898 463
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 20.3 6.7 11.9 11.9 15.2 13.8
Incr Delay (d2), s/veh 24.2 0.2 1.4 1.5 2.5 0.7
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 1.2 2.5 2.4 2.1 2.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 44.4 6.8 13.3 13.5 17.7 14.5
LnGrp LOS D A B B B B
Approach Vol, veh/h 809 763 643
Approach Delay, s/veh 9.9 13.4 17.1
Approach LOS A B B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 28.0 14.8 6.8 21.2
Change Period (Y+Rc), s * 6.3 * 4.8 * 4.8 * 6.3
Max Green Setting (Gmax), s * 36 * 13 * 4.2 * 27
Max Q Clear Time (g_c+I1), s 8.0 9.0 3.7 10.7
Green Ext Time (p_c), s 5.2 1.0 0.0 4.2
Intersection Summary
HCM 6th Ctrl Delay 13.2
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Redlands Regular Meeting of 03-05-2024 Page D-24 319 of 967 Neighborhoods at Lugonia Village Existing PM
9: New York St & Lugonia Ave 01/13/2023
Synchro 11 Report
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 952 162 40 503 169 57
Future Volume (vph) 952 162 40 503 169 57
Ideal Flow (vphpl) 1800 1800 1700 1800 1800 1800
Lane Width (ft) 12 12 12 12 12 12
Grade (%) 0% 0% 0%
Storage Length (ft) 0 100 0 0
Storage Lanes 1 1 1 0
Taper Length (ft) 50 50
Lane Util. Factor 0.95 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor 0.97
Frt 0.850 0.966
Flt Protected 0.950 0.964
Satd. Flow (prot) 3353 1485 1568 1765 1643 0
Flt Permitted 0.950 0.964
Satd. Flow (perm) 3353 1448 1568 1765 1643 0
Right Turn on Red Yes Yes
Satd. Flow (RTOR) 178 20
Link Speed (mph) 35 35 40
Link Distance (ft) 710 320 976
Travel Time (s) 13.8 6.2 16.6
Confl. Peds. (#/hr)2
Confl. Bikes (#/hr)
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91
Growth Factor 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 2% 3% 3% 2% 2% 2%
Bus Blockages (#/hr) 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0%
Adj. Flow (vph) 1046 178 44 553 186 63
Shared Lane Traffic (%)
Lane Group Flow (vph) 1046 178 44 553 249 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 12 12
Link Offset(ft)0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.07 1.07 1.15 1.07 1.07 1.07
Turning Speed (mph) 9 15 15 9
Number of Detectors 2 1 1 2 1
Detector Template Thru Right Left Thru Left
Leading Detector (ft) 100 20 20 100 20
Trailing Detector (ft) 0 0 0 0 0
Turn Type NA Perm Prot NA Prot
Protected Phases2 1 6 4
Permitted Phases2
Detector Phase 2 2 1 6 4
Switch Phase
Redlands Regular Meeting of 03-05-2024 Page D-25 320 of 967 Neighborhoods at Lugonia Village Existing PM
9: New York St & Lugonia Ave 01/13/2023
Synchro 11 Report
Lane Group EBT EBR WBL WBT NBL NBR
Minimum Initial (s) 15.0 15.0 10.0 15.0 15.0
Minimum Split (s) 23.3 23.3 15.0 23.3 23.0
Total Split (s) 41.0 41.0 15.0 56.0 24.0
Total Split (%) 51.3% 51.3% 18.8% 70.0% 30.0%
Maximum Green (s) 35.7 35.7 10.0 50.7 19.0
Yellow Time (s) 4.3 4.3 4.0 4.3 4.0
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.3 5.3 5.0 5.3 5.0
Lead/Lag Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0
Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0
Recall Mode Min Min None Min None
Walk Time (s) 7.0 7.0
Flash Dont Walk (s) 8.0 8.0
Pedestrian Calls (#/hr) 2 2
Act Effct Green (s) 27.9 27.9 10.8 35.3 17.5
Actuated g/C Ratio 0.44 0.44 0.17 0.55 0.27
v/c Ratio 0.72 0.24 0.17 0.57 0.54
Control Delay 18.9 3.4 31.8 10.9 27.4
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 18.9 3.4 31.8 10.9 27.4

