Indio City Council
April 20, 2022

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5 area roadway segment that is already operating at LOS E or LOS F, if the Project traffic will increase the V/C ratio by more than 0.02 with the addition of Project traffic.

1.5 SUMMARY OF FINDINGS
The intersection analysis results for the study area intersections for Existing (2021), Opening Year (2023), and General Plan Buildout (2040) traffic conditions are summarized in Exhibit 1‐3.

1.5.1 EXISTING (2021) CONDITIONS
Intersections
For Existing (2021) traffic conditions the study area intersections are anticipated to operate at an acceptable level of service (LOS “D” or better) with the exception of Jackson Street / Avenue 50 (#4).   At the two unsignalized intersections (#3  ‐  Jackson St./Odlum Dr. & #4  ‐  Jackson St./Avenue 50), traffic signals are currently warranted under existing conditions.

Roadway Segments
For Existing (2021) traffic conditions the study area roadway segments are anticipated to operate at an acceptable level of service (LOS “D” or better).

1.5.2 EAP (2023), AND EAPC (2023) CONDITIONS
Intersections
For Opening Year (2023) traffic conditions, there is one additional study area intersection that is not anticipated to operate at an acceptable level of service (LOS “D” or better): Jackson Street /Odlum Drive – Avenue 49 (#3).   Installation of traffic signal and corresponding lane improvements  at the two deficient intersections (#3 ‐ Jackson Street / Odlum Drive – Avenue 49 and #4 – Jackson Street / Avenue 50) are anticipated to address intersection operational deficiencies.

The Project applicant shall participate in the City of Indio’s Development Impact Fee (DIF) program and CVAG’s Transportation Uniform Mitigation Fee (TUMF) program by paying the requisite DIF and TUMF fees.  Project participation in the Jackson Street /Avenue 50 (#4) traffic signal may include payment of a fair share contribution toward the future improvement (to be determined by the City).

For the intersection of Jackson Street/Odlum Drive  ‐ Avenue 49 (#3), the Project will be fully responsible for the installation of traffic signal and associated lane improvements required for opening year (2023) conditions.

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Existing (Hypothetical"Non‐COVID" 2021)EAP (2023)
EAPC (2023)
GPBO (2040)Without ProjectGPBO (2040)With Project
1 Jackson St. / Dr. Carreon Bl.
2 Jackson St. / Avenue 48
3 Jackson St. / Odlum Drive (Avenue 49)
‐ Without Improvements
‐ With Improvements
4 Jackson St. / Avenue 50
‐ Without Improvements
‐ With Improvements
5 Jackson St. / Plume Feather Drive
6 Heron Pl. / Avenue 49
7 Camito Rosarito / Avenue 49
8 Song Sparrow Pl. / Avenue 49
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7 Roadway Segments
The study are roadway segments are anticipated to operate at acceptable LOS under opening year (2023) traffic conditions.

For With Project conditions, the Project will construct Avenue 49 as a 2‐lane local roadway (40 feet curb‐to‐curb width) from Jackson Street to the Project’s easterly site boundary.   The Project will also construct Plume Feather Drive as a 2‐lane gated roadway to serve as secondary site access to connect to Jackson Street.

The extension of Camino Rosarito to directly connect to Avenue 49 is anticipated to be constructed by others as an additional access for the Tierra Del Sol neighborhood (located on the north side of the future extension of Avenue 49) to connect to Jackson Street.

1.5.3 GENERAL PLAN BUILDOUT (2040) CONDITIONS
Intersections
For General Plan Buildout (2040) conditions, no additional study area intersections are found to operate at an unacceptable Level of Service (LOS “E” or worse).   In addition to the signal improvements identified under interim year (2023) conditions, providing a 2nd northbound through lane at Jackson Street/Odlum Drive – Avenue 49 (#3) and providing 2nd through lanes for the northbound, eastbound, and westbound approaches at Jackson Street/Avenue 50 (#4) are anticipated to address intersection operational deficiencies.

For the additional lane improvements required for 2040 conditions at Jackson Street/Odlum Drive – Avenue 49 (#3) and Jackson Street/Avenue 50 (#4), the Project will be partially responsible and contribute on a fair share basis.

Roadway Segments
The study roadway segments analyzed are anticipated to operate at acceptable LOS under General Plan Buildout (2040) without and with traffic conditions.

For General Plan Buildout (2040) Without and With Project conditions, Avenue 50 (within the study area) will be widened by others to its ultimate full section width as a 4‐lane roadway.

Jackson Street, south of Odlum Drive ‐ Avenue 49 will also be widened by others to its ultimate full section width as a 4‐lane roadway.

1.6 RECOMMENDED IMPROVEMENTS

1.6.1 SITE ACCESS IMPROVEMENTS
The Project will be fully responsible for the construction of Avenue 49 as a 2‐lane local roadway (40 feet curb‐to‐curb width) from Jackson Street to the Project’s easterly boundary and construction of Plume Feather Drive as a 2‐lane gated roadway to serve as the Project’s secondary access to Jackson Street.  The Project will also be fully responsible for the following intersection improvements which are anticipated to be in place prior to Project occupancy. 7

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8 Jackson St./Odlum Dr. – Avenue 49 (#3)
‐ Install traffic signal control.
‐ Construct one (1) westbound shared left/through/right lane. ‐ Modify striping for the to provide a dedicated northbound left turn lane. ‐ Modify striping for the to provide a dedicated southbound left turn lane.

Jackson St./Plume Feather Dr. (#5)
‐ Install stop control for the westbound approach.
‐ Construct one (1) westbound shared left/right lane.

Heron Pl./Ave. 49 (#6)
‐ Install stop control for the northbound approach.
‐ Construct one (1) northbound shared left/right lane.
‐ Construct one (1) eastbound shared through/right lane. ‐ Construct one (1) westbound shared left/through lane.

Song Sparrow Pl./Ave. 49 (#8)
‐ Install stop control for the northbound approach.
‐ Construct one (1) northbound shared left/right lane.
‐ Construct one (1) eastbound shared through/right lane. ‐ Construct one (1) westbound shared left/through lane.

On‐site traffic signing and striping should be implemented in conjunction with detailed construction plans for the Project site.  Sight distance at each project access point should be reviewed with respect to standard Caltrans and City of Indio sight distance standards at the time of preparation of final grading, landscape and street improvement plans.

1.6.2 PARTICIPATION INOFF‐SITE INTERSECTION IMPROVEMENTS Project participation in off‐site improvements may include a combination of fee payments to established programs (e.g., DIF and TUMF), construction of specific improvements, payment of a fair share contribution toward future improvements or a combination of these approaches.

When off‐site improvements are identified with a minor share of responsibility assigned to proposed development, the approving jurisdiction may elect to collect a fair share contribution or require the development to construct improvements.  Detailed fair share calculations, for each peak hour, are provided on Table 1‐2 for the applicable deficient intersections.

Improvements included in a defined program and constructed by development may be eligible for a fee credit or reimbursement through the program where appropriate. 8

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Existing4
(2021)
Traffic
GPBO (2040)
w/ Project
Traffic3
Project Only
Traffic
Total New
Traffic1
Project
Fair Share (%)2
3 Jackson St. / Odlum Dr. ‐ Ave. 495
• AM Peak Hour 1,028 2,081 110 1,053 10.4%
• PM Peak Hour 1,361 2,492 144 1,131 12.7%
4 Jackson St. / Avenue 50
• AM Peak Hour 1,719 3,610 27 1,891 1.4%
• PM Peak Hour 2,052 4,068 33 2,016 1.6%
1 Total New Traffic = (GPBO 2040 ‐ Existing Traffic)
2 Project Fair Share % = (Project Only Traffic / Total New Traffic) 3 General Plan Buildout (2040) With Project Conditions
4 Existing volumes include estimated traffic from Tierra Del Sol neighborhood to Avenue 49. 5 For interim year (2023) conditions, the Project will be fully responsible (100%) for the intersection improvements at Jackson Street/Odlum Drive ‐ Avenue 49 (#3).

F:\UXRjobs\_14100‐14500\14156\Excel\[14156‐03 Report.xlsx]FS (2040) TABLE 1‐2: FAIR SHARE CALCULATIONS
Intersection
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10 The Project will be partially responsible and contribute on a fair share basis for the following improvements which are needed for near term conditions (EAPC):

Jackson St./Ave. 50 (#4)
‐ Install traffic signal control.

The Project will be partially responsible and contribute on a fair share basis for the following improvements are needed for long range conditions without or with the Project (2040):
 Construct Jackson Street south of Odlum Drive as a 4‐lane roadway within the study area.  Construct Avenue 50 as a 4‐lane roadway within the study area.

Jackson St./Odlum Dr. – Avenue 49 (#3)
‐ Provide a 2nd northbound shared through/right lane.

Jackson St./Ave. 50 (#4)
‐ Install traffic signal control.
‐ Construct 2nd NB shared through/right lane and provide 2nd NB receiving lane. ‐ Restripe existing EB right turn lane to shared through/right lane and provide 2nd EB receiving lane.
‐ Construct 2nd WB shared through/right lane.

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11 1.7 VEHICLE MILES TRAVELED (VMT)
The City of Indio utilizes the December 2020 County of Riverside Transportation Guidelines for VMT assessments.   Figure 3 of the December 2020 County Guidelines for VMT sets forth screening criteria under which Projects are not required to submit detailed VMT analysis.  This guidance for determination of non‐significant VMT impact is primarily intended to avoid unnecessary analysis and findings that would be inconsistent with the intent of SB 743.

Residential projects located within a low VMT‐generating area may be presumed to have a less than significant impact absent substantial evidence to the contrary.

The Riverside County Transportation Analysis Model (RIVTAM) is used to measure VMT performance for individual traffic analysis zones (TAZ’s).  Those TAZ’s that perform at or below the County average of total VMT per resident under base year conditions are considered low VMT areas.    For this screening criteria to be applicable, a project must demonstrate consistency with the underlying land use types contained within the travel demand model used to determine low VMT areas.

The Project has been reviewed for VMT screening based upon its location within a low VMT‐ generating area and no further VMT analysis is needed.

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13 2 PROPOSED DEVELOPMENT

2.1 LOCATION
The proposed Project is located east of Jackson Street and south of Odlum Drive (Avenue 49) in the City of Indio.

2.2 LANDUSE AND INTENSITY
The Project consist of 173 single family residential units.

2.3 PROJECT ACCESS
Access to Jackson Street from the Project will be provided via Plume Feather Drive and Avenue 49 via the following driveways:
 Plume Feather Drive (at Jackson Street, Intersection #5)  Heron Place (at Avenue 49, Intersection #6)
 Song Sparrow Place (at Avenue 49, Intersection #8)
Regional access to the project site is provided via Jackson Street, Avenue 48, and Avenue 50.

2.4 PROJECT TIMING
For the purposes of this analysis, it is assumed that the Project will be fully occupied by 2023.

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15 3 AREA CONDITIONS
This section provides a summary of the existing study area, the City of Indio and County of Riverside General Plan Circulation Networks and a review of existing peak hour intersection operations, roadway segment capacity, and traffic signal warrant analyses.

3.1 STUDY AREA
Pursuant to the agreement with City of Indio staff (Appendix 1.1), the focused study area includes eight (8) existing and future intersections.  The locations of these intersections were shown previously on Exhibit 1‐2.

3.2 EXISTING LANDUSES
The existing land uses adjacent to the Project site are as follows:

North – Residential
South – Church / Vacant
East – Residential / Vacant
West – Residential / Vacant

3.3 AREA ROADWAY SYSTEM
Exhibit 3‐1 illustrates the study area intersections located near the proposed Project and identifies the number of through traffic lanes for existing roadways and intersection traffic controls.

3.3.1 EXISTING ROADWAY CONFIGURATIONS
Jackson Street
Jackson Street is a north‐south roadway that provides connections to Highway 111, I‐10 freeway, residential neighborhoods, and other community features.  Jackson Street within the study area exists as a four‐lane divided roadway north of Odlum Drive and as a 3‐lane divided roadway south of Odlum Drive.

Dr. Carreon Boulevard
Dr. Carreon Boulevard is an east‐west roadway that also provides connections to Highway 111, I‐10 freeway, residential neighborhoods, and other community features.  Dr. Carreon Boulevard within the study area exists as a four‐lane divided roadway.

Avenue 48
Avenue 48 is an east‐west roadway that also provides connections to Highway 111, I‐10 freeway, residential neighborhoods, and other community features.   Avenue 48 within the study area exists as a five‐lane divided roadway, west of Jackson Street and six‐lane divided roadway, east of Jackson Street.
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17 Odlum Drive / Avenue 49
Odlum Drive / Avenue 49 is an east‐west roadway.  West of Jackson Street, Odlum Drive exists as a gated community access. East of Jackson Street, Avenue 49 is currently a dirt road that will be constructed in conjunction with the Project.

Avenue 50
Avenue 50 is an east‐west roadway that also provides connections to Highway 111, I‐10 freeway, residential neighborhoods, and other community features.   Avenue 50 within the study area exists as a three‐lane divided roadway, west of Jackson Street, and   two‐lane undivided roadway, east of Jackson Street.

3.3.2 GENERAL PLAN CIRCULATION ELEMENT
Exhibit 3‐2 shows the City of Indio General Plan mobility element roadway network, and Exhibit 3‐3 describes the attributes for City of Indio General Plan Roadways.

In the study area, Jackson Street, Avenue 48, Avenue 50, and Dr. Carreon Boulevard west of Jackson Street are classified as a 4‐lane boulevard with median or center left‐turn lane.  East of Jackson Street, Dr. Carreon Boulevard is classified as a 2‐lane collector with median or center left turn lane.   It should be noted however that Dr. Carreon Boulevard, east of Jackson Street currently exists as a 4‐lane roadway.

The City of Indio General Plan Mobility Element serves to identify the Cities of Indio’s future vision and implementation plan for transportation for the next 20 to 30 years.   The City’s General Plan Mobility Element was adopted in September 2019. (2)

3.4 TRANSIT SERVICE
The City of Indio is currently served by the Sunline Transit Agency.  The Sunline Transit Agency Line 6 currently runs along Avenue 48 and Line 8 currently runs along Dr. Carreon Boulevard (east of Jackson Street) and along Jackson Street (north of Dr. Carreon Boulevard) in the study area.   Transit service is reviewed and updated periodically to address ridership, budget and community demand needs. Changes in land use can affect these periodic adjustments which may lead to either enhanced or reduced service where appropriate.

3.5 ACTIVE TRANSPORTATION FACILITIES

3.5.1 EXISTING FACILITIES
The existing pedestrian and bicycle facilities within the study area are shown on Exhibit 3‐4.

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23 3.5.2 PLANNED FACILITIES
Exhibit 3‐5 shows the City of Indio Planned Bicycle Network. As shown on Exhibit 3‐5, Class II bicycle lanes are shown along Jackson Street, Dr. Carreon Boulevard west of Jackson Street, and Avenue 50.  A Class I bicycle path is shown along Avenue 48. A Cycle Track is shown for Avenue 50 west of Jackson Street and Dr. Carreon Boulevard east of Jackson Street.