LOS B A C B C
Approach Delay 16.7 12.5 27.4
Approach LOSB B C
90th %ile Green (s) 35.7 35.7 10.0 50.7 19.0
90th %ile Term Code Max Max Max Hold Max
70th %ile Green (s) 35.7 35.7 10.0 50.7 19.0
70th %ile Term Code Max Max Max Hold Max
50th %ile Green (s) 31.3 31.3 10.0 46.3 15.4
50th %ile Term Code Gap Gap Max Hold Gap
30th %ile Green (s) 20.2 20.2 0.0 20.2 15.0
30th %ile Term Code Gap Gap Skip Hold Min
10th %ile Green (s) 17.3 17.3 0.0 17.3 15.0
10th %ile Term Code Dwell Dwell Skip Dwell Min
Stops (vph) 709 17 35 270 170
Fuel Used(gal) 17 2 1 4 4
CO Emissions (g/hr) 1173 109 43 301 310
NOx Emissions (g/hr) 228 21 8 59 60
VOC Emissions (g/hr) 272 25 10 70 72
Dilemma Vehicles (#) 67 0 0 30 0
Queue Length 50th (ft) 193 0 18 110 94
Queue Length 95th (ft) 283 33 50 202 178
Internal Link Dist (ft) 630 240 896
Turn Bay Length (ft) 100
Base Capacity (vph) 2019 942 264 1402 540
Redlands Regular Meeting of 03-05-2024 Page D-26 321 of 967 Neighborhoods at Lugonia Village Existing PM
9: New York St & Lugonia Ave 01/13/2023
Synchro 11 Report
Lane Group EBT EBR WBL WBT NBL NBR
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.52 0.19 0.17 0.39 0.46
Intersection Summary
Area Type: Other
Cycle Length: 80
Actuated Cycle Length: 64
Natural Cycle: 65
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.72
Intersection Signal Delay: 16.7 Intersection LOS: B
Intersection Capacity Utilization 59.3% ICU Level of Service B Analysis Period (min) 15
90th %ile Actuated Cycle: 80
70th %ile Actuated Cycle: 80
50th %ile Actuated Cycle: 72
30th %ile Actuated Cycle: 45.5
10th %ile Actuated Cycle: 42.6
Splits and Phases: 9: New York St & Lugonia Ave
Redlands Regular Meeting of 03-05-2024 Page D-27 322 of 967 Neighborhoods at Lugonia Village Existing PM
9: New York St & Lugonia Ave 01/13/2023
Synchro 11 Report
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 952 162 40 503 169 57
Future Volume (veh/h) 952 162 40 503 169 57
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 1772 1758 1660 1772 1772 1772
Adj Flow Rate, veh/h 1046 178 44 553 186 63
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91
Percent Heavy Veh, % 2 3 3 2 2 2
Cap, veh/h 1413 624 136 1042 296 100
Arrive On Green 0.42 0.42 0.09 0.59 0.24 0.24
Sat Flow, veh/h 3455 1486 1581 1772 1218 412
Grp Volume(v), veh/h 1046 178 44 553 250 0
Grp Sat Flow(s),veh/h/ln 1683 1486 1581 1772 1637 0
Q Serve(g_s), s 15.9 4.8 1.6 11.4 8.3 0.0
Cycle Q Clear(g_c), s 15.9 4.8 1.6 11.4 8.3 0.0
Prop In Lane 1.00 1.00 0.74 0.25
Lane Grp Cap(c), veh/h 1413 624 136 1042 397 0
V/C Ratio(X) 0.74 0.29 0.32 0.53 0.63 0.00
Avail Cap(c_a), veh/h 1975 872 260 1476 511 0
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 0.00
Uniform Delay (d), s/veh 14.9 11.6 26.1 7.5 20.6 0.0
Incr Delay (d2), s/veh 0.9 0.2 1.4 0.4 1.6 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 5.3 1.4 0.6 3.2 3.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 15.8 11.9 27.5 7.9 22.2 0.0
LnGrp LOS B B C A C A
Approach Vol, veh/h 1224 597 250
Approach Delay, s/veh 15.3 9.4 22.2
Approach LOS B A C
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 10.2 30.8 19.8 41.1
Change Period (Y+Rc), s 5.0 5.3 5.0 5.3
Max Green Setting (Gmax), s 10.0 35.7 19.0 50.7
Max Q Clear Time (g_c+I1), s 3.6 17.9 10.3 13.4
Green Ext Time (p_c), s 0.0 7.6 0.5 3.9
Intersection Summary
HCM 6th Ctrl Delay 14.4
HCM 6th LOS B
Redlands Regular Meeting of 03-05-2024 Page D-28 323 of 967 Neighborhoods at Lugonia Village Existing PM
10: Lugonia Ave & Karon St 01/13/2023
Synchro 11 Report
Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 82 927 517 8 3 26
Future Volume (vph) 82 927 517 8 3 26
Ideal Flow (vphpl) 1700 1800 1800 1800 1800 1800
Lane Width (ft) 12 12 12 12 12 12
Grade (%) 0% 0% 0%
Storage Length (ft) 90 0 0 0
Storage Lanes 1 0 1 0
Taper Length (ft) 50 50
Lane Util. Factor 1.00 0.95 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.998 0.878
Flt Protected 0.950 0.995
Satd. Flow (prot) 1583 3353 1761 0 1542 0
Flt Permitted 0.950 0.995
Satd. Flow (perm) 1583 3353 1761 0 1542 0
Link Speed (mph) 35 35 30
Link Distance (ft) 320 550 1320
Travel Time (s) 6.2 10.7 30.0
Confl. Peds. (#/hr) 1 1
Confl. Bikes (#/hr)
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93
Growth Factor 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 2% 2% 2% 2% 2% 2%
Bus Blockages (#/hr) 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0%
Adj. Flow (vph) 88 997 556 9 3 28
Shared Lane Traffic (%)
Lane Group Flow (vph) 88 997 565 0 31 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Left Left Right Left Right
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.15 1.07 1.07 1.07 1.07 1.07
Turning Speed (mph) 15 9 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 47.6% ICU Level of Service A Analysis Period (min) 15
Redlands Regular Meeting of 03-05-2024 Page D-29 324 of 967 Neighborhoods at Lugonia Village Existing PM
10: Lugonia Ave & Karon St 01/13/2023
Synchro 11 Report
Intersection
Int Delay, s/veh 0.7
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 82 927 517 8 3 26
Future Vol, veh/h 82 927 517 8 3 26
Conflicting Peds, #/hr 1 0 0 1 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 90 - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 93 93 93 93 93 93
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 88 997 556 9 3 28
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 566 0 - 0 1237 562
Stage 1 - - - - 562 -
Stage 2 - - - - 675 -
Critical Hdwy 4.13 - - - 6.63 6.23
Critical Hdwy Stg 1 - - - - 5.43 -
Critical Hdwy Stg 2 - - - - 5.83 -
Follow-up Hdwy 2.219 - - - 3.519 3.319
Pot Cap-1 Maneuver 1004 - - - 181 526
Stage 1 - - - - 570 -
Stage 2 - - - - 468 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1003 - - - 165 525
Mov Cap-2 Maneuver - - - - 165 -
Stage 1 - - - - 519 -
Stage 2 - - - - 468 -
Approach EB WB SB
HCM Control Delay, s 0.7 0 14.1

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1003 - - - 428
HCM Lane V/C Ratio 0.088 - - - 0.073
HCM Control Delay (s) 8.9 - - - 14.1
HCM Lane LOS A - - - B
HCM 95th %tile Q(veh) 0.3 - - - 0.2
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Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 21 0 2 0 14 52 2 7 0
Future Volume (vph) 0 0 0 21 0 2 0 14 52 2 7 0
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 0 0 0 0 0 0 0
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 50 50 50 50
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor
Frt 0.986 0.893
Flt Protected 0.957 0.988
Satd. Flow (prot) 0 1765 0 0 1682 0 0 1591 0 0 1761 0
Flt Permitted 0.957 0.988
Satd. Flow (perm) 0 1765 0 0 1682 0 0 1591 0 0 1761 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 338 965 1320 300
Travel Time (s) 7.7 21.9 30.0 6.8
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 1% 2% 1% 2% 1% 1% 1% 1% 2%
Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 0 0 0 27 0 3 0 18 68 3 9 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 0 30 0 0 86 0 0 12 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Free Free Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 14.2% ICU Level of Service A Analysis Period (min) 15
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Synchro 11 Report
Intersection
Int Delay, s/veh 8.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 21 0 2 0 14 52 2 7 0
Future Vol, veh/h 0 0 0 21 0 2 0 14 52 2 7 0
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 77 77 77 77 77 77 77 77 77 77 77 77
Heavy Vehicles, % 2 2 2 1 2 1 2 1 1 1 1 2
Mvmt Flow 0 0 0 27 0 3 0 18 68 3 9 0
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 3 0 0 1 0 0 - 58 1 100 57 -
Stage 1 - - - - - - - 1 - 56 56 -
Stage 2 - - - - - - - 57 - 44 1 -
Critical Hdwy 4.12 - - 4.11 - - - 6.51 6.21 7.11 6.51 - Critical Hdwy Stg 1 - - - - - - - 5.51 - 6.11 5.51 -
Critical Hdwy Stg 2 - - - - - - - 5.51 - 6.11 5.51 -
Follow-up Hdwy 2.218 - - 2.209 - - - 4.009 3.309 3.509 4.009 - Pot Cap-1 Maneuver 1619 - - 1628 - - 0 835 1087 884 836 0 Stage 1 - - - - - - 0 897 - 959 850 0
Stage 2 - - - - - - 0 849 - 973 897 0
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1619 - - 1628 - - - 821 1087 804 822 - Mov Cap-2 Maneuver - - - - - - - 821 - 804 822 -
Stage 1 - - - - - - - 897 - 959 836 -
Stage 2 - - - - - - - 835 - 894 897 -
Approach EB WB NB SB
HCM Control Delay, s 0 6.6 8.9 9.5

HCM LOS A A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 1017 1619 - - 1628 - - 818
HCM Lane V/C Ratio 0.084 - - - 0.017 - - 0.014
HCM Control Delay (s) 8.9 0 - - 7.2 0 - 9.5
HCM Lane LOS A A - - A A - A
HCM 95th %tile Q(veh) 0.3 0 - - 0.1 - - 0
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Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 16 39 11 68 16 24 7 265 89 26 183 16 Future Volume (vph) 16 39 11 68 16 24 7 265 89 26 183 16 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 0 0 0 0 0 0 0
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 50 50 50 50
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor
Frt 0.977 0.970 0.967 0.990
Flt Protected 0.988 0.969 0.999 0.994
Satd. Flow (prot) 0 1689 0 0 1675 0 0 1720 0 0 1754 0
Flt Permitted 0.988 0.969 0.999 0.994
Satd. Flow (perm) 0 1689 0 0 1675 0 0 1720 0 0 1754 0
Link Speed (mph) 30 30 40 40
Link Distance (ft) 965 361 1334 655
Travel Time (s) 21.9 8.2 22.7 11.2
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 1% 3% 5% 1% 1% 1% 6% 1% 1% 1% 1% 1%
Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 17 41 12 72 17 25 7 279 94 27 193 17
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 70 0 0 114 0 0 380 0 0 237 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 46.3% ICU Level of Service A Analysis Period (min) 15
Redlands Regular Meeting of 03-05-2024 Page D-33 328 of 967 Neighborhoods at Lugonia Village Existing PM
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Synchro 11 Report
Intersection
Intersection Delay, s/veh 10.9
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 16 39 11 68 16 24 7 265 89 26 183 16 Future Vol, veh/h 16 39 11 68 16 24 7 265 89 26 183 16
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, % 1 3 5 1 1 1 6 1 1 1 1 1
Mvmt Flow 17 41 12 72 17 25 7 279 94 27 193 17
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 9.2 9.7 12.1 10.2

HCM LOS A A B B

Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 2% 24% 63% 12%
Vol Thru, % 73% 59% 15% 81%
Vol Right, % 25% 17% 22% 7%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 361 66 108 225
LT Vol 7 16 68 26
Through Vol 265 39 16 183
RT Vol 89 11 24 16
Lane Flow Rate 380 69 114 237
Geometry Grp 1 1 1 1
Degree of Util (X) 0.489 0.107 0.175 0.318
Departure Headway (Hd) 4.632 5.567 5.527 4.829
Convergence, Y/N Yes Yes Yes Yes
Cap 771 647 653 737
Service Time 2.707 3.573 3.527 2.913
HCM Lane V/C Ratio 0.493 0.107 0.175 0.322
HCM Control Delay 12.1 9.2 9.7 10.2
HCM Lane LOS B A A B
HCM 95th-tile Q 2.7 0.4 0.6 1.4
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Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 68 769 93 86 385 12 105 259 143 18 222 33 Future Volume (vph) 68 769 93 86 385 12 105 259 143 18 222 33 Ideal Flow (vphpl) 1700 1800 1800 1700 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 105 0 100 0 0 50 0 50
Storage Lanes 1 0 1 0 0 1 0 1
Taper Length (ft) 50 50 50 50
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor
Frt 0.984 0.995 0.850 0.850
Flt Protected 0.950 0.950 0.986 0.996
Satd. Flow (prot) 1599 3332 0 1583 3337 0 0 1757 1515 0 1775 1515 Flt Permitted 0.950 0.950 0.781 0.959
Satd. Flow (perm) 1599 3332 0 1583 3337 0 0 1392 1515 0 1709 1515 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 16 4 78 78
Link Speed (mph) 35 35 40 40
Link Distance (ft) 425 524 671 1334
Travel Time (s) 8.3 10.2 11.4 22.7
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 1% 1% 1% 2% 2% 1% 1% 1% 1% 1% 1% 1%
Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 72 809 98 91 405 13 111 273 151 19 234 35 Shared Lane Traffic (%)
Lane Group Flow (vph) 72 907 0 91 418 0 0 384 151 0 253 35 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.15 1.07 1.07 1.15 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 2 1 2 1 2 1 1 2 1
Detector Template Left Thru Left Thru Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 100 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0
Turn Type Prot NA Prot NA Perm NA Perm Perm NA Perm
Protected Phases 5 2 1 6 8 4
Permitted Phases 8 8 4 4
Detector Phase 5 2 1 6 8 8 8 4 4 4
Switch Phase
Redlands Regular Meeting of 03-05-2024 Page D-35 330 of 967 Neighborhoods at Lugonia Village Existing PM
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Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.7 31.7 9.7 31.7 31.7 31.7 31.7 31.7 31.7 31.7 Total Split (s) 14.7 37.0 14.0 36.3 39.0 39.0 39.0 39.0 39.0 39.0 Total Split (%) 16.3% 41.1% 15.6% 40.3% 43.3% 43.3% 43.3% 43.3% 43.3% 43.3% Maximum Green (s) 10.0 32.3 9.3 31.6 34.3 34.3 34.3 34.3 34.3 34.3 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode None Min None Min None None None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0
Act Effct Green (s) 8.7 26.2 8.9 26.1 26.1 26.1 26.1 26.1 Actuated g/C Ratio 0.12 0.36 0.12 0.36 0.36 0.36 0.36 0.36 v/c Ratio 0.38 0.75 0.47 0.35 0.77 0.25 0.41 0.06
Control Delay 41.8 26.5 45.3 20.0 34.4 11.3 21.9 0.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 41.8 26.5 45.3 20.0 34.4 11.3 21.9 0.7