3.6 TRAFFIC VOLUMES AND CONDITIONS
Peak hour 2017 traffic count datasets for Jackson Street/Avenue 50 (#4) have been derived from the Polo Community Traffic Impact Analysis, June 2017 (Urban Crossroads, Inc.).  Available peak hour counts are provided in Appendix 1.1.

These 2017 counts have been adjusted by adding 4 years of background (ambient) growth (2% per year, total of 8.20% compounded over a 4‐year period) in order to estimate “typical/non‐ COVID‐19” hypothetical 2021 conditions.

For the intersections of Jackson Street/Dr. Carreon Boulevard (#1), Jackson Street/Avenue 48 (#2), and Jackson Street/Odlum Drive (#3), new traffic counts were collected on June 2021 during the following timeframes: 7:00 AM to 9:00 AM and 4:00 PM to 6:00 PM since no volume information are currently available.  Due to the COVID‐19 pandemic, these new 2021 peak hour counts are anticipated to be lower than typical conditions.  Therefore, new 2021 counts have also been collected at following intersection where pre‐COVID (2017) data is available:
 #4 – Jackson Street / Avenue 50
Average morning and evening peak hour volume comparison at the sample location indicate that the hypothetical 2021 (“typical/non‐COVID‐19”) are approximately 12.9% higher than the June 2021 counts (see table below).

ESTIMATED "TYPICAL/NON‐COVID‐19" 2021 COUNTS  AND NEW 2021 (COVID) COUNTS

PEAK HOUR VOLUMES COMPARISON SUMMARY
ID Intersection

PEAK HOUR
2017 Counts1 Existing 20212
(Estimated)
(Non‐COVID)
Existing 2021 Counts3
(COVID)

AM PM TOTAL AM PM TOTAL AM PM TOTAL
4 Jackson St. / Avenue 50 1,735 1,753 3,488 1,876 1,896 3,772 1,523 1,818 3,341 AVERAGE AM/PM HYPOTHETICAL NON‐COVID  FACTOR
(to be applied to June 2021 COVID counts)

12.90%
1 Source: Polo Community Traffic Impact Analysis, June 2017.  Prepared by Urban Crossroads, Inc. 2 2017 counts have been adjusted by adding 4 years of background (ambient) growth (2% per year, total of 8.20% compounded over a 4‐year period to estimate "typical/non‐COVID‐19" 2021 conditions. 3 June 2021 counts have been adjusted to include 15% seasonal factor. 23

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4-7
Figure 4-1: Planned Bicycle Network
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25 These adjustments have been applied as needed to the June 2021 counts.   The estimated Existing 2021 “typical/non‐COVID‐19” weekday AM and PM peak hour intersection volumes are shown on Exhibit 3‐6.   The 2017 and 2021 raw manual peak hour turning movement traffic count data sheets are included in Appendix “3.1”.

Average Daily 2017 traffic count datasets were obtained from the Coachella Valley Association of Governments (CVAG) web‐based GIS map and are provided in Appendix 1.1.   These 2017 daily counts have also been adjusted by adding 4 years of background (ambient) growth (2% per year, total of 8.20% compounded over a 4‐year period) in order to estimate “typical/non‐ COVID‐19” 2021 conditions.

Average daily traffic   volume comparison at Jackson Street, north of Avenue 48 where 2017 data is available, indicate that the hypothetical 2021 (“non‐COVID”) ADT is approximately

21.30% higher than the June 2021 counts (see table below).

ESTIMATED "TYPICAL/NON‐COVID‐19" 2021 COUNTS  AND NEW 2021 (COVID) COUNTS

ADT VOLUMES COMPARISON SUMMARY
ID Roadway Segment
ADT
2017 Counts1
(Non‐COVID)
Existing 2021
(Estimated)2
(Non‐COVID)
Existing 2021
Counts
(COVID)

ADT ADT ADT
1 Jackson St., north of Avenue 48 15,400 16,663 13,732
ADT HYPOTHETICAL NON‐COVID  FACTOR
(to be applied to 2021 COVID counts)

21.30%
1 Source: 2017 CVAG ADT
2 2017 counts have been adjusted by adding 4 years of background (ambient) growth (2% per year, total of 8.20% compounded over a 4‐year period to estimate "typical/non‐COVID‐19" 2021 conditions.

Where counts are unavailable, the following formula for each intersection leg has been utilized:

Weekday PM Peak Hour (Approach Volume + Exit Volume) x 13.158 = Leg Volume For the two roadway segments along Jackson Street, between Dr. Carreon Boulevard and between Odlum Drive and Avenue which has 24‐hour tube count data available, a comparison between the raw 2021 PM peak hour and daily traffic count volumes indicated that a PM peak‐ to‐daily relationship of approximately 7.60 percent would sufficiently estimate average daily traffic (ADT) volumes for planning‐level analyses.  As such, the above equation utilizing a factor of 13.158 estimates the ADT volumes on the study area roadway segments assuming a peak‐to‐ daily relationship of approximately 7.60 percent (i.e., 1/0.0760 = 13.158).   The estimated Existing 2021 “typical/non‐COVID‐19” ADT volumes are shown on Exhibit 3‐6.  2017 CVAG ADT volumes and 2021 24‐hour tube count data are also provided in Appendix "3.1". 25

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27 3.7 LEVEL OF SERVICE DEFINITIONS AND ANALYSIS METHODOLOGIES

3.7.1 SIGNALIZED INTERSECTIONS
The City of Indio and County of Riverside requires signalized intersection operations analysis based on the methodology described in Chapter 18 and Chapter 31 of the HCM 6th Edition. (7) Intersection LOS operations are based on an intersection’s average control delay.  Control delay includes initial deceleration delay, queue move‐up time, stopped delay, and final acceleration delay.   For signalized intersections LOS is directly related to the average control delay per vehicle and is correlated to a LOS designation as described in Table 3‐1.

TABLE 3‐1: SIGNALIZED INTERSECTION LOS THRESHOLDS
Description
Average Control
Delay (Seconds),
V/C ≤ 1.0
Level of
Service,
V/C ≤ 1.0
Level of
Service,
V/C > 1.0
Operations with very low delay occurring with favorable progression and/or short cycle length.
0 to 10.00 A F
Operations with low delay occurring with good progression and/or short cycle lengths.

10.01 to 20.00 B F
Operations with average delays resulting from fair progression and/or longer cycle lengths.  Individual cycle failures begin to appear.

20.01 to 35.00 C F
Operations with longer delays due to a combination of unfavorable progression, long cycle lengths, or high V/C ratios.  Many vehicles stop and individual cycle failures are noticeable.

35.01 to 55.00 D F
Operations with high delay values indicating poor progression, long cycle lengths, and high V/C ratios.  Individual cycle failures are frequent occurrences.  This is considered to be the limit of acceptable delay.

55.01 to 80.00 E F
Operation with delays unacceptable to most drivers occurring due to over saturation, poor progression, or very long cycle lengths.

80.01 and up F F
Source:  HCM 6th Edition
Study area intersections have been analyzed using the software package Synchro (Version 11).

Synchro is a macroscopic traffic software program that is based on the signalized intersection capacity analysis as specified in the Chapter 18 of the HCM.   Macroscopic level models represent traffic in terms of aggregate measures for each movement at the study intersections.

Equations are used to determine measures of effectiveness such as delay and queue length.

The level of service and capacity analysis performed by Synchro takes into consideration optimization and coordination of signalized intersections within a network.  The LOS analysis for signalized intersections has been performed using optimized signal timing for existing traffic conditions.  Signal timing optimization has considered pedestrian safety and signal coordination requirements.   Appropriate time for pedestrian crossings has also been considered in the signalized intersection analysis.

The peak hour traffic volumes have been adjusted using a peak hour factor (PHF) to reflect peak 15 minute volumes.   Flow rates are typically expressed in vehicles per hour.   The PHF is the relationship between the peak 15‐minute flow rate and the full hourly volume (e.g. PHF = 27

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28 [Hourly Volume] / [4 x Peak 15‐minute Flow Rate]).  The use of a 15‐minute PHF produces a more detailed analysis as compared to analyzing vehicles per hour.  Per Chapter 4 of the HCM 6th Edition, PHF values over 0.95 often are indicative of high traffic volumes with capacity constraints on peak hour flows while lower PHF values are indicative of greater variability of flow during the peak hour.  (3)

3.7.2 UNSIGNALIZED INTERSECTIONS
The City of Indio and County of Riverside requires the operations of unsignalized intersections be evaluated using the methodology described in Chapter 19, Chapter 20, and Chapter 32 of the HCM 6th Edition. (3)   The LOS rating is based on the weighted average control delay expressed in seconds per vehicle (see Table 3‐2).

At two‐way or side‐street stop‐controlled intersections, LOS is calculated for each controlled movement and for the left turn movement from the major street, as well as for the intersection as a whole.   For all‐way stop and roundabout intersections, the delay is computed as the average of all movements in that lane.

TABLE 3‐2: UNSIGNALIZED INTERSECTION DESCRIPTION OF LOS Description Average Control Delay Per
Vehicle (Seconds)
Level of Service, V/C ≤

1.0 Level of Service,
V/C > 1.0
Little or no delays. 0 to 10.00 A F
Short traffic delays. 10.01 to 15.00 B F
Average traffic delays. 15.01 to 25.00 C F
Long traffic delays. 25.01 to 35.00 D F
Very long traffic delays. 35.01 to 50.00 E F
Extreme traffic delays with
intersection capacity exceeded. > 50.00 F F
Source:  HCM 6th Edition

3.8 REQUIRED INTERSECTION LEVEL OF SERVICE
City of Indio and County of Riverside (2) (1)
For the purposes of this study, it was considered that a significant impact would occur (a) if the proposed Project causes the level of service (LOS) to degrade to below LOS D, or (b) if the proposed Project causes the level of service to change from LOS E to LOS F.   Additionally, significant impact would occur at the intersection level if the proposed Project causes an increase in delay of 2 seconds or more to an intersection already operating at LOS E; or 1 second or more to an intersection operating at LOS F, as indicated in Table 3‐3. 28

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29 TABLE 3‐3: IMPACT CRITERIA FOR INTERSECTIONS ALREADY OPERATING AT LOS “E” OR LOS “F” Significant Changes in LOS
LOS “E” An increase in delay of 2 seconds or more
LOS “F”   An increase in delay of 1 second or more
For the purposes of this study, it was considered that a significant impact would occur (a) if the proposed Project causes the level of service to degrade to below LOS D, or (b) if the proposed Project causes the level of service to change from LOS E to LOS F.

Additionally, a potential significant impact would occur at the intersection level if the proposed Project causes an increase in delay of 2 seconds or more to an intersection already operating at LOS E; or 1 second or more to an intersection operating at LOS F, as indicated in Table 3‐3.

A potentially significant cumulative impact is defined to occur at any signalized intersection if the addition of Project trips will result in the LOS for that intersection to exceed the criteria established in Table 3‐3 for future traffic conditions.

A potentially significant cumulative impact at an unsignalized study area intersection is defined to occur when, with Project traffic included, an intersection has a projected LOS F on a side street for a two‐way stop control or LOS E or worse for the intersection an all‐way stop controlled intersection and the addition of Project traffic results in an addition of 3 seconds or more of delay for any movement.

3.9 PROJECT FAIR SHARE CALCULATION METHODOLOGY
In cases where this TA identifies that the Project would contribute additional traffic volumes to cumulative traffic deficiencies, Project fair share costs of improvements necessary to address deficiencies have been identified.  The Project’s fair share cost of improvements is determined based on the following equation, which is the ratio of Project traffic to total future traffic:

Project Fair Share % = Project Traffic / (GPBO 2040 Total Traffic – Existing Traffic) The Project fair share contribution calculations are presented previously in Table 1‐2.

3.10 EXISTING INTERSECTION LEVEL OF SERVICE
Existing peak hour traffic operations have been evaluated for the study area intersections based on the analysis methodologies presented in Section 3.7 Level of Service Definitions and Analysis Methodologies of this report.   The intersection operations analysis results are summarized in Table 3‐4 which indicates that study area intersections are currently operating at an acceptable LOS during the peak hours with the exception of Jackson Street/Avenue 50 (#4).  The intersection operations analysis worksheets are included in Appendix 3.2 of this TIA.

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L T R L T R L T R L T R AM PM AM PM
1 Jackson St. / Dr. Carreon Bl. TS 1 2 0 1 2 0 1 2 0 1 2 0 19.0 19.8 B B 2 Jackson St. / Avenue 48 TS 2 2 0 2 2 0 1 2 1 1 3 0 31.8 34.1 C C 3 Jackson St. / Odlum Dr. ‐ Ave. 49 CSS 1* 1 0 0 2 1 1 0 d 0 0 0 16.5 19.8 C C 4 Jackson St. / Avenue 50 AWS 1 1 0 1 2 0 1 1 1 1 1 0 60.7 93.8 F F 5 Jackson St. / Plume Feather Dr.
6 Heron Pl. / Avenue 49
7 Camito Rosarito / Avenue 49
8 Song Sparrow Pl. / Avenue 49 1 When a right turn is designated, the lane can either be striped or unstriped.  To function as a right turn lane there must be sufficient width for right turning vehicles to travel outside the through lanes.
2 Per the Highway Capacity Manual 6th Edition (HCM6), overall average intersection delay and level of service are shown for intersections with a traffic signal or all way stop control.

For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a single lane) are shown.

Delay and level of service is calculated using Synchro 11 analysis software.

BOLD = LOS does not meet the applicable jurisdictional requirements (i.e., unacceptable LOS). 3 TS = Traffic Signal;  CSS = Cross‐Street Stop;  AWS = All‐Way‐Stop F:\UXRjobs\_14100‐14500\14156\Excel\[14156‐03 Report.xlsx]3‐4 Intersection Does Not Exist
Intersection Does Not Exist
Eastbound Westbound
Intersection Does Not Exist
Intersection Does Not Exist
L  =  Left;  T  =  Through;  R  =  Right;  d  =  Defacto Right Turn Lane;  *  =   Left‐Turn accommodated within two‐way left turn lane (TWLTL) striped median TABLE 3‐4: INTERSECTION ANALYSIS FOR EXISTING (2021) CONDITIONS #Intersection
Traffic
Control3
Intersection Approach Lanes1 Delay2
(Secs)
Level of
Service2 Northbound Southbound
30

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31 3.11 REQUIRED ROADWAY SEGMENT LEVEL OF SERVICE
The City of Indio and County of Riverside have established LOS D as the minimum level of service for their roadway segments. Consistent with City and County guidelines, the level of service E capacity has been established as the limit of acceptable capacity threshold for roadway segments.  The capacities utilized for this analysis are consistent with the maximum daily capacity thresholds provided in the City of Indio General Plan and are summarized in Table 3‐5.

TABLE 3‐5: ROADWAY SEGMENT CAPACITY THRESHOLDS
City Roadway Classification Lane Configuration Capacity (Vehicles per Day) Local 2‐Lane Undivided 9,000
Collector 2‐Lane Undivided 14,000
Modified Secondary 2‐Lane Divided 19,000
Secondary 4‐Lane Undivided 28,000
Primary 4‐Lane Divided 42,600
Major 6‐Lane Divided 61,100
Augmented Major 8‐Lane Divided 76,000
These roadway capacities are “rule of thumb” estimates for planning purposes and are affected by such factors as intersections (spacing, configuration and control features), degree of access control, roadway grades, design geometrics (horizontal and vertical alignment standards), sight distance, vehicle mix (truck and bus traffic) and pedestrian bicycle traffic.  As such, where the ADT volume based roadway segment analysis indicates a deficiency (unacceptable LOS), a review of the more detailed peak hour intersection analysis and progression analysis are undertaken.  The more detailed peak hour intersection analysis explicitly accounts for factors that affect roadway capacity.  Therefore, for the purposes of this analysis, roadway widening is typically only recommended if the peak hour intersection analysis indicates the need for additional through lanes.