LOS D C D B C B C A
Approach Delay 27.6 24.5 27.9 19.3
Approach LOS C C C B
90th %ile Green (s) 10.0 32.3 9.3 31.6 34.3 34.3 34.3 34.3 34.3 34.3 90th %ile Term Code Max Max Max Hold Max Max Max Hold Hold Hold 70th %ile Green (s) 10.0 32.3 9.3 31.6 34.3 34.3 34.3 34.3 34.3 34.3 70th %ile Term Code Max Max Max Hold Max Max Max Hold Hold Hold 50th %ile Green (s) 9.1 28.9 9.3 29.1 29.0 29.0 29.0 29.0 29.0 29.0 50th %ile Term Code Gap Gap Max Hold Gap Gap Gap Hold Hold Hold 30th %ile Green (s) 7.4 22.8 8.1 23.5 21.7 21.7 21.7 21.7 21.7 21.7 30th %ile Term Code Gap Gap Gap Hold Gap Gap Gap Hold Hold Hold 10th %ile Green (s) 0.0 13.6 0.0 13.6 12.4 12.4 12.4 12.4 12.4 12.4 10th %ile Term Code Skip Gap Skip Hold Gap Gap Gap Hold Hold Hold Stops (vph) 60 691 75 262 298 48 163 1
Fuel Used(gal) 2 16 2 5 7 1 5 0
CO Emissions (g/hr) 105 1112 118 356 500 102 338 22
NOx Emissions (g/hr) 21 216 23 69 97 20 66 4
VOC Emissions (g/hr) 24 258 27 82 116 24 78 5
Dilemma Vehicles (#) 0 51 0 19 21 0 12 0
Queue Length 50th (ft) 35 207 44 80 171 25 96 0
Queue Length 95th (ft) 81 304 #107 130 294 68 166 3
Internal Link Dist (ft) 345 444 591 1254
Turn Bay Length (ft) 105 100 50 50
Base Capacity (vph) 248 1681 228 1642 742 844 911 844
Redlands Regular Meeting of 03-05-2024 Page D-36 331 of 967 Neighborhoods at Lugonia Village Existing PM
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Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Starvation Cap Reductn 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.29 0.54 0.40 0.25 0.52 0.18 0.28 0.04 Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 72.7
Natural Cycle: 75
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.77
Intersection Signal Delay: 25.9 Intersection LOS: C
Intersection Capacity Utilization 80.5% ICU Level of Service D Analysis Period (min) 15
90th %ile Actuated Cycle: 90
70th %ile Actuated Cycle: 90
50th %ile Actuated Cycle: 81.3
30th %ile Actuated Cycle: 66.7
10th %ile Actuated Cycle: 35.4
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Splits and Phases: 13: Lugonia Ave & Texas St
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Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 68 769 93 86 385 12 105 259 143 18 222 33 Future Volume (veh/h) 68 769 93 86 385 12 105 259 143 18 222 33 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 1687 1786 1786 1673 1772 1786 1786 1786 1786 1786 1786 1786 Adj Flow Rate, veh/h 72 809 98 91 405 13 111 273 151 19 234 35 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 Percent Heavy Veh, % 1 1 1 2 2 1 1 1 1 1 1 1
Cap, veh/h 90 982 119 113 1124 36 58 98 651 49 407 651
Arrive On Green 0.06 0.32 0.32 0.07 0.34 0.34 0.43 0.43 0.43 0.43 0.43 0.43 Sat Flow, veh/h 1606 3047 369 1594 3329 107 0 228 1514 0 946 1514 Grp Volume(v), veh/h 72 450 457 91 204 214 384 0 151 253 0 35 Grp Sat Flow(s),veh/h/ln 1606 1697 1720 1594 1683 1753 228 0 1514 946 0 1514 Q Serve(g_s), s 3.5 19.5 19.5 4.5 7.3 7.3 0.0 0.0 5.0 0.0 0.0 1.1 Cycle Q Clear(g_c), s 3.5 19.5 19.5 4.5 7.3 7.3 34.3 0.0 5.0 34.3 0.0 1.1 Prop In Lane 1.00 0.21 1.00 0.06 0.29 1.00 0.08 1.00
Lane Grp Cap(c), veh/h 90 547 554 113 568 592 156 0 651 455 0 651 V/C Ratio(X) 0.80 0.82 0.82 0.80 0.36 0.36 2.46 0.00 0.23 0.56 0.00 0.05 Avail Cap(c_a), veh/h 201 687 696 186 667 694 156 0 651 455 0 651 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 37.2 24.9 24.9 36.5 19.9 19.9 20.0 0.0 14.4 17.3 0.0 13.3 Incr Delay (d2), s/veh 15.2 6.5 6.5 12.4 0.4 0.4 674.9 0.0 0.2 1.5 0.0 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.7 8.3 8.4 2.1 2.8 2.9 30.9 0.0 1.6 3.0 0.0 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 52.4 31.5 31.4 48.9 20.3 20.3 694.9 0.0 14.6 18.8 0.0 13.3 LnGrp LOS D C C D C C F A B B A B
Approach Vol, veh/h 979 509 535 288
Approach Delay, s/veh 33.0 25.4 502.9 18.1
Approach LOS C C F B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 10.4 30.4 39.0 9.1 31.6 39.0
Change Period (Y+Rc), s * 4.7 * 4.7 * 4.7 * 4.7 * 4.7 * 4.7 Max Green Setting (Gmax), s * 9.3 * 32 * 34 * 10 * 32 * 34 Max Q Clear Time (g_c+I1), s 6.5 21.5 36.3 5.5 9.3 36.3 Green Ext Time (p_c), s 0.0 4.2 0.0 0.0 2.3 0.0
Intersection Summary
HCM 6th Ctrl Delay 138.2
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Redlands Regular Meeting of 03-05-2024 Page D-38 333 of 967 Neighborhoods at Lugonia Village ___________________________________________________________________________________________________________________ Traffic Study Appendix E:

Existing Year With Project (Scenario A) AM Peak Hour
Analysis Worksheets
Redlands Regular Meeting of 03-05-2024 334 of 967
Neighborhoods at Lugonia Village Existing + Project AM (Scenario A) 1: Citrus Plaza Dr/I-210 EB Ramp & San Bernardino Ave 01/13/2023 Synchro 11 Report

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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 59 273 44 65 314 244 29 4 35 195 175 150 Future Volume (vph) 59 273 44 65 314 244 29 4 35 195 175 150 Ideal Flow (vphpl) 1700 1800 1800 1700 1800 1800 1700 1800 1800 1700 1800 1800 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 260 0 175 175 225 0 75 0
Storage Lanes 1 1 1 1 1 1 1 0
Taper Length (ft) 50 50 50 50
Lane Util. Factor 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 Ped Bike Factor
Frt 0.850 0.850 0.850 0.931
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1553 3196 1443 1583 1682 1485 1568 1538 1485 1583 3094 0 Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1553 3196 1443 1583 1682 1485 1568 1538 1485 1583 3094 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 155 256 113 167
Link Speed (mph) 30 30 35 30
Link Distance (ft) 1161 720 1341 1495
Travel Time (s) 26.4 16.4 26.1 34.0
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 4% 7% 6% 2% 7% 3% 3% 17% 3% 2% 2% 4% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 66 303 49 72 349 271 32 4 39 217 194 167 Shared Lane Traffic (%)
Lane Group Flow (vph) 66 303 49 72 349 271 32 4 39 217 361 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.15 1.07 1.07 1.15 1.07 1.07 1.15 1.07 1.07 1.15 1.07 1.07 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 2 1 1 2 1 1 2 1 1 2
Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru Leading Detector (ft) 20 100 20 20 100 20 20 100 20 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0
Turn Type Prot NA Perm Prot NA Perm Prot NA pm+ov Prot NA Protected Phases 5 2 1 6 3 8 1 7 4
Permitted Phases 2 6 8
Detector Phase 5 2 2 1 6 6 3 8 1 7 4
Switch Phase
Redlands Regular Meeting of 03-05-2024 Page E-1 335 of 967 Neighborhoods at Lugonia Village Existing + Project AM (Scenario A) 1: Citrus Plaza Dr/I-210 EB Ramp & San Bernardino Ave 01/13/2023 Synchro 11 Report

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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Initial (s) 5.0 10.0 10.0 5.0 5.0 5.0 5.0 5.0 5.0 10.0 10.0 Minimum Split (s) 22.5 38.0 38.0 22.5 37.0 37.0 9.7 37.0 22.5 14.7 37.0 Total Split (s) 22.5 38.5 38.5 22.5 38.5 38.5 10.7 37.0 22.5 22.0 48.3 Total Split (%) 18.8% 32.1% 32.1% 18.8% 32.1% 32.1% 8.9% 30.8% 18.8% 18.3% 40.3% Maximum Green (s) 17.8 32.5 32.5 17.8 32.5 32.5 6.0 31.0 17.8 17.3 42.3 Yellow Time (s) 3.7 5.0 5.0 3.7 5.0 5.0 3.7 5.0 3.7 3.7 5.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.7 6.0 6.0 4.7 6.0 6.0 4.7 6.0 4.7 4.7 6.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode None Min Min None Min Min None None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 25.0 25.0 24.0 24.0 24.0 24.0
Pedestrian Calls (#/hr) 0 0 0 0 0 0
Act Effct Green (s) 8.9 20.4 20.4 9.2 20.6 20.6 6.5 6.4 10.9 18.6 15.6 Actuated g/C Ratio 0.14 0.32 0.32 0.15 0.33 0.33 0.10 0.10 0.17 0.29 0.25 v/c Ratio 0.30 0.29 0.09 0.31 0.64 0.41 0.20 0.03 0.11 0.47 0.41 Control Delay 34.1 18.4 0.3 33.9 26.0 5.5 37.6 35.8 0.7 28.1 15.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 34.1 18.4 0.3 33.9 26.0 5.5 37.6 35.8 0.7 28.1 15.5

LOS C B A C C A D D A C B
Approach Delay 18.8 18.8 18.3 20.2
Approach LOS B B B C
90th %ile Green (s) 12.3 32.1 32.1 12.7 32.5 32.5 6.0 6.5 12.7 17.3 17.8 90th %ile Term Code Gap Hold Hold Gap Max Max Max Gap Gap Max Hold 70th %ile Green (s) 10.0 24.9 24.9 10.3 25.2 25.2 6.0 0.0 10.3 24.3 12.3 70th %ile Term Code Gap Hold Hold Gap Gap Gap Max Skip Gap Hold Gap 50th %ile Green (s) 8.6 20.2 20.2 8.8 20.4 20.4 0.0 0.0 8.8 17.3 16.0 50th %ile Term Code Gap Hold Hold Gap Gap Gap Skip Skip Gap Max Hold 30th %ile Green (s) 7.2 16.1 16.1 7.4 16.3 16.3 0.0 0.0 7.4 16.7 15.4 30th %ile Term Code Gap Hold Hold Gap Gap Gap Skip Skip Gap Gap Hold 10th %ile Green (s) 0.0 10.5 10.5 0.0 10.5 10.5 0.0 0.0 0.0 12.8 11.5 10th %ile Term Code Skip Hold Hold Skip Gap Gap Skip Skip Skip Gap Hold Stops (vph) 51 180 0 56 242 32 29 7 0 145 140
Fuel Used(gal) 1 4 0 1 5 2 1 0 1 4 6
CO Emissions (g/hr) 86 314 28 79 333 127 69 11 47 293 390 NOx Emissions (g/hr) 17 61 5 15 65 25 13 2 9 57 76
VOC Emissions (g/hr) 20 73 6 18 77 30 16 3 11 68 90
Dilemma Vehicles (#) 0 0 0 0 0 0 0 0 0 0 0
Queue Length 50th (ft) 23 43 0 25 108 4 11 1 0 67 30
Queue Length 95th (ft) 74 95 0 78 247 56 47 13 0 #216 92 Internal Link Dist (ft) 1081 640 1261 1415
Turn Bay Length (ft) 260 175 175 225 75
Base Capacity (vph) 487 1829 892 496 962 959 165 839 581 511 2204 Redlands Regular Meeting of 03-05-2024 Page E-2 336 of 967 Neighborhoods at Lugonia Village Existing + Project AM (Scenario A) 1: Citrus Plaza Dr/I-210 EB Ramp & San Bernardino Ave 01/13/2023 Synchro 11 Report