3.12 EXISTING ROADWAY SEGMENT LEVEL OF SERVICE
The roadway segment capacities are approximate figures only, and are used at the General Plan level to assist in determining the roadway functional classification (number of through lanes) needed to meet traffic demand. Table 3‐6 provides a summary of the Existing conditions roadway segment capacity analysis based on the roadway segment capacity thresholds identified on Table 3‐5.  As shown on Table 3‐6, the study area roadway segments analyzed are currently operating at acceptable LOS.
31

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1016 of 1319 Roadway Segment
Roadway
Designation
Through
Travel
Lanes1 ADT3
Volume/
Capacity
Ratio
north of Dr. Carreon Boulevard Boulevard 4 42,600               20,300          0.48 between Dr. Carreon Boulevard and Avenue 48 Boulevard 4 42,600               16,700          0.39 between Avenue 48 and Odlum Drive ‐ Avenue 49 Boulevard 4 42,600               17,100          0.40 between Odlum Drive ‐ Avenue 49 and Avenue 50 Boulevard 3 31,950               15,600          0.49 south of Avenue 50 Boulevard 3 31,950               11,600          0.36 west of Jackson Street Boulevard 4 42,600                 9,400          0.22 east of Jackson Street Collector 4 28,000                 7,200          0.26 west of Jackson Street Boulevard 5 50,835               17,200          0.34 east of Jackson Street Boulevard 6 61,000               19,400          0.32 west of Jackson Street Boulevard 3 31,950               12,200          0.38 east of Jackson Street Boulevard 2 21,300               12,400          0.58 F:\UXRjobs\_14100‐14500\14156\Excel\[14156‐03 Report.xlsx]3‐6 Avenue 50
Avenue 48
Jackson Street
1 Existing Number of Through lanes 2 Source: City of Indio General Plan Mobility Technical Report 3 Average Daily Traffic (ADT) expressed in vehicles per day.

TABLE 3‐6: ROADWAY VOLUME/CAPACITY ANALYSIS FOR EXISTING (2021) CONDITIONS LOS E
Capacity2
Dr. Carreon Boulevard
32

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33 3.13 TRAFFIC SIGNAL WARRANTS ANALYSIS
Traffic signal warrants for Existing traffic conditions are based on existing peak hour intersection turning volumes.   The unsignalized study area intersections of Jackson Street/Odlum Drive (#3) and Jackson Street/Avenue 50 (#4) currently warrants a traffic signal for Existing (2021) traffic conditions.   Existing and future conditions traffic signal warrant analysis worksheets are provided in Appendix 3.3.   It should be noted that the unsignalized Project Driveway intersections and the future intersection of Camino Rosarito/Avenue 49 (#7) are not anticipated to meet warrants for future conditions. 33

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35 4 PROJECTED FUTURE TRAFFIC
This section presents the traffic volumes estimated to be generated by the Project, as well as the Project’s trip assignment onto the study area roadway network.

The Project consist of 173 single family residential units.  The land area for the Project site is shown as Residential ‐ Medium in the City of Indio General Plan land use map.

For the purposes of this analysis, it is assumed that the Project will be fully occupied by 2023.

Access to Jackson Street from the Project will be provided via Plume Feather Drive and Avenue 49 via the following driveways:
 Plume Feather Drive (at Jackson Street, Intersection #5)  Heron Place (at Avenue 49, Intersection #6)
 Song Sparrow Place (at Avenue 49, Intersection #8)

4.1 PROJECT TRIPGENERATION
Trip generation represents the amount of traffic that is attracted and produced by a development and is based upon the specific land uses planned for a given project.  In order to develop the traffic characteristics of the proposed project, trip‐generation statistics published in the Institute of Transportation Engineers (ITE) Trip Generation (10th Edition, 2017) manual for the proposed land use (ITE Land Use Code: 210 – Single Family Detached) is utilized.  (4) Table 4‐1 presents the trip generation rates and the resulting trip generation summary for the proposed Project.  As shown in Table 4‐1, the Project is anticipated to generate a total of 1,633 trip‐ends per day with 128 AM peak hour trips and 171 PM peak hour trips.

4.2 PROJECT TRIPDISTRIBUTION
The trip distribution pattern is heavily influenced by the geographical location of the site, the location of surrounding uses, and the access to adjacent roadways.  Exhibit 4‐1 presents the trip distribution patterns for the Project site.

4.3 MODAL SPLIT
Although the use of public transit, walking, and/or bicycling have the potential to reduce Project‐related traffic, such reductions have not been taken into considerations in this traffic study in order to provide a conservative analysis of the Project’s potential to contribute to circulation system deficiencies.

35

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1020 of 1319 In Out Total In Out Total
Single Family Detached 210 173 DU 0.19 0.55 0.74 0.62 0.37 0.99 9.44 In Out Total In Out Total
Single Family Detached 210 173 DU 33 95 128 107 64 171 1,633 F:\UXRjobs\_14100‐14500\14156\Excel\[14156‐03 Report.xlsx]4‐1 Land Use
ITE LU
Code
2 DU = Dwelling Unit
1 Trip Generation Source:  Institute of Transportation Engineers (ITE), Trip Generation Manual, 10th Edition (2017).

Quantity2
AM Peak Hour PM Peak Hour
Daily
TABLE 4‐1: PROJECT TRIP GENERATION SUMMARY
Trip Generation Rates1
Land Use
ITE LU
Code Quantity2
AM Peak Hour PM Peak Hour
Daily
Trip Generation Results
36

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38 4.4 TRIP ASSIGNMENT
Based on the identified Project traffic generation and trip distribution patterns, the resulting daily and peak hour traffic volumes associated with the Project are shown on Exhibit 4‐2.

4.5 CUMULATIVEGROWTH TRAFFIC

4.5.1 AMBIENTGROWTH RATE
Future year traffic forecasts have been based upon background (ambient) growth at 4.04 percent (2 percent per year over 2 years) for EAP and EAPC traffic conditions.   The ambient growth factor is intended to approximate regional traffic growth.  This ambient growth rate is added to existing traffic volumes to account for area‐wide growth not reflected by cumulative development projects.  Ambient growth has been added to daily and peak hour traffic volumes on surrounding roadways, in addition to traffic generated by the development of future projects that have been approved but not yet built and/or for which development applications have been filed and are under consideration by governing agencies, for EAPC traffic conditions.

4.5.2 CUMULATIVE DEVELOPMENT TRAFFIC
Other reasonably foreseeable development projects which are either approved or being processed concurrently in the study area are included as part of a cumulative analysis scenario.

A cumulative project list was developed for the purposes of this analysis through consultation with planning and engineering staff from the City of Indio.

Exhibit 4‐3 illustrates the cumulative development location map.   A summary of cumulative development projects and their proposed land uses are shown on Table 4‐2.  If applicable, the traffic generated by individual cumulative projects was manually added to the Opening Year Cumulative forecasts to ensure that traffic generated by the listed cumulative development projects in Table 4‐2 are reflected as part of the background traffic. The resulting daily and peak hour traffic volumes associated with cumulative projects are shown on Exhibit 4‐4.

4.5.3 NEAR‐TERM TRAFFIC FORECASTS
The “buildup” approach combines existing traffic counts with a background ambient growth factor to forecast EAP (2023) and EAPC (2023) traffic conditions.  An ambient growth factor of 2% per year accounts for background (area‐wide) traffic increases that occur over time up to the year 2023 from the year 2021 (compounded 2% per year growth over a 2‐year period).

Project traffic is added to assess both forecast EAP (2023) and EAPC (2023) traffic conditions.

Traffic volumes generated by cumulative development projects are not included in the EAP (2023) traffic conditions.

38

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Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1024 of 1319 13 SITE
11 7
10 12
1 3
2 4 6
5 9
8 JEFFERSON ST

MONROE ST
AVENUE 48

INDIO BLVD

JACKSON ST
50TH AVE
AVENUE 46
AVENUE 50
52ND AVE
HIGHWAY 111

MADISON ST

FRED WARING DR
AVENUE 52

GOLF CENTER
PKY
AVENUE 42

JEFFERSON
ST

INDIO BLVD
%&'(10

MILES AVE

CALHOUN ST

MADISON ST

CLINTON ST
AVENUE 44
51ST AVE

REQUA AVE

BURR ST

HJORTH ST

ODLUM DR

DOCTOR CARREON BLVD
AVENUE 45

KENNER AVE
49TH AVE

HEIFITZ DR
AVENUE 49

SIERRA AVE

CREST AVE

SIROCCO AVE DILLON AVE

EL DORADO DR

YOUNGS LN
WAYNE
ST

ALBI O N DR

DATE AVE

CALICO AVE

VALENCIA AVE
ELM ST

GRANT DR

SHIELDS RD

POMELO ST

JASPER PARK AVE

SHOWCASE PKY
AVENUE 43

TIGRIS AVE
3RD AVE

DIS N EY DR

JOHN NOBLES AVE JAS MIN E LN
PACINO
ST

MUIRFIELD DR

PLUM LN

ROCK ROSE DR
POE CT
VIA SO
RREN
TO

RECLINATA WAY

SAGE ST

SHASTA PL

PECOS PL

INDUSTRIAL PL
M

ARBELLA
CT

CALLE DIAMANTE

FAYE ST

MAJESTIQUE DR

WHEATLY CT

WAGON RD

GRANADA DR
FIG PL

ZENDA DR

LOREN CT
INDIO

LA QUINTA

COACHELLA

LA QUINTA

LA QUINTA
Source: Esri, Maxar, GeoEye, Earthstar Geographics,
CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, and the GIS
User Community
Tentative Tract 38072 Traffic Analysis
EXHIBIT 4-3: CUMULATIVE DEVELOPMENT MAP
N_
14156 - CD.mxd
40

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Retail 350 TSF
Office 200 TSF
Hotel 370 Rooms
Condo/Townhouse 516 DU
Hotel 117 Rooms
High Turnover (Sit‐Down) Restaurant 3.5 TSF
Restaurant (Fast Food w/ Drive Thru) 3 TSF
3 Mathis Outlet
(North of Hwy. 111 & west of Clinton St.) Discount home furnishing Superstore 50.0 TSF 4 Coachella Medical Center
(North of Dr. Carreon Bl., between Monroe & Arabia) Skilled Nursing Facility 288 Beds 5 College of the Desert Expansion
(South of Bliss, between Oasis and Towne) Junior Community College 45 TSF Fire Station Expansion 4.1 TSF
Police Headquarters Expansion 44 EMP
Government Office Complex 30.1 TSF
Polo Community
‐ Tract 37100‐1 (estimated unbuilt) Senior Adult Housing 58 DU ‐ Tract 37160  (estimated unbuilt) Senior Adult Housing 226 DU 8 Arroyo Crossing Multifamily Residential 220.0 DU
Multifamily Housing (Low‐Rise) 180 DU
General Office Building 10 DU
Industrial Park 107.22 TSF
Super Convenience Market/Gas Station 16 VFP
11 Majestic Indio Delivery Station 165.714 TSF
12 Jefferson Snellenberger Multifamily Housing (Low‐Rise) 40.0 DU Hotel 150 Rooms
Shopping Center 30.5 TSF
Fastfood w/ Drive Thru 4.5 TSF
Gasoline/Service Station 18 VFP
1 DU = Dwelling Units; TSF = Thousand Square Feet;  EMP = Employees; VFP = Vehicle Fueling Positions F:\UXRjobs\_14100‐14500\14156\Excel\[14156‐03 Report.xlsx]4‐2 13 Citrus Plaza Expansion
TPC Indio
10 Indio‐Jefferson Business Park
TABLE 4‐2: CUMULATIVE DEVELOPMENT LAND USE SUMMARY
Indio Public Safety Campus
(NEC Jackson St. & Dr. Carreon Bl.) 6
9 7
Polo Square
Home 2 Suites
1 2
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43 The near‐term traffic analysis includes the following traffic conditions, with the various traffic components:
 EAP (2023)
o Existing 2021 volumes
o Ambient growth traffic (4.04%)
o Project Traffic
 EAPC (2023)
o Existing 2021 volumes
o Ambient growth traffic (4.04%)
o Cumulative Development traffic
o Project Traffic

4.6 GENERAL PLAN BUILDOUT (2040) VOLUMEDEVELOPMENT
Future horizon year 2040 traffic projections were derived from the City of Indio Mobility Technical Report, May 2016. (5)  General plan buildout traffic volumes from the City of Indio were reviewed and necessary adjustments were made by applying a minimum growth of 10% over existing conditions to ensure that the volume projections exceed the estimated 2021 “typical/non‐COVID‐19” traffic volumes.  Projections from the Riverside County Transportation Analysis Model (RivTAM) have also been considered.
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45 5 EAP (2023) TRAFFIC CONDITIONS
This section discusses the methods used to develop Existing plus Ambient Growth plus Project (EAP) (2023) traffic conditions and the resulting peak hour intersection and roadway segment operations.

5.1 ROADWAY IMPROVEMENTS
The lane configurations and traffic controls assumed to be in place for EAP conditions are consistent with those shown previously on Exhibit 3‐1, with the exception of Project driveways and those facilities assumed to be constructed by the Project to provide site access are also assumed to be in place for EAP conditions only (e.g., intersection and roadway improvements at the Project’s frontage and driveways).

5.2 EAP (2023) TRAFFIC VOLUME FORECASTS
For the purpose of evaluating Avenue 49 with Project conditions, Tierra Del Sol residential traffic has been estimated based on the assumption that approximately 50 residential units in Tierra Del Sol would utilize the new connection to Avenue 49 to access Jackson Street.  Table 1 shows the trip generation for Tierra Del Sol. The estimated Tierra Del Sol traffic volumes oriented to Avenue 49 are shown on Exhibit 5‐1.

It should be noted that the extension of Camino Rosarito to directly connect to Avenue 49 is anticipated to be constructed by others as an additional access for the Tierra Del Sol neighborhood (located on the north side of the future extension of Avenue 49) to connect to Jackson Street.

To account for background traffic growth, an ambient growth from Existing conditions of 4.04% (2 percent per year over 2 years, compounded annually) is included for EAP traffic conditions.

Cumulative development projects are not included as part of the EAP analysis.  EAP weekday ADT, AM, and PM peak hour intersection turning movement volumes are shown on Exhibit 5‐2.

5.3 EAP (2023) INTERSECTIONOPERATIONS ANALYSIS
EAP peak hour traffic operations have been evaluated for the study area intersections based on the analysis methodologies presented in Section 2 Methodologies of this TA.  The intersection analysis results are summarized in Table 5‐2, which indicate that the study intersections are operating at an acceptable LOS with the addition of ambient growth and Project traffic, consistent with Existing (2021).  The intersection operations analysis worksheets for EAP traffic conditions is included in Appendix 5.1 of this TIA.  Recommended intersection improvements for EAP conditions are shown on Exhibit 5‐3.