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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.14 0.17 0.05 0.15 0.36 0.28 0.19 0.00 0.07 0.42 0.16 Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 63.2
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.64
Intersection Signal Delay: 19.2 Intersection LOS: B
Intersection Capacity Utilization 55.7% ICU Level of Service B Analysis Period (min) 15
90th %ile Actuated Cycle: 90
70th %ile Actuated Cycle: 74.9
50th %ile Actuated Cycle: 61.7
30th %ile Actuated Cycle: 55.6
10th %ile Actuated Cycle: 34
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Splits and Phases: 1: Citrus Plaza Dr/I-210 EB Ramp & San Bernardino Ave Redlands Regular Meeting of 03-05-2024 Page E-3 337 of 967 Neighborhoods at Lugonia Village Existing + Project AM (Scenario A) 1: Citrus Plaza Dr/I-210 EB Ramp & San Bernardino Ave 01/13/2023 Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 59 273 44 65 314 244 29 4 35 195 175 150 Future Volume (veh/h) 59 273 44 65 314 244 29 4 35 195 175 150 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 1647 1702 1716 1673 1702 1758 1660 1561 1758 1673 1772 1744 Adj Flow Rate, veh/h 66 303 49 72 349 271 32 4 39 217 194 167 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 4 7 6 2 7 3 3 17 3 2 2 4
Cap, veh/h 138 891 401 141 469 411 55 138 263 272 394 321 Arrive On Green 0.09 0.28 0.28 0.09 0.28 0.28 0.03 0.09 0.09 0.17 0.22 0.22 Sat Flow, veh/h 1569 3233 1454 1594 1702 1490 1581 1561 1490 1594 1763 1434 Grp Volume(v), veh/h 66 303 49 72 349 271 32 4 39 217 185 176 Grp Sat Flow(s),veh/h/ln 1569 1617 1454 1594 1702 1490 1581 1561 1490 1594 1683 1514 Q Serve(g_s), s 2.3 4.2 1.4 2.4 10.6 9.1 1.1 0.1 1.3 7.4 5.4 5.8 Cycle Q Clear(g_c), s 2.3 4.2 1.4 2.4 10.6 9.1 1.1 0.1 1.3 7.4 5.4 5.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95
Lane Grp Cap(c), veh/h 138 891 401 141 469 411 55 138 263 272 377 339 V/C Ratio(X) 0.48 0.34 0.12 0.51 0.74 0.66 0.58 0.03 0.15 0.80 0.49 0.52 Avail Cap(c_a), veh/h 492 1853 833 500 975 854 167 854 946 486 1256 1129 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.6 16.4 15.4 24.7 18.7 18.2 27.0 23.6 19.8 22.6 19.2 19.3 Incr Delay (d2), s/veh 2.5 0.2 0.1 2.9 2.4 1.8 9.3 0.1 0.3 5.3 1.0 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 1.5 0.4 1.0 4.0 3.0 0.5 0.0 0.4 3.0 2.0 2.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 27.2 16.6 15.5 27.6 21.1 20.0 36.2 23.7 20.0 27.9 20.2 20.6 LnGrp LOS C B B C C B D C C C C C
Approach Vol, veh/h 418 692 75 578
Approach Delay, s/veh 18.2 21.3 27.1 23.2
Approach LOS B C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 9.7 21.6 6.7 18.7 9.7 21.6 14.4 11.0 Change Period (Y+Rc), s * 4.7 6.0 * 4.7 6.0 * 4.7 6.0 * 4.7 6.0 Max Green Setting (Gmax), s * 18 32.5 * 6 42.3 * 18 32.5 * 17 31.0 Max Q Clear Time (g_c+I1), s 4.4 6.2 3.1 7.8 4.3 12.6 9.4 3.3 Green Ext Time (p_c), s 0.1 2.2 0.0 2.4 0.1 3.0 0.4 0.1 Intersection Summary
HCM 6th Ctrl Delay 21.4
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Redlands Regular Meeting of 03-05-2024 Page E-4 338 of 967 Neighborhoods at Lugonia Village Existing + Project AM (Scenario A) 2: Tennessee St/I-210 WB Ramp & San Bernardino Ave 01/13/2023 Synchro 11 Report

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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 112 288 103 47 506 274 34 277 51 126 17 83 Future Volume (vph) 112 288 103 47 506 274 34 277 51 126 17 83 Ideal Flow (vphpl) 1600 1800 1800 1700 1800 1800 1700 1800 1800 1700 1800 1800 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 245 0 160 0 100 100 110 0
Storage Lanes 2 1 1 1 1 1 1 0
Taper Length (ft) 50 50 50 50
Lane Util. Factor 0.97 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 1.00 1.00 Ped Bike Factor 1.00
Frt 0.850 0.850 0.977 0.876
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 2730 1731 1471 1509 1748 1500 1553 3135 0 1538 1383 0 Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 2730 1731 1471 1509 1748 1500 1553 3135 0 1538 1383 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 120 288 16 97
Link Speed (mph) 30 45 35 30
Link Distance (ft) 720 275 1384 978
Travel Time (s) 16.4 4.2 27.0 22.2
Confl. Peds. (#/hr) 1
Confl. Bikes (#/hr)
Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 8% 4% 4% 7% 3% 2% 4% 7% 3% 5% 9% 15% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 130 335 120 55 588 319 40 322 59 147 20 97 Shared Lane Traffic (%)
Lane Group Flow (vph) 130 335 120 55 588 319 40 381 0 147 117 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.24 1.07 1.07 1.15 1.07 1.07 1.15 1.07 1.07 1.15 1.07 1.07 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 2 1 1 2 1 1 2 1 2
Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Leading Detector (ft) 20 100 20 20 100 20 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0
Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases 2 6
Detector Phase 5 2 2 1 6 6 3 8 7 4
Switch Phase
Redlands Regular Meeting of 03-05-2024 Page E-5 339 of 967 Neighborhoods at Lugonia Village Existing + Project AM (Scenario A) 2: Tennessee St/I-210 WB Ramp & San Bernardino Ave 01/13/2023 Synchro 11 Report

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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Initial (s) 10.0 5.0 5.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 14.7 36.0 36.0 14.7 36.0 36.0 14.7 35.0 14.7 35.0 Total Split (s) 14.7 50.8 50.8 15.2 51.3 51.3 14.7 35.0 19.0 39.3 Total Split (%) 12.3% 42.3% 42.3% 12.7% 42.8% 42.8% 12.3% 29.2% 15.8% 32.8% Maximum Green (s) 10.0 44.8 44.8 10.5 45.3 45.3 10.0 29.0 14.3 33.3 Yellow Time (s) 3.7 5.0 5.0 3.7 5.0 5.0 3.7 5.0 3.7 5.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.7 6.0 6.0 4.7 6.0 6.0 4.7 6.0 4.7 6.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode None Min Min None Min Min None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 23.0 23.0 23.0 23.0 22.0 22.0
Pedestrian Calls (#/hr) 0 0 0 0 1 0
Act Effct Green (s) 10.2 43.3 43.3 10.4 39.8 39.8 10.2 18.4 13.4 28.5 Actuated g/C Ratio 0.10 0.42 0.42 0.10 0.38 0.38 0.10 0.18 0.13 0.28 v/c Ratio 0.49 0.46 0.18 0.37 0.88 0.42 0.26 0.67 0.74 0.26 Control Delay 54.4 26.9 5.0 55.7 46.1 5.9 53.0 44.8 68.4 11.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 54.4 26.9 5.0 55.7 46.1 5.9 53.0 44.8 68.4 11.6