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Single Family Detached 210 50 DU 0.19 0.55 0.74 0.62 0.37 0.99 9.44 In Out Total In Out Total
Single Family Detached 210 50 DU 10 28 38 31 19 50 472
F:\UXRjobs\_14100‐14500\14156\Excel\[14156‐03 Report.xlsx]5‐1 TABLE 5‐1: TIERRA DEL SOL TRIP GENERATION SUMMARY
(ESTIMATED TO BE ROUTED TO USE AVENUE 49 CONNECTION)
Trip Generation Rates1
Land Use
ITE LU
Code Quantity2
AM Peak Hour PM Peak Hour
Daily
Trip Generation Results
1 Trip Generation Source:  Institute of Transportation Engineers (ITE), Trip Generation Manual, 10th Edition (2017). 2 DU = Dwelling Unit
Land Use
ITE LU
Code Quantity2
AM Peak Hour PM Peak Hour
Daily
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L T R L T R L T R L T R AM PM AM PM
1 Jackson St. / Dr. Carreon Bl. TS 1 2 0 1 2 0 1 2 0 1 2 0 19.9 21.0 B C 2 Jackson St. / Avenue 48 TS 2 2 0 2 2 0 1 2 1 1 3 0 32.7 35.8 C D 3 Jackson St. / Odlum Dr. ‐ Ave. 49
‐ With Cross‐Street Stop CSS 1* 1 0 1* 2 1 0.5 0.5 d 0 1! 0 68.3 >80 F F ‐ With Traffic Signal TS 1 10 1 2 1 0.5 0.5 d 0 1! 0 10.1 6.1 B A 4 Jackson St. / Avenue 50 AWS 1 1 0 1 2 0 1 1 1 1 1 0 73.8 >80 F F ‐ With Improvements TS 1 1 0 1 2 0 1 1 1 1 1 0 37.1 36.9 D D 5 Jackson St. / Plume Feather Dr. CSS 0 1 0 1* 2 0 0 0 0 0 1! 0 13.1 14.1 B B 6 Heron Pl. / Avenue 49 CSS 0 1! 00000 1 00 1 0 9.1 9.3 A A 7 Camito Rosarito / Avenue 49 CSS 0 1! 00000 1 00 1 0 8.6 8.6 A A 8 Song Sparrow Pl. / Avenue 49 CSS 0000 1! 00 1 00 1 0 8.7 8.7 A A 1 When a right turn is designated, the lane can either be striped or unstriped.  To function as a right turn lane there must be sufficient width for right turning vehicles to travel outside the through lanes.
2 Per the Highway Capacity Manual 6th Edition (HCM6), overall average intersection delay and level of service are shown for intersections with a traffic signal or all way stop control.

For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a single lane) are shown.

Delay and level of service is calculated using Synchro 11 analysis software.

BOLD = LOS does not meet the applicable jurisdictional requirements (i.e., unacceptable LOS). 3 TS = Traffic Signal;  CSS = Cross‐Street Stop;  AWS = All‐Way‐Stop F:\UXRjobs\_14100‐14500\14156\Excel\[14156‐03 Report.xlsx]5‐2 L  =  Left;  T  =  Through;  R  =  Right;  d  =  Defacto Right Turn Lane;  *  = Left‐Turn accommodated within two‐way left turn lane (TWLTL) striped median;

0.5  =  Shared Lane;  1!  =  Shared Left/Through/Right Lane;  1  =  Improvement Northbound Southbound Eastbound Westbound
Level of
Service2
#Intersection
Traffic
Control3
Intersection Approach Lanes1 Delay2
(Secs)
TABLE 5‐2: INTERSECTION ANALYSIS FOR EAP (2023) CONDITIONS 49

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51 5.4 EAP (2023) ROADWAY SEGMENT CAPACITY ANALYSIS
Table 5‐3 provides a summary of the EAP (2023) conditions roadway segment capacity analysis based on the County of Riverside Roadway Segment Capacity Thresholds.  As shown in Table 5‐ 3, all study area roadway segments currently operate at an acceptable LOS based on the planning level daily roadway capacity thresholds.

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Roadway
Designation
Through
Travel
Lanes1 ADT3
Volume/
Capacity
Ratio
north of Dr. Carreon Boulevard Boulevard 4 42,600               21,400          0.50 between Dr. Carreon Boulevard and Avenue 48 Boulevard 4 42,600               17,900          0.42 between Avenue 48 and Odlum Drive ‐ Avenue 49 Boulevard 4 42,600               19,100          0.45 between Odlum Drive ‐ Avenue 49 and Avenue 50 Boulevard 3 31,950               16,800          0.53 south of Avenue 50 Boulevard 3 31,950               12,200          0.38 west of Jackson Street Boulevard 4 42,600               10,000          0.23 east of Jackson Street Collector 4 28,000                 7,600          0.27 west of Jackson Street Boulevard 5 50,835               18,400          0.36 east of Jackson Street Boulevard 6 61,000               20,500          0.34 west of Jackson Street Boulevard 3 31,950               12,800          0.40 east of Jackson Street Boulevard 2 21,300               12,900          0.61 F:\UXRjobs\_14100‐14500\14156\Excel\[14156‐03 Report.xlsx]5‐3 Dr. Carreon Boulevard
Avenue 48
Avenue 50
1 Existing Number of Through lanes 2 Source: City of Indio General Plan Mobility Technical Report 3 Average Daily Traffic (ADT) expressed in vehicles per day.

TABLE 5‐3: ROADWAY VOLUME/CAPACITY ANALYSIS FOR EAP (2023) CONDITIONS LOS E
Capacity2
Jackson Street
52

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53 6 EAPC (2023) TRAFFIC CONDITIONS
This section discusses the methods used to develop Existing Plus Ambient Growth Plus Cumulative Projects Plus Project (EAPC) (2023) traffic conditions and the resulting peak hour intersection and roadway segment operations analyses.

6.1 ROADWAY IMPROVEMENTS
The lane configurations and traffic controls assumed to be in place for EAPC conditions are consistent with those shown previously on Exhibit 3‐1, with the exception of the following:

Project driveways and those facilities assumed to be constructed by the Project to provide site access are also assumed to be in place for EAPC conditions only (e.g., intersection and roadway improvements at the Project’s frontage and driveways).

Driveways and those facilities assumed to be constructed by cumulative developments to provide site access are also assumed to be in place for EAPC conditions only (e.g., intersection and roadway improvements along the cumulative development’s frontages and driveways).

6.2 EAPC (2023) TRAFFIC VOLUME FORECASTS
To account for background traffic growth, other known cumulative development projects in the study area were included in addition to an ambient growth from Existing conditions of 4.04% (2 percent per year over 2 years, compounded annually) for EAPC traffic conditions.   EAPC weekday ADT, AM, and PM peak hour intersection turning movement volumes are shown on Exhibit 6‐1.

6.3 EAPC (2023) INTERSECTIONOPERATIONS ANALYSIS
EAPC peak hour traffic operations have been evaluated for the study area intersections based on the analysis methodologies presented in Section 2 Methodologies of this TIA.   The intersection analysis results are summarized in Table 6‐1, which indicate that there are no intersections operating at an unacceptable LOS with the addition of ambient growth, cumulative projects, and Project traffic, consistent with Existing (2021) and EAP (2023) traffic conditions.   The intersection operations analysis worksheets for EAPC traffic conditions is included in Appendix 6.1 of this TIA. Recommended intersection improvements for EAPC conditions are shown on Exhibit 6‐2.  An initial draft concept striping plan shown on Exhibit 6‐3 demonstrates a potential roadway segment / intersection configuration in the vicinity of Jackson Street / Avenue 49 for access between Heron Place and Jackson Street on Avenue 49.

6.4 EAPC (2023) ROADWAY SEGMENT CAPACITY ANALYSIS
Table 6‐2 provides a summary of the EAP (2023) conditions roadway segment capacity analysis based on the County of Riverside Roadway Segment Capacity Thresholds.  As shown in Table 6‐ 2, all study area roadway segments currently operate at an acceptable LOS based on the planning level daily roadway capacity thresholds.
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L T R L T R L T R L T R AM PM AM PM
1 Jackson St. / Dr. Carreon Bl. TS 1 2 0 1 2 0 1 2 0 1 2 0 25.4 26.6 C C 2 Jackson St. / Avenue 48 TS 2 2 0 2 2 0 1 2 1 1 3 0 32.9 36.0 C D 3 Jackson St. / Odlum Dr. ‐ Ave. 49
‐ With Cross‐Street Stop CSS 1* 1 0 1* 2 1 0.5 0.5 d 0 1! 0 >80 >80 F F ‐ With Traffic Signal TS 1 10 1 2 1 0.5 0.5 d 0 1! 0 10.2 8.5 B A 4 Jackson St. / Avenue 50 AWS 1 1 0 1 2 0 1 1 1 1 1 0 >80 >80 F F ‐ With Improvements TS 1 1 0 1 2 0 1 1 1 1 1 0 37.3 37.2 D D 5 Jackson St. / Plume Feather Dr. CSS 0 1 0 1* 2 0 0 0 0 0 1! 0 14.0 15.2 B C 6 Heron Pl. / Avenue 49 CSS 0 1! 00000 1 00 1 0 9.1 9.3 A A 7 Camito Rosarito / Avenue 49 CSS 0 1! 00000 1 00 1 0 8.6 8.6 A A 8 Song Sparrow Pl. / Avenue 49 CSS 0000 1! 00 1 00 1 0 8.7 8.7 A A 1 When a right turn is designated, the lane can either be striped or unstriped.  To function as a right turn lane there must be sufficient width for right turning vehicles to travel outside the through lanes.
2 Per the Highway Capacity Manual 6th Edition (HCM6), overall average intersection delay and level of service are shown for intersections with a traffic signal or all way stop control.

For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a single lane) are shown.

Delay and level of service is calculated using Synchro 11 analysis software.

BOLD = LOS does not meet the applicable jurisdictional requirements (i.e., unacceptable LOS). 3 TS = Traffic Signal;  CSS = Cross‐Street Stop;  AWS = All‐Way‐Stop F:\UXRjobs\_14100‐14500\14156\Excel\[14156‐03 Report.xlsx]6‐1 L  =  Left;  T  =  Through;  R  =  Right;  d  =  Defacto Right Turn Lane;  *  =  Left‐Turn accommodated within two‐way left turn lane (TWLTL) striped median;

0.5  =  Shared Lane;  1!  =  Shared Left/Through/Right Lane;  1  =  Improvement Northbound Southbound Eastbound Westbound
Level of
Service2
#Intersection
Traffic
Control3
Intersection Approach Lanes1 Delay2
(Secs)
TABLE 6‐1: INTERSECTION ANALYSIS FOR EAPC (2023) CONDITIONS 55

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Roadway
Designation
Through
Travel
Lanes1 ADT3
Volume/
Capacity
Ratio
north of Dr. Carreon Boulevard Boulevard 4 42,600               22,200          0.52 between Dr. Carreon Boulevard and Avenue 48 Boulevard 4 42,600               19,900          0.47 between Avenue 48 and Odlum Drive ‐ Avenue 49 Boulevard 4 42,600               21,100          0.50 between Odlum Drive ‐ Avenue 49 and Avenue 50 Boulevard 3 31,950               18,800          0.59 south of Avenue 50 Boulevard 3 31,950               14,200          0.44 west of Jackson Street Boulevard 4 42,600               13,100          0.31 east of Jackson Street Collector 4 28,000                 9,500          0.34 west of Jackson Street Boulevard 5 50,835               18,600          0.37 east of Jackson Street Boulevard 6 61,000               20,800          0.34 west of Jackson Street Boulevard 3 31,950               13,200          0.41 east of Jackson Street Boulevard 2 21,300               13,400          0.63 F:\UXRjobs\_14100‐14500\14156\Excel\[14156‐03 Report.xlsx]6‐2 Dr. Carreon Boulevard
Avenue 48
Avenue 50
1 Existing Number of Through lanes 2 Source: City of Indio General Plan Mobility Technical Report 3 Average Daily Traffic (ADT) expressed in vehicles per day.

TABLE 6‐2: ROADWAY VOLUME/CAPACITY ANALYSIS FOR EAPC (2023) CONDITIONS LOS E
Capacity2
Jackson Street
58

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59 7 GENERAL PLAN BUILDOUT (2040) TRAFFIC CONDITIONS
This section discusses the methods used to develop General Plan Buildout (2040) traffic forecasts, and the resulting intersection operations and roadway segment operations analyses.

7.1 ROADWAY IMPROVEMENTS
The lane configurations and traffic controls assumed to be in place for General Plan Buildout (2040) traffic conditions are consistent with those shown on Exhibit 3‐1, in conjunction with other long‐range City roadway facilities that would be likely be in place by General Plan Buildout (2040) traffic conditions.

7.2 GENERAL PLAN BUILDOUT (2040) WITHOUT PROJECT TRAFFIC VOLUME FORECASTS Future General Plan Buildout 2040 traffic projections were derived from the City of Indio Mobility Technical Report, May 2016. (5)   Adjustments have been made to the long‐range traffic forecasts where the volumes are lower than the current (2021) baseline condition.

Projections from the Riverside County Transportation Analysis Model (RivTAM) have also been considered.  Exhibit 7‐1 shows the resulting General Plan Buildout (2040) without Project traffic volumes.

7.3 GENERAL PLAN BUILDOUT (2040) WITH PROJECT TRAFFIC VOLUME FORECASTS In order to provide a conservative analysis, the proposed Project has been added to the General Plan Buildout 2040 Without Project conditions.   The ADT and AM and PM peak hour traffic volumes which can be expected for General Plan Buildout (2040) With Project traffic conditions are shown on Exhibit 7‐2.

7.4 INTERSECTIONOPERATIONS ANALYSIS
LOS calculations were conducted for the study intersections to evaluate their operations under General Plan Buildout (2040) traffic conditions with roadway and intersection geometrics consistent with Section 7.1 Roadway Improvements.   The intersection analysis results are summarized in Table 7‐1.  As shown in Table 7‐1, no additional study area intersections are anticipated to operate at an unacceptable LOS (LOS “E” or worse) during the peak hours under General Plan Buildout (2040) Without and With Project traffic conditions.

The intersection operations analysis worksheets for General Plan Buildout (2040) Without Project traffic conditions are included in Appendix 7.1 of this TA. Recommended intersection improvements for General Plan Buildout (2040) Without Project conditions are shown on Exhibit 7‐3.   General Plan Buildout (2040) With   Project traffic conditions are included in Appendix 7.2.  Recommended intersection improvements for General Plan Buildout (2040) With Project conditions are shown on Exhibit 7‐4.
59

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L T R L T R L T R L T R AM PM AM PM AM PM AM PM
1 Jackson St. / Dr. Carreon Bl. TS 1 2 0 1 2 0 1 2 0 1 2 0 38.3 47.5 D D 42.1 52.5 D D 2 Jackson St. / Avenue 48 TS 2 2 0 2 2 0 1 2 1 1 3 0 43.7 46.8 D D 44.4 54.1 D D 3 Jackson St. / Odlum Dr. ‐ Ave. 49
Without Project
‐ With Cross‐Street Stop CSS 1* 1 0 0 2 1 1 0 d 0 0 0 49.2 55.9 E F ‐‐‐‐ ‐ With Traffic Signal TS 1 2 0 0 2 1 1 0 d 0 0 0 3.7 3.1 A A ‐‐‐‐ With Project
‐ With Cross‐Street Stop CSS 1* 1 0 0 2 1 1 0 d 0 0 0 ‐‐‐‐ >80 >80 F F ‐ With Traffic Signal TS 1 2 0 1 2 1 0.5 0.5 d 0 1! 0 ‐‐‐‐ 12.7 9.0 B A 4 Jackson St. / Avenue 50 AWS 1 1 0 1 2 0 1 1 1 1 1 0 >80 >80 F F >80 >80 F F ‐ With Improvements TS 1 2 01201 2 01 2 0 47.8 46.6 D D 49.0 47.8 D D 5 Jackson St. / Plume Feather Dr. CSS 0 1 0 1* 2 0 0 0 0 0 1! 0 ‐‐‐‐ 32.5 21.8 D C 6 Heron Pl. / Avenue 49 CSS 0 1! 00000 1 00 1 0 ‐‐‐‐ 9.1 9.3 A A 7 Camito Rosarito / Avenue 49 CSS 0 1! 00000 1 00 1 0 ‐‐‐‐ 8.6 8.6 A A 8 Song Sparrow Pl. / Avenue 49 CSS 0000 1! 00 1 00 1 0 ‐‐‐‐ 8.7 8.7 A A 1 When a right turn is designated, the lane can either be striped or unstriped.  To function as a right turn lane there must be sufficient width for right turning vehicles to travel outside the through lanes.
2 Per the Highway Capacity Manual 6th Edition (HCM6), overall average intersection delay and level of service are shown for intersections with a traffic signal or all way stop control.

For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a single lane) are shown.

Delay and level of service is calculated using Synchro 11 analysis software.

BOLD = LOS does not meet the applicable jurisdictional requirements (i.e., unacceptable LOS). 3 TS = Traffic Signal;  CSS = Cross‐Street Stop;  AWS = All‐Way‐Stop F:\UXRjobs\_14100‐14500\14156\Excel\[14156‐03 Report.xlsx]7‐1 #Intersection
Traffic
Control3
Intersection Approach Lanes1
Without Project With Project
L  =  Left;  T  =  Through;  R  =  Right;  d  =  Defacto Right Turn Lane;  *  =   Left‐Turn accommodated within two‐way left turn lane (TWLTL) striped median;

0.5  =  Shared Lane;  1!  =  Shared Left/Through/Right Lane;  1  =  Improvement Delay2
(Secs)
Level of
Service2 Northbound Southbound Eastbound Westbound
Level of
Service2
Delay2
(Secs)
TABLE 7‐1: INTERSECTION ANALYSIS FOR GENERAL PLAN BUILDOUT (2040) CONDITIONS 62

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65 7.5 ROADWAY SEGMENT CAPACITY ANALYSIS
The roadway segment capacities are approximate figures only; they are typically used at the General Plan level to assist in determining the roadway functional classification (number of through lanes) needed to meet future forecasted traffic demand.   Table 7‐2 provides a summary of the General Plan Buildout (2040) Without Project and With Project traffic conditions roadway segment capacity analysis based on the City of Indio and County of Riverside’s roadway segment capacity thresholds identified previously in Table 3‐5.  As shown on Table 7‐2, study area roadway segments are anticipated to operate at acceptable LOS for General Plan Buildout (2040) traffic conditions.
65

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Volume/
Capacity
Ratio ADT3
Volume/
Capacity
Ratio
north of Dr. Carreon Boulevard Boulevard 4 42,600               27,700          0.65      27,900          0.65 between Dr. Carreon Boulevard and Avenue 48 Boulevard 4 42,600               21,400          0.50      22,000          0.52 between Avenue 48 and Odlum Drive ‐ Avenue 49 Boulevard 4 42,600               26,900          0.63      28,200          0.66 3 31,950                   0.84          0.86
4         42,600          0.63          0.65
3 31,950                   0.72          0.72
4         42,600          0.54          0.54
west of Jackson Street Boulevard 4 42,600               14,300          0.34      14,500          0.34 east of Jackson Street Collector 4 28,000                 9,900          0.35      10,000          0.36 west of Jackson Street Boulevard 5 50,835               24,000          0.47      24,400          0.48 east of Jackson Street Boulevard 6 61,000               21,600          0.35      21,900          0.36 3 31,950                   0.60          0.61
4         42,600          0.45          0.46
2 21,300                   0.79          0.79
4         42,600          0.39          0.40
F:\UXRjobs\_14100‐14500\14156\Excel\[14156‐03 Report.xlsx]7‐2 Boulevard
19,300      19,400
16,800      16,900
27,600
south of Avenue 50 Boulevard 22,900            23,100
Jackson Street
TABLE 7‐2: ROADWAY VOLUME/CAPACITY ANALYSIS FOR GENERAL PLAN BUILDOUT (2040) CONDITIONS Roadway Segment
Roadway
Designation
Through
Travel
Lanes1 Capacity2
Without Project
Dr. Carreon Boulevard
Avenue 48
1 1 = Existing Number of Through lanes;  1  =  Improvement 2 Source: City of Indio General Plan Mobility Technical Report 3 Average Daily Traffic (ADT) expressed in vehicles per day. west of Jackson Street
east of Jackson Street
Avenue 50
Boulevard
With Project
between Odlum Drive ‐ Avenue 49 and Avenue 50 Boulevard 26,900 66

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67 8 VEHICLE MILES TRAVELED (VMT)
Changes to California Environmental Quality Act (CEQA) Guidelines were adopted in December 2018, which require all lead agencies to adopt VMT as a replacement for automobile delay‐ based level of service (LOS) as the new measure for identifying transportation impacts for land use projects.  This statewide mandate went into effect July 1, 2020.  To aid in this transition, the Governor’s Office of Planning and Research (OPR) released a Technical Advisory on Evaluating Transportation Impacts in CEQA (December of 2018) (Technical Advisory). (6) Based on OPR’s Technical Advisory, the County of Riverside has prepared their Transportation Analysis Guidelines for Level of Service Vehicle Miles Traveled (County Guidelines). (1) The City of Indio utilizes the December 2020 County of Riverside Transportation Guidelines for VMT assessments.   Figure 3 of the December 2020 County Guidelines for VMT sets forth screening criteria under which Projects are not required to submit detailed VMT analysis.  This guidance for determination of non‐significant VMT impact is primarily intended to avoid unnecessary analysis and findings that would be inconsistent with the intent of SB 743.  VMT screening criteria for development projects include the following:
 Small Projects with low trip generation based on the County Greenhouse Gas Emissions Screening Tables resulting in a 3,000 metric tons of Carbon Dioxide Equivalent per year screening level threshold.  Specific examples include Single Family Housing projects less than or equal to 110 Dwelling Units; Multi Family (low rise) Housing projects less than or equal to 147 Dwelling Units; retail buildings with area less than or equal to 60,000 sf, general office buildings less than or equal to 165,000 sf, and general light industrial buildings less than or equal to 179,000 sf., and warehouse (unrefrigerated) buildings less than or equal to 208,000 sf,  Projects Near High Quality Transit within a half mile of an existing major transit stop which maintains a service interval frequency of 15 minutes or less during peak commute periods,  Local Serving Retail with no single store on‐site exceeding 50,00 sf and determined to be local serving by the Engineering Department,
 Affordable Housing with a high percentage of affordable units as determined by the Planning and Engineering departments,
 Local Essential Service such as day care, police or fire facility, medical/dental office building less than 50,000 sf, government offices, or other uses deemed essential by the Engineering Department,
 Map Based Screening within an area of development under threshold as shown on screening map allowed by the Engineering Department, and
 Redevelopment Projects which replace an existing VMT‐generating land use and do not result in a net overall increase in VMT.

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68 PROJECT RESIDENTIAL
The Project has been reviewed for VMT screening based upon its location within a low VMT‐ generating area and no further VMT analysis is needed.

Residential projects located within a low VMT‐generating area may be presumed to have a less than significant impact absent substantial evidence to the contrary. 68

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69 9 REFERENCES

1. Riverside County Transportation Department. Transportation Analysis Guideines for Level of Service & Vehicle Miles Traveled. County of Riverside : s.n., December 2020.

2. City of Indio. General Plan. City of Indio : s.n., Adopted September 2019.

3. Transportation Research Board. Highway Capacity Manual (HCM). s.l. : National Academy of Sciences, 6th Edition.

4. Institute of Transportation Engineers. Trip Generation. 10th Edition. 2017.

5. City of Indio. General Plan Update ‐ Mobility Technical Report. City of Indio : s.n., May 2016.

6. Office of Planning and Research. Technical Advisory on Evaluating Transportation Impacts in CEQA.

State of California : s.n., December 2018.

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APPENDIX 1.1:

APPROVED TRAFFIC STUDY SCOPING AGREEMENT

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June 21, 2021
Mr. Juan Raya
City of Indio
100 Civic Center Mall
Indio, CA 92201
SUBJECT: TENTATIVE TRACT 38072 TRAFFIC ANALYSIS SCOPING AGREEMENT Dear Mr. Juan Raya:

Urban Crossroads, Inc. is pleased to submit this traffic analysis scope regarding the proposed Tentative Tract 38072 (“Project”), which is located east of Jackson Street and south of Odlum Drive (Avenue 49) in the City of Indio.  It is our understanding that the Project is to consist of 173 single family residential units.  This letter describes the draft proposed project trip generation and analysis procedures.

The site plan for the proposed Project is shown on Exhibit 1. Exhibit 2 depicts the proposed intersection analysis locations for this analysis.  Access to Jackson Street from the Project will be provided via Plume Feather Drive and Avenue 49.

TRIP GENERATION
In orderto estimate the traffic characteristics ofthe Project,trip‐generation statistics published in the Institute of Transportation Engineers(ITE) TripGeneration (10th Edition, 2017)manualforITE LandUse Code 210 (Single Family Detached Residential) is utilized.  Initial estimates of Project trip generation are shown on Table 1.  As shown in Table 1, the Project is anticipated to generate 1,633 trip‐ends per day with 128 AM peak hour trips and 171 PM peak hour trips.

TRIP DISTRIBUTION AND ASSIGNMENT
The trip distribution pattern is heavily influenced by the geographical location of the site, the location of surrounding uses, and the access to adjacent roadways.  Exhibit 3 presents the trip distribution pattern for the Projectsite.  The resulting daily and peak hour traffic volumes associated with the Project are shown on Exhibit 4.

ANALYSIS SCENARIOS
The analysis of peak hour operations at study area intersections will be provided for the following analysis scenarios:
 Existing (2021)
 Existing plus Ambient plus Project (EAP) (2023)
 Existing plus Ambient plus Project plus Cumulative (EAPC) (2023)  General Plan Buildout (2040), Without and With Project

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The City of Indio General Plan Circulation Element is depicted on Exhibit 5.

For the purposes of this focused traffic analysis, the following intersections will be evaluated as shown on Exhibit 2.

ID Intersection Location
1 Jackson Street / Dr. Carreon Boulevard
2 Jackson Street / Avenue 48
3 Jackson Street / Odlum Drive
4 Jackson Street / Avenue 50
5 Jackson Street / Plume Feather Drive – (Future Project Access) 6 Heron Place / Avenue 49 – (Future Project Access)
7 Camito Rosarito / Avenue 49 – (Future Intersection)
8 Song Sparrow Place / Avenue 49 – (Future Project Access) Operational characteristics of the Jackson Street/Odlum Drive intersection will be examined in terms of traffic control and vehicle queues.

Access configurations on Avenue 49 along the Project frontage will also be evaluated.

CUMULATIVE DEVELOPMENT TRAFFIC
We request that City staff review the list of cumulative development projects (shown on Exhibit 6 and listed on Table 2) for inclusion in the traffic study.  Consistent with other studies performed in the area and utilized by the County of Riverside, an ambient growth rate of 2% per year will be utilized as a minimum if necessary.  The rate will be compounded over a 2‐year period (i.e., 1.022years = 1.0404 or

4.04%) for Interim Year (2023) conditions.

LEVEL OF SERVICE (LOS) CRITERIA
Per the City of Indio’s General Plan, LOS D as the threshold for acceptable traffic conditions on the circulation network.

PREFERRED ANALYSIS METHODOLOGY
For the purposes of this analysis, signalized intersection operations analysis will be based on the methodology described in the Highway Capacity Manual (6th Edition).  Intersection LOS operations are based on an intersection’s average control delay.  Unsignalized intersections will be evaluated using the methodology described in the HCM 6th Edition.  At two‐way or side‐street stop‐controlled intersections, LOS is calculated for each controlled movement and for the left turn movement from the major street,

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as well as for the intersection as a whole.   For approaches composed of a single lane, the delay is computed as the average of all movements in that lane.

EXISTING 2021 VOLUME ESTIMATES
For the Jackson Street / Avenue 50 intersection (#4) have been derived from the Polo Community Traffic Impact Analysis, June 2017, prepared by Urban Crossroads.  Available peak hour counts are shown on Exhibit 7.

These 2017 counts will be adjusted by adding 4 years of background (ambient) growth (2% per year, total of 8.20% compounded over a 4‐year period) in order to estimate “typical/non‐COVID‐19” 2021 conditions.

Average Daily 2017 traffic count datasets were obtained from the Coachella Valley Association of Governments (CVAG) web‐based GIS map and are also shown on Exhibit 7.  These 2017 daily counts will also be adjusted by adding 4 years of background (ambient) growth (2% per year, total of 8.20% compounded over a 4‐year period) in order to estimate “typical/non‐COVID‐19” 2021 conditions, as shown on Exhibit 7.

New traffic counts will be collected on June 2021 during the following timeframes: 7:00 AM to 9:00 AM and 4:00 PM to 6:00 PM for the three existing study area intersections:
 #1 – Jackson Street / Dr. Carreon Boulevard
 #2 – Jackson Street / Avenue 48
 #3 – Jackson Street / Odlum Drive
 #4 – Jackson Street / Avenue 50
Counts taken during the month of June will also be increased by 15% in order to estimate peak season conditions.

To determine “typical/non‐COVID‐19” 2021 traffic volumes at the two locations where peak hour counts are unavailable, morning and evening peak hour volume adjustments will be determined from the Jackson Street/Avenue 50 intersection (#4).   These adjustments will then be applied to the three intersection locations where previous counts are not available (Jackson Street / Dr. Carreon Boulevard ‐ #1, Jackson Street / Avenue 48 ‐ #2, and Jackson Street / Odlum Drive ‐ #3).

For the purpose of evaluating Avenue 49 with Project conditions, Tierra Del Sol residential traffic has been estimated based on the assumption that approximately 50 residential units in Tierra Del Sol would utilize the new connection to Avenue 49 to access Jackson Street.  The estimated Tierra Del Sol traffic volumes oriented to Avenue 49 are shown on Exhibit 8.

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GENERAL PLAN BUILDOUT TRAFFIC
Future horizon year 2040 traffic projections will be derived from the Riverside County Transportation Analysis Model (RivTAM) as well as the City of Indio Mobility Technical Report, May 2016.  General plan buildout traffic volumes from RivTAM and the City of Indio will be adjusted as necessary to ensure that the volume projections include reasonable growth over the estimated 2021 “typical/non‐COVID‐19” traffic volumes.