LOS D C A E D A D D E B
Approach Delay 28.5 33.3 45.6 43.2
Approach LOS C C D D
90th %ile Green (s) 10.0 44.8 44.8 10.5 45.3 45.3 10.0 29.0 14.3 33.3 90th %ile Term Code Max Hold Hold Max Max Max Max Ped Max Hold 70th %ile Green (s) 10.0 44.8 44.8 10.5 45.3 45.3 10.0 20.0 14.3 24.3 70th %ile Term Code Max Hold Hold Max Max Max Max Gap Max Hold 50th %ile Green (s) 10.0 44.3 44.3 10.0 44.3 44.3 10.0 17.8 14.3 22.1 50th %ile Term Code Max Hold Hold Min Gap Gap Max Gap Max Hold 30th %ile Green (s) 10.0 37.5 37.5 10.0 37.5 37.5 0.0 15.5 14.1 34.3 30th %ile Term Code Max Hold Hold Min Gap Gap Skip Gap Gap Hold 10th %ile Green (s) 10.0 42.3 42.3 0.0 27.6 27.6 0.0 11.7 10.1 26.5 10th %ile Term Code Max Hold Hold Skip Gap Gap Skip Gap Gap Hold Stops (vph) 102 203 12 42 427 34 32 279 107 22
Fuel Used(gal) 2 4 1 1 13 2 1 8 3 1
CO Emissions (g/hr) 170 302 52 91 888 153 66 585 231 79 NOx Emissions (g/hr) 33 59 10 18 173 30 13 114 45 15
VOC Emissions (g/hr) 39 70 12 21 206 35 15 136 54 18
Dilemma Vehicles (#) 0 0 0 0 21 0 0 12 0 0
Queue Length 50th (ft) 44 166 0 36 354 13 26 127 99 11
Queue Length 95th (ft) 80 275 34 81 #585 66 63 169 #207 52 Internal Link Dist (ft) 640 195 1304 898
Turn Bay Length (ft) 245 160 100 110
Base Capacity (vph) 268 762 715 155 778 827 152 905 216 520 Redlands Regular Meeting of 03-05-2024 Page E-6 340 of 967 Neighborhoods at Lugonia Village Existing + Project AM (Scenario A) 2: Tennessee St/I-210 WB Ramp & San Bernardino Ave 01/13/2023 Synchro 11 Report

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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.49 0.44 0.17 0.35 0.76 0.39 0.26 0.42 0.68 0.23 Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 103.6
Natural Cycle: 105
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.88
Intersection Signal Delay: 35.5 Intersection LOS: D
Intersection Capacity Utilization 72.9% ICU Level of Service C Analysis Period (min) 15
90th %ile Actuated Cycle: 120
70th %ile Actuated Cycle: 111
50th %ile Actuated Cycle: 107.8
30th %ile Actuated Cycle: 98.5
10th %ile Actuated Cycle: 80.8
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Splits and Phases: 2: Tennessee St/I-210 WB Ramp & San Bernardino Ave Redlands Regular Meeting of 03-05-2024 Page E-7 341 of 967 Neighborhoods at Lugonia Village Existing + Project AM (Scenario A) 2: Tennessee St/I-210 WB Ramp & San Bernardino Ave 01/13/2023 Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 112 288 103 47 506 274 34 277 51 126 17 83 Future Volume (veh/h) 112 288 103 47 506 274 34 277 51 126 17 83 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 1500 1744 1744 1607 1758 1772 1647 1702 1758 1634 1674 1589 Adj Flow Rate, veh/h 130 335 120 55 588 319 40 322 59 147 20 97 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 8 4 4 7 3 2 4 7 3 5 9 15
Cap, veh/h 297 705 598 127 669 571 110 437 79 176 50 245 Arrive On Green 0.11 0.40 0.40 0.08 0.38 0.38 0.07 0.16 0.16 0.11 0.20 0.20 Sat Flow, veh/h 2772 1744 1478 1531 1758 1502 1569 2733 495 1556 249 1207 Grp Volume(v), veh/h 130 335 120 55 588 319 40 189 192 147 0 117 Grp Sat Flow(s),veh/h/ln 1386 1744 1478 1531 1758 1502 1569 1617 1612 1556 0 1456 Q Serve(g_s), s 3.9 12.7 4.7 3.1 27.9 15.0 2.2 10.0 10.2 8.3 0.0 6.2 Cycle Q Clear(g_c), s 3.9 12.7 4.7 3.1 27.9 15.0 2.2 10.0 10.2 8.3 0.0 6.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.31 1.00 0.83
Lane Grp Cap(c), veh/h 297 705 598 127 669 571 110 259 258 176 0 295 V/C Ratio(X) 0.44 0.47 0.20 0.43 0.88 0.56 0.36 0.73 0.75 0.83 0.00 0.40 Avail Cap(c_a), veh/h 310 873 740 180 890 760 175 524 522 249 0 542 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 37.4 19.6 17.3 39.0 25.8 21.8 39.7 35.8 35.9 38.9 0.0 30.9 Incr Delay (d2), s/veh 1.0 0.5 0.2 2.3 8.0 0.9 2.0 4.0 4.3 15.3 0.0 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.4 5.0 1.6 1.2 11.9 5.1 0.9 4.1 4.2 3.9 0.0 2.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.4 20.1 17.4 41.3 33.8 22.7 41.7 39.7 40.1 54.2 0.0 31.8 LnGrp LOS D C B D C C D D D D A C
Approach Vol, veh/h 585 962 421 264
Approach Delay, s/veh 23.7 30.6 40.1 44.3
Approach LOS C C D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 12.2 42.2 11.0 24.2 14.3 40.1 14.8 20.3 Change Period (Y+Rc), s * 4.7 6.0 * 4.7 6.0 * 4.7 6.0 * 4.7 6.0 Max Green Setting (Gmax), s * 11 44.8 * 10 33.3 * 10 45.3 * 14 29.0 Max Q Clear Time (g_c+I1), s 5.1 14.7 4.2 8.2 5.9 29.9 10.3 12.2 Green Ext Time (p_c), s 0.0 2.6 0.0 0.7 0.1 4.2 0.1 2.0 Intersection Summary
HCM 6th Ctrl Delay 32.2
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Redlands Regular Meeting of 03-05-2024 Page E-8 342 of 967 Neighborhoods at Lugonia Village Existing + Project AM (Scenario A) 3: Tennessee St & Pennsylvania Ave 01/13/2023
Synchro 11 Report

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Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 17 6 356 8 3 164
Future Volume (vph) 17 6 356 8 3 164
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800
Lane Width (ft) 12 12 12 12 12 12
Grade (%) 0% 0% 0%
Storage Length (ft) 0 0 100 100
Storage Lanes 1 0 0 1
Taper Length (ft) 50 50
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.962 0.997
Flt Protected 0.965 0.950
Satd. Flow (prot) 1638 0 1759 0 1676 1765
Flt Permitted 0.965 0.950
Satd. Flow (perm) 1638 0 1759 0 1676 1765
Link Speed (mph) 30 35 35
Link Distance (ft) 755 1312 1384
Travel Time (s) 17.2 25.6 27.0
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Growth Factor 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 2% 2% 2% 2% 2% 2%
Bus Blockages (#/hr) 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0%
Adj. Flow (vph) 18 7 387 9 3 178
Shared Lane Traffic (%)
Lane Group Flow (vph) 25 0 396 0 3 178
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.07 1.07 1.07 1.07 1.07 1.07
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 30.3% ICU Level of Service A Analysis Period (min) 15
Redlands Regular Meeting of 03-05-2024 Page E-9 343 of 967 Neighborhoods at Lugonia Village Existing + Project AM (Scenario A) 3: Tennessee St & Pennsylvania Ave 01/13/2023
Synchro 11 Report