VEHICLE MILES TRAVELED (VMT)
A VMT screening assessment will be prepared in accordance with SB743 and consistent with the methodology and thresholds outlined in the County of Riverside’s December 2020 VMT methodology guidelines.

Residential projects located within a low VMT‐generating area may be presumed to have a less than significant impact absent substantial evidence to the contrary.

The Riverside County Transportation Analysis Model (RIVTAM) is used to measure VMT performance for individual traffic analysis zones (TAZ’s).  Those TAZ’s that perform at or below the County average of total VMT per resident under base year conditions are considered low VMT areas.   For this screening criteria to be applicable, a project must demonstrate consistency with the underlying land use types contained within the travel demand model used to determine low VMT areas.

The Project will be reviewed for VMT screening based upon its location within a low VMT‐generating area.

Please review this scoping agreement let us know if it is acceptable, or if the City requests any changes to this proposed scope of work.  If you have any questions, please contact John Kain at (949) 375‐2435 or Marlie Whiteman (714) 585‐0574.

Respectfully submitted,
URBAN CROSSROADS, INC.

John Kain, AICP                                                                   Marlie Whiteman, PE Principal   Senior Associate

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MEADOWLARK PLACE MEADOWLARK PLACE HERON PLACE
AVENUE 49

RAVEN LANE
1 2 3 4
5 6
7 8
91011 32 33 34 35 36 37 38 39 40 41 42 4344 45 46 47 48 49 50 51 52 53 54 55 56575859606162 95 96979899100 101 102 103 104 105106 107 108 145 146 147 148 149150151 6867666564 63 7071727374 80 7978777675 818283848586 90898887 91929394 114 113 112 111 110 109 115 116 117 118 119 120 124 123 122 121 125 126 127 128 134 135 136 137 138139 140 141 142 143 144 130 129 131 132 133 156 155 154 153 158 159 160 161 152 157 27 28 29 30 2231 23 24 25 2019 18 1726 2112131415 16 173 171 170 169 168 167 166 165 164 69 172 JACKSON STREET ALULA WAY ORIOLE PLACE MOCKINGBIRD WAY

VERIO WAY

PLUME FEATHER DRIVE
FLAMENCO WAY KINGFISHER CT.

TATTLER LANE

PINTAIL LANE

THRUSH WAY SEAGULL PLACE

CUERVO WAY QUILL ROAD
VERDIN LANE SONG SPARROW PLACE 163 162 IN THE CITY OF INDIO, COUNTY OF RIVERSIDE, STATE OF CALIFORNIA TENTATIVE TRACT NO. 38072

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Single Family Detached 210 173 DU 0.19 0.55 0.74 0.62 0.37 0.99 9.44 In Out Total In Out Total
Single Family Detached 210 173 DU 33 95 128 107 64 171 1,633 F:\UXRjobs\_14100‐14500\14156\Excel\[14156‐01 Scope.xlsx]Trip Gen Trip Generation Results
TABLE 1: PROJECT TRIP GENERATION SUMMARY
Trip Generation Rates1
Land Use
ITE LU
Code Quantity2
AM Peak Hour PM Peak Hour
Daily
2 DU = Dwelling Unit
1 Trip Generation Source:  Institute of Transportation Engineers (ITE), Trip Generation Manual, 10th Edition (2017).

Land Use
ITE LU
Code Quantity2
AM Peak Hour PM Peak Hour
Daily

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7 1
3 2
4 6
5 MONROE ST

JACKSON ST
AVENUE 48
50TH AVE

INDIO BLVD
AVENUE 46

MADISON ST
52ND AVE
HIGHWAY 111
AVENUE 52
AVENUE 50

GOLF CENTER
PKY

INDIO BLVD

CALHOUN ST

MILES AVE

MADISON ST
AVENUE 46
49TH AVE

CLINTON ST
51ST AVE

REQUA AVE
53RD AVE
AVENUE 45

HJORTH ST

ODLUM DR

OASIS ST
AVENUE 53
AVENUE 49

VIA SA V
O
N
A

MARKET ST
VIA
DONA

HEIFITZ
DR

DILLON AVE

EL DORADO DR

YOUNGS LN
WAYN E
ST

DOCTOR CARREON BLVD

CALICO AVE

VALENCIA AVE
ELM ST

GRANT DR

SHIELDS RD

CA R IBE AVE

C OCHR A N DR

DATE AVE

ALADDIN ST

GARDEN AVE
DISNEY
D
R

JAS MI NE LN

JORDAN ST

BUSH ST

MUIRFIELD DR

PLUM LN

DESERT GROVE DR

ARABIA ST

MILLAY CT

VIA PESSARO

LAPIS DRAUSTIN DR

PECOS PL

CALLE ZAFIRO

CONTENTO

PEARRY PL

MAJESTIQUE DR

HEPBURN DR

LA PLAYA ST

CHEYENNE RD

REBECCA CT

ZENDA DR

DATE AVE
51ST AVE
INDIO

LA QUINTA

COACHELLA
Source: Esri, Maxar, GeoEye, Earthstar Geographics,
CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, and the GIS
User Community
Tentative Tract 38072 Traffic Analysis
EXHIBIT 6: CUMULATIVE DEVELOPMENT MAP
N_
14156 - CD.mxd

1.1-11

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1068 of 1319 ID Project Name Land Use Quantity Units1
Polo Community
‐ Tract 37100‐1 (estimated unbuilt) Senior Adult Housing 58 DU ‐ Tract 37160  (estimated unbuilt) Senior Adult Housing 226 DU Hotel 117 Rooms
High Turnover (Sit‐Down) Restaurant 3.5 TSF
Restaurant (Fast Food w/ Drive Thru) 3 TSF
3 Mathis Outlet
(North of Hwy. 111 & west of Clinton St.) Discount home furnishing Superstore 50.0 TSF 4 Coachella Medical Center
(North of Dr. Carreon Bl., between Monroe & Arabia) Skilled Nursing Facility 288 Beds 5 College of the Desert Expansion
(South of Bliss, between Oasis and Towne) Junior Community College 45 TSF Fire Station Expansion 4.1 TSF
Police Headquarters Expansion 44 EMP
Government Office Complex 30.1 TSF
Retail 350 TSF
Office 200 TSF
Hotel 370 Rooms
Condo/Townhouse 516 DU
1 DU = Dwelling Units; TSF = Thousand Square Feet;  EMP = Employees F:\UXRjobs\_14100‐14500\14156\Excel\[14156‐01 Scope.xlsx]CD List 1 Polo Square
Home 2 Suites
7 2
TABLE 2: CUMULATIVE DEVELOPMENT LAND USE SUMMARY
Indio Public Safety Campus
(NEC Jackson St. & Dr. Carreon Bl.) 6

1.1-12

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1069 of 1319

1.1-13

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1070 of 1319

1.1-14

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1071 of 1319 Tentative Tract 38072 Traffic Analysis
14156‐03 Report.docx
APPENDIX 3.1:

EXISTING TRAFFIC COUNTS

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1072 of 1319 Tentative Tract 38072 Traffic Analysis
14156‐03 Report.docx
This Page Intentionally Left Blank

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1073 of 1319 Tentative Tract 38072 Traffic Analysis
14156‐03 Report.docx
2021 COUNTS

3.1-1

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1074 of 1319 File Name : 01_IND_Jackson_Dr C AM
Site Code : 05121301
Start Date : 6/24/2021
Page No : 1
City of Indio
N/S: Jackson Street
E/W: Dr. Carreon Boulevard
Weather: Clear
Groups Printed- Total Volume
Jackson Street
Southbound
Dr. Carreon Boulevard
Westbound
Jackson Street
Northbound
Dr. Carreon Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 9 62 14 85 5 30 4 39 12 98 2 112 7 12 9 28 264 07:15 AM 7 61 18 86 2 44 8 54 19 112 4 135 17 20 4 41 316 07:30 AM 11 66 19 96 4 45 6 55 12 125 5 142 12 36 14 62 355 07:45 AM 6 78 28 112 5 55 20 80 27 101 6 134 13 43 12 68 394 Total 33 267 79 379 16 174 38 228 70 436 17 523 49 111 39 199 1329 08:00 AM 10 66 16 92 9 44 14 67 18 85 2 105 16 26 7 49 313 08:15 AM 4 65 23 92 2 26 5 33 20 77 5 102 18 21 5 44 271 08:30 AM 8 65 15 88 2 36 5 43 12 88 3 103 19 33 8 60 294 08:45 AM 4 72 17 93 2 50 5 57 10 98 7 115 22 24 6 52 317 Total 26 268 71 365 15 156 29 200 60 348 17 425 75 104 26 205 1195 Grand Total 59 535 150 744 31 330 67 428 130 784 34 948 124 215 65 404 2524 Apprch % 7.9 71.9 20.2 7.2 77.1 15.7 13.7 82.7 3.6 30.7 53.2 16.1 Total % 2.3 21.2 5.9 29.5 1.2 13.1 2.7 17 5.2 31.1 1.3 37.6 4.9 8.5 2.6 16 Jackson Street
Southbound
Dr. Carreon Boulevard
Westbound
Jackson Street
Northbound
Dr. Carreon Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM 7 61 18 86 2 44 8 54 19 112 4 135 17 20 4 41 316 07:30 AM 11 66 19 96 4 45 6 55 12 125 5 142 12 36 14 62 355 07:45 AM 6 78 28 112 5 55 20 80 27 101 6 134 13 43 12 68 394 08:00 AM 10 66 16 92 9 44 14 67 18 85 2 105 16 26 7 49 313 Total Volume 34 271 81 386 20 188 48 256 76 423 17 516 58 125 37 220 1378 % App. Total 8.8 70.2 21 7.8 73.4 18.8 14.7 82 3.3 26.4 56.8 16.8 PHF .773 .869 .723 .862 .556 .855 .600 .800 .704 .846 .708 .908 .853 .727 .661 .809 .874 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268

3.1-2

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1075 of 1319 File Name : 01_IND_Jackson_Dr C AM
Site Code : 05121301
Start Date : 6/24/2021
Page No : 2
City of Indio
N/S: Jackson Street
E/W: Dr. Carreon Boulevard
Weather: Clear
Jackson Street
Dr. Carreon Boulevard
Dr. Carreon Boulevard
Jackson Street
Right
81 Thru
271
Left
34 Out In Total
529 386 915
Right
48 Thru
188
Left
20 Out Total In
176 256 432
Left
76 Thru
423
Right
17 Out In Total
328 516 844
Left
58 Thru
125
Right
37 Total Out In
345 220 565
Peak Hour Begins at 07:15 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:30 AM 07:15 AM 07:00 AM 07:30 AM
+0 mins. 11 66 19 96 2 44 8 54 12 98 2 112 12 36 14 62
+15 mins. 6 78 28 112 4 45 6 55 19 112 4 135 13 43 12 68 +30 mins. 10 66 16 92 5 55 20 80 12 125 5 142 16 26 7 49 +45 mins. 4 65 23 92 9 44 14 67 27 101 6 134 18 21 5 44 Total Volume 31 275 86 392 20 188 48 256 70 436 17 523 59 126 38 223 % App. Total 7.9 70.2 21.9 7.8 73.4 18.8 13.4 83.4 3.3 26.5 56.5 17 PHF .705 .881 .768 .875 .556 .855 .600 .800 .648 .872 .708 .921 .819 .733 .679 .820 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268

3.1-3

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1076 of 1319 File Name : 01_IND_Jackson_Dr C PM
Site Code : 05121301
Start Date : 6/24/2021
Page No : 1
City of Indio
N/S: Jackson Street
E/W: Dr. Carreon Boulevard
Weather: Clear
Groups Printed- Total Volume
Jackson Street
Southbound
Dr. Carreon Boulevard
Westbound
Jackson Street
Northbound
Dr. Carreon Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 9 133 23 165 3 44 11 58 14 89 3 106 18 52 16 86 415 04:15 PM 15 106 10 131 2 34 12 48 18 98 3 119 18 51 24 93 391 04:30 PM 14 127 16 157 3 30 15 48 14 78 6 98 19 44 27 90 393 04:45 PM 11 132 17 160 2 43 13 58 18 85 5 108 15 53 22 90 416 Total 49 498 66 613 10 151 51 212 64 350 17 431 70 200 89 359 1615 05:00 PM 14 134 18 166 5 36 9 50 14 124 7 145 42 64 34 140 501 05:15 PM 9 128 13 150 8 50 14 72 13 109 6 128 23 38 31 92 442 05:30 PM 13 120 20 153 3 38 13 54 8 84 4 96 29 61 19 109 412 05:45 PM 12 87 20 119 6 35 9 50 24 98 6 128 18 57 30 105 402 Total 48 469 71 588 22 159 45 226 59 415 23 497 112 220 114 446 1757 Grand Total 97 967 137 1201 32 310 96 438 123 765 40 928 182 420 203 805 3372 Apprch % 8.1 80.5 11.4 7.3 70.8 21.9 13.3 82.4 4.3 22.6 52.2 25.2 Total % 2.9 28.7 4.1 35.6 0.9 9.2 2.8 13 3.6 22.7 1.2 27.5 5.4 12.5 6 23.9 Jackson Street
Southbound
Dr. Carreon Boulevard
Westbound
Jackson Street
Northbound
Dr. Carreon Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM 11 132 17 160 2 43 13 58 18 85 5 108 15 53 22 90 416 05:00 PM 14 134 18 166 5 36 9 50 14 124 7 145 42 64 34 140 501 05:15 PM 9 128 13 150 8 50 14 72 13 109 6 128 23 38 31 92 442 05:30 PM 13 120 20 153 3 38 13 54 8 84 4 96 29 61 19 109 412 Total Volume 47 514 68 629 18 167 49 234 53 402 22 477 109 216 106 431 1771 % App. Total 7.5 81.7 10.8 7.7 71.4 20.9 11.1 84.3 4.6 25.3 50.1 24.6 PHF .839 .959 .850 .947 .563 .835 .875 .813 .736 .810 .786 .822 .649 .844 .779 .770 .884 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268

3.1-4

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1077 of 1319 File Name : 01_IND_Jackson_Dr C PM
Site Code : 05121301
Start Date : 6/24/2021
Page No : 2
City of Indio
N/S: Jackson Street
E/W: Dr. Carreon Boulevard
Weather: Clear
Jackson Street
Dr. Carreon Boulevard
Dr. Carreon Boulevard
Jackson Street
Right
68 Thru
514
Left
47 Out In Total
560 629 1189
Right
49 Thru
167
Left
18 Out Total In
285 234 519
Left
53 Thru
402
Right
22 Out In Total
638 477 1115
Left
109
Thru
216
Right
106
Total Out In
288 431 719
Peak Hour Begins at 04:45 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:30 PM 04:45 PM 05:00 PM 05:00 PM
+0 mins. 14 127 16 157 2 43 13 58 14 124 7 145 42 64 34 140 +15 mins. 11 132 17 160 5 36 9 50 13 109 6 128 23 38 31 92 +30 mins. 14 134 18 166 8 50 14 72 8 84 4 96 29 61 19 109 +45 mins. 9 128 13 150 3 38 13 54 24 98 6 128 18 57 30 105 Total Volume 48 521 64 633 18 167 49 234 59 415 23 497 112 220 114 446 % App. Total 7.6 82.3 10.1 7.7 71.4 20.9 11.9 83.5 4.6 25.1 49.3 25.6 PHF .857 .972 .889 .953 .563 .835 .875 .813 .615 .837 .821 .857 .667 .859 .838 .796 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268

3.1-5

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1078 of 1319 File Name : 02_IND_Jackson_Ave 48 AM
Site Code : 05121301
Start Date : 6/24/2021
Page No : 1
City of Indio
N/S: Jackson Street
E/W: Avenue 48
Weather: Clear
Groups Printed- Total Volume
Jackson Street
Southbound
Avenue 48
Westbound
Jackson Street
Northbound
Avenue 48
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 14 44 15 73 7 85 10 102 37 70 10 117 14 57 13 84 376 07:15 AM 7 59 11 77 7 94 5 106 39 81 10 130 8 54 17 79 392 07:30 AM 10 62 15 87 11 103 10 124 54 93 13 160 16 72 28 116 487 07:45 AM 16 57 16 89 13 107 10 130 46 79 9 134 22 82 29 133 486 Total 47 222 57 326 38 389 35 462 176 323 42 541 60 265 87 412 1741 08:00 AM 17 63 18 98 6 74 12 92 37 70 19 126 9 66 28 103 419 08:15 AM 9 51 16 76 10 86 11 107 45 71 12 128 10 64 24 98 409 08:30 AM 8 48 20 76 10 81 7 98 29 63 8 100 12 70 24 106 380 08:45 AM 12 60 18 90 4 110 9 123 48 77 5 130 14 52 21 87 430 Total 46 222 72 340 30 351 39 420 159 281 44 484 45 252 97 394 1638 Grand Total 93 444 129 666 68 740 74 882 335 604 86 1025 105 517 184 806 3379 Apprch % 14 66.7 19.4 7.7 83.9 8.4 32.7 58.9 8.4 13 64.1 22.8 Total % 2.8 13.1 3.8 19.7 2 21.9 2.2 26.1 9.9 17.9 2.5 30.3 3.1 15.3 5.4 23.9 Jackson Street
Southbound
Avenue 48
Westbound
Jackson Street
Northbound
Avenue 48
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 10 62 15 87 11 103 10 124 54 93 13 160 16 72 28 116 487 07:45 AM 16 57 16 89 13 107 10 130 46 79 9 134 22 82 29 133 486 08:00 AM 17 63 18 98 6 74 12 92 37 70 19 126 9 66 28 103 419 08:15 AM 9 51 16 76 10 86 11 107 45 71 12 128 10 64 24 98 409 Total Volume 52 233 65 350 40 370 43 453 182 313 53 548 57 284 109 450 1801 % App. Total 14.9 66.6 18.6 8.8 81.7 9.5 33.2 57.1 9.7 12.7 63.1 24.2 PHF .765 .925 .903 .893 .769 .864 .896 .871 .843 .841 .697 .856 .648 .866 .940 .846 .925 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268

3.1-6

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1079 of 1319 File Name : 02_IND_Jackson_Ave 48 AM
Site Code : 05121301
Start Date : 6/24/2021
Page No : 2
City of Indio
N/S: Jackson Street
E/W: Avenue 48
Weather: Clear
Jackson Street
Avenue 48
Avenue 48
Jackson Street
Right
65 Thru
233
Left
52 Out In Total
413 350 763
Right
43 Thru
370
Left
40 Out Total In
389 453 842
Left
182
Thru
313
Right
53 Out In Total
382 548 930
Left
57 Thru
284
Right
109
Total Out In
617 450 1067
Peak Hour Begins at 07:30 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:15 AM 07:00 AM 07:15 AM 07:30 AM
+0 mins. 7 59 11 77 7 85 10 102 39 81 10 130 16 72 28 116 +15 mins. 10 62 15 87 7 94 5 106 54 93 13 160 22 82 29 133 +30 mins. 16 57 16 89 11 103 10 124 46 79 9 134 9 66 28 103 +45 mins. 17 63 18 98 13 107 10 130 37 70 19 126 10 64 24 98 Total Volume 50 241 60 351 38 389 35 462 176 323 51 550 57 284 109 450 % App. Total 14.2 68.7 17.1 8.2 84.2 7.6 32 58.7 9.3 12.7 63.1 24.2 PHF .735 .956 .833 .895 .731 .909 .875 .888 .815 .868 .671 .859 .648 .866 .940 .846 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268

3.1-7

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1080 of 1319 File Name : 02_IND_Jackson_Ave 48 PM
Site Code : 05121301
Start Date : 6/24/2021
Page No : 1
City of Indio
N/S: Jackson Street
E/W: Avenue 48
Weather: Clear
Groups Printed- Total Volume
Jackson Street
Southbound
Avenue 48
Westbound
Jackson Street
Northbound
Avenue 48
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 27 80 15 122 14 82 16 112 53 73 15 141 24 131 48 203 578 04:15 PM 25 66 28 119 11 97 15 123 38 59 18 115 21 126 38 185 542 04:30 PM 25 82 19 126 8 96 16 120 42 65 12 119 21 110 31 162 527 04:45 PM 38 91 20 149 7 97 14 118 44 71 14 129 25 111 42 178 574 Total 115 319 82 516 40 372 61 473 177 268 59 504 91 478 159 728 2221 05:00 PM 34 81 20 135 15 109 18 142 46 77 10 133 27 154 51 232 642 05:15 PM 34 97 12 143 12 97 26 135 53 82 14 149 30 103 61 194 621 05:30 PM 31 79 14 124 14 105 12 131 53 60 14 127 16 119 48 183 565 05:45 PM 31 73 12 116 6 86 23 115 37 83 15 135 22 121 49 192 558 Total 130 330 58 518 47 397 79 523 189 302 53 544 95 497 209 801 2386 Grand Total 245 649 140 1034 87 769 140 996 366 570 112 1048 186 975 368 1529 4607 Apprch % 23.7 62.8 13.5 8.7 77.2 14.1 34.9 54.4 10.7 12.2 63.8 24.1 Total % 5.3 14.1 3 22.4 1.9 16.7 3 21.6 7.9 12.4 2.4 22.7 4 21.2 8 33.2 Jackson Street
Southbound
Avenue 48
Westbound
Jackson Street
Northbound
Avenue 48
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM 38 91 20 149 7 97 14 118 44 71 14 129 25 111 42 178 574 05:00 PM 34 81 20 135 15 109 18 142 46 77 10 133 27 154 51 232 642 05:15 PM 34 97 12 143 12 97 26 135 53 82 14 149 30 103 61 194 621 05:30 PM 31 79 14 124 14 105 12 131 53 60 14 127 16 119 48 183 565 Total Volume 137 348 66 551 48 408 70 526 196 290 52 538 98 487 202 787 2402 % App. Total 24.9 63.2 12 9.1 77.6 13.3 36.4 53.9 9.7 12.5 61.9 25.7 PHF .901 .897 .825 .924 .800 .936 .673 .926 .925 .884 .929 .903 .817 .791 .828 .848 .935 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268

3.1-8

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1081 of 1319 File Name : 02_IND_Jackson_Ave 48 PM
Site Code : 05121301
Start Date : 6/24/2021
Page No : 2
City of Indio
N/S: Jackson Street
E/W: Avenue 48
Weather: Clear
Jackson Street
Avenue 48
Avenue 48
Jackson Street
Right
66 Thru
348
Left
137
Out In Total
458 551 1009
Right
70 Thru
408
Left
48 Out Total In
676 526 1202
Left
196
Thru
290
Right
52 Out In Total
598 538 1136
Left
98 Thru
487
Right
202
Total Out In
670 787 1457
Peak Hour Begins at 04:45 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:30 PM 04:45 PM 05:00 PM 05:00 PM
+0 mins. 25 82 19 126 7 97 14 118 46 77 10 133 27 154 51 232 +15 mins. 38 91 20 149 15 109 18 142 53 82 14 149 30 103 61 194 +30 mins. 34 81 20 135 12 97 26 135 53 60 14 127 16 119 48 183 +45 mins. 34 97 12 143 14 105 12 131 37 83 15 135 22 121 49 192 Total Volume 131 351 71 553 48 408 70 526 189 302 53 544 95 497 209 801 % App. Total 23.7 63.5 12.8 9.1 77.6 13.3 34.7 55.5 9.7 11.9 62 26.1 PHF .862 .905 .888 .928 .800 .936 .673 .926 .892 .910 .883 .913 .792 .807 .857 .863 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268

3.1-9

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1082 of 1319 File Name : 03_IND_Jackson_Odlum AM
Site Code : 05121301
Start Date : 6/24/2021
Page No : 1
City of Indio
N/S: Jackson Street
E/W: Odlum Drive
Weather: Clear
Groups Printed- Total Volume
Jackson Street
Southbound
Jackson Street
Northbound
Odlum Drive
Eastbound
Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total 07:00 AM 64 3 67 0 69 69 17 0 17 153
07:15 AM 68 4 72 4 87 91 17 4 21 184
07:30 AM 78 2 80 0 104 104 20 6 26 210
07:45 AM 80 5 85 1 98 99 9 4 13 197
Total 290 14 304 5 358 363 63 14 77 744
08:00 AM 74 2 76 0 81 81 8 3 11 168
08:15 AM 69 5 74 0 80 80 12 9 21 175
08:30 AM 63 3 66 1 78 79 13 3 16 161
08:45 AM 73 5 78 3 98 101 10 2 12 191
Total 279 15 294 4 337 341 43 17 60 695
Grand Total 569 29 598 9 695 704 106 31 137 1439
Apprch % 95.2 4.8 1.3 98.7 77.4 22.6
Total % 39.5 2 41.6 0.6 48.3 48.9 7.4 2.2 9.5
Jackson Street
Southbound
Jackson Street
Northbound
Odlum Drive
Eastbound
Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM 68 4 72 4 87 91 17 4 21 184
07:30 AM 78 2 80 0 104 104 20 6 26 210
07:45 AM 80 5 85 1 98 99 9 4 13 197
08:00 AM 74 2 76 0 81 81 8 3 11 168
Total Volume 300 13 313 5 370 375 54 17 71 759
% App. Total 95.8 4.2 1.3 98.7 76.1 23.9
PHF .938 .650 .921 .313 .889 .901 .675 .708 .683 .904
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268

3.1-10

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1083 of 1319 File Name : 03_IND_Jackson_Odlum AM
Site Code : 05121301
Start Date : 6/24/2021
Page No : 2
City of Indio
N/S: Jackson Street
E/W: Odlum Drive
Weather: Clear
Jackson Street
Odlum Drive
Jackson Street
Right
13 Thru
300
Out In Total
424 313 737
Left
5 Thru
370
Out In Total
317 375 692
Left
54 Right
17 Total Out In
18 71 89
Peak Hour Begins at 07:15 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:30 AM 07:15 AM 07:00 AM
+0 mins. 78 2 80 4 87 91 17 0 17
+15 mins. 80 5 85 0 104 104 17 4 21
+30 mins. 74 2 76 1 98 99 20 6 26
+45 mins. 69 5 74 0 81 81 9 4 13
Total Volume 301 14 315 5 370 375 63 14 77
% App. Total 95.6 4.4 1.3 98.7 81.8 18.2
PHF .941 .700 .926 .313 .889 .901 .788 .583 .740
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268

3.1-11

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1084 of 1319 File Name : 03_IND_Jackson_Odlum PM
Site Code : 05121301
Start Date : 6/24/2021
Page No : 1
City of Indio
N/S: Jackson Street
E/W: Odlum Drive
Weather: Clear
Groups Printed- Total Volume
Jackson Street
Southbound
Jackson Street
Northbound
Odlum Drive
Eastbound
Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total 04:00 PM 102 11 113 3 104 107 10 5 15 235
04:15 PM 102 14 116 1 94 95 10 1 11 222
04:30 PM 101 12 113 0 86 86 15 7 22 221
04:45 PM 125 8 133 3 109 112 9 1 10 255
Total 430 45 475 7 393 400 44 14 58 933
05:00 PM 135 10 145 4 100 104 12 10 22 271
05:15 PM 115 24 139 5 103 108 8 3 11 258
05:30 PM 98 13 111 4 90 94 15 4 19 224
05:45 PM 99 12 111 2 103 105 8 4 12 228
Total 447 59 506 15 396 411 43 21 64 981
Grand Total 877 104 981 22 789 811 87 35 122 1914
Apprch % 89.4 10.6 2.7 97.3 71.3 28.7
Total % 45.8 5.4 51.3 1.1 41.2 42.4 4.5 1.8 6.4
Jackson Street
Southbound
Jackson Street
Northbound
Odlum Drive
Eastbound
Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM 125 8 133 3 109 112 9 1 10 255
05:00 PM 135 10 145 4 100 104 12 10 22 271
05:15 PM 115 24 139 5 103 108 8 3 11 258
05:30 PM 98 13 111 4 90 94 15 4 19 224
Total Volume 473 55 528 16 402 418 44 18 62 1008
% App. Total 89.6 10.4 3.8 96.2 71 29
PHF .876 .573 .910 .800 .922 .933 .733 .450 .705 .930
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268

3.1-12

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1085 of 1319 File Name : 03_IND_Jackson_Odlum PM
Site Code : 05121301
Start Date : 6/24/2021
Page No : 2
City of Indio
N/S: Jackson Street
E/W: Odlum Drive
Weather: Clear
Jackson Street
Odlum Drive
Jackson Street
Right
55 Thru
473
Out In Total
446 528 974
Left
16 Thru
402
Out In Total
491 418 909
Left
44 Right
18 Total Out In
71 62 133
Peak Hour Begins at 04:45 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:30 PM 04:45 PM 04:15 PM
+0 mins. 101 12 113 3 109 112 10 1 11
+15 mins. 125 8 133 4 100 104 15 7 22
+30 mins. 135 10 145 5 103 108 9 1 10
+45 mins. 115 24 139 4 90 94 12 10 22
Total Volume 476 54 530 16 402 418 46 19 65
% App. Total 89.8 10.2 3.8 96.2 70.8 29.2
PHF .881 .563 .914 .800 .922 .933 .767 .475 .739
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268