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Intersection
Int Delay, s/veh 0.5
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 17 6 356 8 3 164
Future Vol, veh/h 17 6 356 8 3 164
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - 100 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 18 7 387 9 3 178
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 576 392 0 0 396 0
Stage 1 392 - - - - -
Stage 2 184 - - - - -
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 479 657 - - 1163 -
Stage 1 683 - - - - -
Stage 2 848 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 478 657 - - 1163 -
Mov Cap-2 Maneuver 478 - - - - -
Stage 1 683 - - - - -
Stage 2 845 - - - - -
Approach WB NB SB
HCM Control Delay, s 12.3 0 0.1

HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 515 1163 -
HCM Lane V/C Ratio - - 0.049 0.003 -
HCM Control Delay (s) - - 12.3 8.1 -
HCM Lane LOS - - B A -
HCM 95th %tile Q(veh) - - 0.2 0 -
Redlands Regular Meeting of 03-05-2024 Page E-10 344 of 967 Neighborhoods at Lugonia Village Existing + Project AM (Scenario A) 4: Tennessee St & Lugonia Ave 01/13/2023
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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 31 186 125 181 402 103 161 230 116 60 112 9 Future Volume (vph) 31 186 125 181 402 103 161 230 116 60 112 9 Ideal Flow (vphpl) 1700 1800 1800 1700 1800 1800 1700 1800 1800 1700 1800 1800 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 130 110 150 0 200 0 100 50
Storage Lanes 1 1 1 0 1 1 1 1
Taper Length (ft) 50 50 50 50
Lane Util. Factor 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.98 1.00 0.99
Frt 0.850 0.969 0.850 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1404 3353 1500 1538 1679 0 1553 1698 1471 1553 1698 1500 Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1404 3353 1475 1538 1679 0 1553 1698 1452 1553 1698 1500 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 134 16 133 133
Link Speed (mph) 40 35 35 35
Link Distance (ft) 349 421 663 1312
Travel Time (s) 5.9 8.2 12.9 25.6
Confl. Peds. (#/hr) 5 1 1
Confl. Bikes (#/hr)
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 15% 2% 2% 5% 3% 5% 4% 6% 4% 4% 6% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 33 200 134 195 432 111 173 247 125 65 120 10 Shared Lane Traffic (%)
Lane Group Flow (vph) 33 200 134 195 543 0 173 247 125 65 120 10 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.15 1.07 1.07 1.15 1.07 1.07 1.15 1.07 1.07 1.15 1.07 1.07 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 2 1 1 2 1 2 1 1 2 1
Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 20 100 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0
Turn Type Prot NA Perm Prot NA Prot NA Perm Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases 2 8 4
Detector Phase 5 2 2 1 6 3 8 8 7 4 4
Switch Phase
Redlands Regular Meeting of 03-05-2024 Page E-11 345 of 967 Neighborhoods at Lugonia Village Existing + Project AM (Scenario A) 4: Tennessee St & Lugonia Ave 01/13/2023
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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 32.0 32.0 9.5 32.0 9.5 32.0 32.0 9.5 32.0 32.0 Total Split (s) 9.6 33.0 33.0 12.0 35.4 13.0 32.4 32.4 12.6 32.0 32.0 Total Split (%) 10.7% 36.7% 36.7% 13.3% 39.3% 14.4% 36.0% 36.0% 14.0% 35.6% 35.6% Maximum Green (s) 5.1 28.0 28.0 7.5 30.4 8.5 27.4 27.4 8.1 27.0 27.0 Yellow Time (s) 3.5 4.0 4.0 3.5 4.0 3.5 4.0 4.0 3.5 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 5.0 5.0 4.5 5.0 4.5 5.0 5.0 4.5 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode None Min Min None Min None None None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 20.0 20.0 20.0 20.0 20.0 20.0 20.0
Pedestrian Calls (#/hr) 5 5 1 1 1 0 0
Act Effct Green (s) 5.6 17.9 17.9 8.3 28.1 9.5 18.5 18.5 7.7 14.4 14.4 Actuated g/C Ratio 0.08 0.27 0.27 0.12 0.42 0.14 0.28 0.28 0.11 0.21 0.21 v/c Ratio 0.28 0.22 0.27 1.03 0.76 0.79 0.53 0.25 0.36 0.33 0.02 Control Delay 43.6 20.8 6.0 113.9 29.1 63.0 28.4 5.8 40.4 26.9 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 43.6 20.8 6.0 113.9 29.1 63.0 28.4 5.8 40.4 26.9 0.1

LOS D C A F C E C A D C A
Approach Delay 17.5 51.5 34.2 30.0
Approach LOS B D C C
90th %ile Green (s) 5.1 28.0 28.0 7.5 30.4 8.5 27.0 27.0 8.1 26.6 26.6 90th %ile Term Code Max Hold Hold Max Max Max Ped Ped Max Hold Hold 70th %ile Green (s) 5.1 28.0 28.0 7.5 30.4 8.5 19.4 19.4 8.1 19.0 19.0 70th %ile Term Code Max Hold Hold Max Max Max Gap Gap Max Hold Hold 50th %ile Green (s) 0.0 18.4 18.4 7.5 30.4 8.5 16.5 16.5 8.1 16.1 16.1 50th %ile Term Code Skip Hold Hold Max Max Max Gap Gap Max Hold Hold 30th %ile Green (s) 0.0 13.8 13.8 7.5 25.8 8.5 21.4 21.4 0.0 8.4 8.4 30th %ile Term Code Skip Hold Hold Max Gap Max Hold Hold Skip Gap Gap 10th %ile Green (s) 0.0 6.4 6.4 7.5 18.4 8.9 8.4 8.4 0.0 0.0 0.0 10th %ile Term Code Skip Gap Gap Max Hold Hold Gap Gap Skip Skip Skip Stops (vph) 31 125 18 113 362 110 178 16 54 83 0
Fuel Used(gal) 1 3 1 6 8 5 5 1 1 2 0
CO Emissions (g/hr) 53 217 74 412 565 322 358 105 103 161 6 NOx Emissions (g/hr) 10 42 14 80 110 63 70 20 20 31 1
VOC Emissions (g/hr) 12 50 17 96 131 75 83 24 24 37 1
Dilemma Vehicles (#) 0 10 0 0 31 0 12 0 0 5 0
Queue Length 50th (ft) 14 35 0 ~102 178 74 94 0 26 43 0 Queue Length 95th (ft) #52 70 40 #289 #493 #244 186 36 77 95 0 Internal Link Dist (ft) 269 341 583 1232
Turn Bay Length (ft) 130 110 150 200 100 50
Base Capacity (vph) 118 1547 752 189 849 220 766 728 207 755 741 Redlands Regular Meeting of 03-05-2024 Page E-12 346 of 967 Neighborhoods at Lugonia Village Existing + Project AM (Scenario A) 4: Tennessee St & Lugonia Ave 01/13/2023
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Redlands City CouncilMarch 5, 2024

Redlands City Council
March 5, 2024