3.1-13

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1086 of 1319 File Name : 04_IND_Jackson_Ave 50 AM
Site Code : 05121301
Start Date : 6/24/2021
Page No : 1
City of Indio
N/S: Jackson Street
E/W: Avenue 50
Weather: Clear
Groups Printed- Total Volume
Jackson Street
Southbound
Avenue 50
Westbound
Jackson Street
Northbound
Avenue 50
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 6 60 10 76 11 21 10 42 12 39 3 54 12 45 15 72 244 07:15 AM 8 50 13 71 14 26 13 53 20 59 1 80 6 80 15 101 305 07:30 AM 6 61 21 88 19 34 25 78 30 72 5 107 9 67 16 92 365 07:45 AM 10 57 14 81 16 37 21 74 28 61 4 93 5 70 19 94 342 Total 30 228 58 316 60 118 69 247 90 231 13 334 32 262 65 359 1256 08:00 AM 15 44 18 77 18 31 10 59 31 52 5 88 11 60 9 80 304 08:15 AM 10 51 21 82 10 33 13 56 21 57 6 84 13 62 17 92 314 08:30 AM 12 50 11 73 14 35 8 57 28 50 11 89 8 60 16 84 303 08:45 AM 11 55 16 82 14 33 18 65 18 75 4 97 5 51 22 78 322 Total 48 200 66 314 56 132 49 237 98 234 26 358 37 233 64 334 1243 Grand Total 78 428 124 630 116 250 118 484 188 465 39 692 69 495 129 693 2499 Apprch % 12.4 67.9 19.7 24 51.7 24.4 27.2 67.2 5.6 10 71.4 18.6 Total % 3.1 17.1 5 25.2 4.6 10 4.7 19.4 7.5 18.6 1.6 27.7 2.8 19.8 5.2 27.7 Jackson Street
Southbound
Avenue 50
Westbound
Jackson Street
Northbound
Avenue 50
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 6 61 21 88 19 34 25 78 30 72 5 107 9 67 16 92 365 07:45 AM 10 57 14 81 16 37 21 74 28 61 4 93 5 70 19 94 342 08:00 AM 15 44 18 77 18 31 10 59 31 52 5 88 11 60 9 80 304 08:15 AM 10 51 21 82 10 33 13 56 21 57 6 84 13 62 17 92 314 Total Volume 41 213 74 328 63 135 69 267 110 242 20 372 38 259 61 358 1325 % App. Total 12.5 64.9 22.6 23.6 50.6 25.8 29.6 65.1 5.4 10.6 72.3 17 PHF .683 .873 .881 .932 .829 .912 .690 .856 .887 .840 .833 .869 .731 .925 .803 .952 .908 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268

3.1-14

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1087 of 1319 File Name : 04_IND_Jackson_Ave 50 AM
Site Code : 05121301
Start Date : 6/24/2021
Page No : 2
City of Indio
N/S: Jackson Street
E/W: Avenue 50
Weather: Clear
Jackson Street
Avenue 50
Avenue 50
Jackson Street
Right
74 Thru
213
Left
41 Out In Total
349 328 677
Right
69 Thru
135
Left
63 Out Total In
320 267 587
Left
110
Thru
242
Right
20 Out In Total
337 372 709
Left
38 Thru
259
Right
61 Total Out In
319 358 677
Peak Hour Begins at 07:30 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:30 AM 07:30 AM 07:30 AM 07:15 AM
+0 mins. 6 61 21 88 19 34 25 78 30 72 5 107 6 80 15 101 +15 mins. 10 57 14 81 16 37 21 74 28 61 4 93 9 67 16 92 +30 mins. 15 44 18 77 18 31 10 59 31 52 5 88 5 70 19 94 +45 mins. 10 51 21 82 10 33 13 56 21 57 6 84 11 60 9 80 Total Volume 41 213 74 328 63 135 69 267 110 242 20 372 31 277 59 367 % App. Total 12.5 64.9 22.6 23.6 50.6 25.8 29.6 65.1 5.4 8.4 75.5 16.1 PHF .683 .873 .881 .932 .829 .912 .690 .856 .887 .840 .833 .869 .705 .866 .776 .908 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268

3.1-15

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1088 of 1319 File Name : 04_IND_Jackson_Ave 50 PM
Site Code : 05121301
Start Date : 6/24/2021
Page No : 1
City of Indio
N/S: Jackson Street
E/W: Avenue 50
Weather: Clear
Groups Printed- Total Volume
Jackson Street
Southbound
Avenue 50
Westbound
Jackson Street
Northbound
Avenue 50
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 24 72 14 110 15 56 25 96 14 66 5 85 5 50 25 80 371 04:15 PM 26 78 8 112 22 53 13 88 15 61 6 82 5 65 23 93 375 04:30 PM 22 70 19 111 9 61 18 88 26 51 5 82 6 47 20 73 354 04:45 PM 19 79 15 113 17 66 21 104 16 76 5 97 12 45 28 85 399 Total 91 299 56 446 63 236 77 376 71 254 21 346 28 207 96 331 1499 05:00 PM 31 95 23 149 20 59 19 98 21 63 7 91 5 49 17 71 409 05:15 PM 25 80 12 117 17 68 20 105 17 60 3 80 7 60 31 98 400 05:30 PM 20 77 14 111 22 62 21 105 15 51 8 74 4 56 23 83 373 05:45 PM 18 69 19 106 13 65 16 94 23 63 2 88 5 50 28 83 371 Total 94 321 68 483 72 254 76 402 76 237 20 333 21 215 99 335 1553 Grand Total 185 620 124 929 135 490 153 778 147 491 41 679 49 422 195 666 3052 Apprch % 19.9 66.7 13.3 17.4 63 19.7 21.6 72.3 6 7.4 63.4 29.3 Total % 6.1 20.3 4.1 30.4 4.4 16.1 5 25.5 4.8 16.1 1.3 22.2 1.6 13.8 6.4 21.8 Jackson Street
Southbound
Avenue 50
Westbound
Jackson Street
Northbound
Avenue 50
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM 19 79 15 113 17 66 21 104 16 76 5 97 12 45 28 85 399 05:00 PM 31 95 23 149 20 59 19 98 21 63 7 91 5 49 17 71 409 05:15 PM 25 80 12 117 17 68 20 105 17 60 3 80 7 60 31 98 400 05:30 PM 20 77 14 111 22 62 21 105 15 51 8 74 4 56 23 83 373 Total Volume 95 331 64 490 76 255 81 412 69 250 23 342 28 210 99 337 1581 % App. Total 19.4 67.6 13.1 18.4 61.9 19.7 20.2 73.1 6.7 8.3 62.3 29.4 PHF .766 .871 .696 .822 .864 .938 .964 .981 .821 .822 .719 .881 .583 .875 .798 .860 .966 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268

3.1-16

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1089 of 1319 File Name : 04_IND_Jackson_Ave 50 PM
Site Code : 05121301
Start Date : 6/24/2021
Page No : 2
City of Indio
N/S: Jackson Street
E/W: Avenue 50
Weather: Clear
Jackson Street
Avenue 50
Avenue 50
Jackson Street
Right
64 Thru
331
Left
95 Out In Total
359 490 849
Right
81 Thru
255
Left
76 Out Total In
328 412 740
Left
69 Thru
250
Right
23 Out In Total
506 342 848
Left
28 Thru
210
Right
99 Total Out In
388 337 725
Peak Hour Begins at 04:45 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:30 PM 04:45 PM 04:15 PM 04:45 PM
+0 mins. 22 70 19 111 17 66 21 104 15 61 6 82 12 45 28 85 +15 mins. 19 79 15 113 20 59 19 98 26 51 5 82 5 49 17 71 +30 mins. 31 95 23 149 17 68 20 105 16 76 5 97 7 60 31 98 +45 mins. 25 80 12 117 22 62 21 105 21 63 7 91 4 56 23 83 Total Volume 97 324 69 490 76 255 81 412 78 251 23 352 28 210 99 337 % App. Total 19.8 66.1 14.1 18.4 61.9 19.7 22.2 71.3 6.5 8.3 62.3 29.4 PHF .782 .853 .750 .822 .864 .938 .964 .981 .750 .826 .821 .907 .583 .875 .798 .860 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268

3.1-17

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1090 of 1319

City of Indio
Jackson Street
N/ Avenue 48
24 Hour Directional Volume Count
IND001
Site Code: 051-21301
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
Phone: (951) 268-6268
email: [email protected]
Start 6/24/2021 Northbound Hour Totals Southbound Hour Totals Combined Totals Time Thu Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 19 108 27 98
12:15 12 131 8 94
12:30 10 97 11 90
12:45 9 100 50 436 8 89 54 371 104 807
01:00 3 110 9 92
01:15 4 96 8 107
01:30 6 120 4 115
01:45 4 104 17 430 6 84 27 398 44 828
02:00 5 115 8 86
02:15 5 116 6 109
02:30 9 126 5 115
02:45 2 142 21 499 7 134 26 444 47 943
03:00 4 115 6 108
03:15 4 122 4 123
03:30 8 125 9 121
03:45 10 116 26 478 5 114 24 466 50 944
04:00 14 115 15 128
04:15 15 102 18 124
04:30 21 99 26 141
04:45 36 115 86 431 27 147 86 540 172 971
05:00 31 140 27 146
05:15 39 121 55 127
05:30 60 98 63 117
05:45 57 123 187 482 70 110 215 500 402 982
06:00 63 118 79 129
06:15 73 112 63 101
06:30 86 86 76 94
06:45 87 91 309 407 78 100 296 424 605 831
07:00 98 87 83 103
07:15 101 83 86 82
07:30 117 72 94 79
07:45 118 74 434 316 97 86 360 350 794 666
08:00 98 87 85 89
08:15 90 78 76 62
08:30 82 57 98 76
08:45 102 74 372 296 70 95 329 322 701 618
09:00 87 75 68 82
09:15 91 62 80 72
09:30 100 54 70 62
09:45 87 44 365 235 75 44 293 260 658 495
10:00 120 47 109 51
10:15 87 53 78 54
10:30 87 42 83 48
10:45 78 27 372 169 88 41 358 194 730 363
11:00 105 29 94 21
11:15 116 18 95 17
11:30 86 17 107 17
11:45 95 14 402 78 136 10 432 65 834 143
Total 2641 4257 2641 4257 2500 4334 2500 4334 5141 8591 Combined
Total 6898 6898 6834 6834 13732
AM Peak - 07:00 - - - 11:00 - - - - -
Vol. - 434 - - - 432 - - - - -
P.H.F. 0.919 0.794
PM Peak - - 02:30 - - - 04:30 - - - -
Vol. - - 505 - - - 561 - - - -
P.H.F. 0.889 0.954
Percentag
e

38.3% 61.7% 36.6% 63.4%
ADT/AADT ADT 13,732 AADT 13,732

3.1-18

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1091 of 1319

City of Indio
Jackson Street
S/ Odium Drive
24 Hour Directional Volume Count
IND002
Site Code: 051-21301
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
Phone: (951) 268-6268
email: [email protected]
Start 6/24/2021 Northbound Hour Totals Southbound Hour Totals Combined Totals Time Thu Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 18 107 10 103
12:15 7 114 13 96
12:30 6 92 10 92
12:45 9 97 40 410 6 92 39 383 79 793
01:00 3 108 12 84
01:15 5 119 2 76
01:30 7 107 4 97
01:45 4 99 19 433 5 104 23 361 42 794
02:00 4 120 5 98
02:15 3 113 4 100
02:30 9 130 12 97
02:45 4 132 20 495 5 113 26 408 46 903
03:00 5 110 5 121
03:15 6 113 9 85
03:30 4 132 2 113
03:45 10 112 25 467 6 119 22 438 47 905
04:00 12 111 10 112
04:15 10 96 22 101
04:30 21 91 18 112
04:45 32 112 75 410 37 128 87 453 162 863
05:00 24 106 37 149
05:15 37 108 31 119
05:30 48 95 60 108
05:45 56 108 165 417 90 106 218 482 383 899
06:00 68 103 98 102
06:15 60 95 61 117
06:30 78 81 66 103
06:45 93 87 299 366 81 78 306 400 605 766
07:00 77 76 69 90
07:15 95 80 77 103
07:30 104 77 88 81
07:45 106 74 382 307 87 80 321 354 703 661
08:00 83 97 86 87
08:15 85 69 81 66
08:30 82 50 70 64
08:45 100 55 350 271 80 57 317 274 667 545
09:00 88 68 72 78
09:15 85 60 71 67
09:30 84 41 69 42
09:45 102 39 359 208 64 57 276 244 635 452
10:00 106 46 100 57
10:15 92 44 85 39
10:30 96 36 75 35
10:45 88 21 382 147 72 23 332 154 714 301
11:00 98 23 65 34
11:15 117 15 79 19
11:30 82 12 80 14
11:45 93 14 390 64 103 12 327 79 717 143
Total 2506 3995 2506 3995 2294 4030 2294 4030 4800 8025 Combined
Total 6501 6501 6324 6324 12825
AM Peak - 10:30 - - - 07:30 - - - - -
Vol. - 399 - - - 342 - - - - -
P.H.F. 0.853 0.972
PM Peak - - 02:00 - - - 04:30 - - - -
Vol. - - 495 - - - 508 - - - -
P.H.F. 0.938 0.852
Percentag
e

38.5% 61.5% 36.3% 63.7%
ADT/AADT ADT 12,825 AADT 12,825

3.1-19

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1092 of 1319 Tentative Tract 38072 Traffic Analysis
14156‐03 Report.docx
2017 COUNTS

3.1-20

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1093 of 1319 Polo Community

TRAFFIC IMPACT ANALYSIS

CITY OF INDIO
PREPARED BY:

John Kain, AICP
[email protected]
(949) 336-5990
Marlie Whiteman, PE
[email protected]
(949) 336-5991

Janette Cachola
[email protected]
(949) 336-5989

JUNE 15, 2017
10448-04 TIA Report - 6.15.17.docx

3.1-21

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1094 of 1319

3.1-22

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1095 of 1319

3.1-23

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1096 of 1319 Coachella Valley Association of Governments
2017 Traffic Census Report
4 48TH ST E/O JEFFERSON 20,019 2017 2.21%
19,173 2015 ‐5.74%
21,659 2013 6.40%
19,201 2011 17.05%
16,404 2010 ‐16.00%
19,529 2009 ‐3.19%
20,173 2008 16.71%
17,284 2007 9.58%
15,772 2006 1.83%
15,216 2004 23.10%
10,407 2002
48TH ST E/O MADISON 19,391 2017 7.88%
16,752 2015 1.69%
16,205 2013 ‐7.09%
18,883 2011 20.84%
15,626 2010 ‐6.77%
16,761 2009 0.72%
16,640 2008 ‐0.63%
16,747 2007 27.55%
13,129 2006 ‐15.63%
15,563 2005 9.29%
13,124 2003
48TH ST E/O MONROE 15,939 2017 1.77%
15,395 2015 2.00%
14,804 2013 ‐3.38%
15,878 2011 ‐1.55%
16,128 2010 ‐1.59%
16,389 2009 2.13%
16,046 2008 12.13%
14,309 2007 4.53%
13,688 2006 ‐7.86%
14,856 2005 11.37%
11,077 2002

3.1-24

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1097 of 1319 Coachella Valley Association of Governments
2017 Traffic Census Report
5 48TH ST E/O JACKSON 17,911 2017 2.20%
17,157 2015 4.73%
15,674 2013 5.64%
14,086 2011 ‐3.48%
14,595 2010 ‐0.72%
14,701 2009 4.61%
14,052 2008 4.51%
13,445 2007 29.62%
10,372 2006 ‐15.77%
12,314 2005 9.32%
9,623 2002
48TH ST W/O VAN BUREN 15,939 2017 5.45%
14,372 2015 0.85%
14,131 2013 3.13%
13,299 2011 0.73%
13,202 2010 14.80%
10,187 2008 ‐23.09%
13,246 2007 18.94%
11,136 2006
48TH ST E/O VAN BUREN 13,788 2017 9.22%
11,641 2015 2.29%
11,132 2013 9.73%
9,319 2011 ‐10.35%
10,395 2010 15.83%
8,974 2009 ‐5.45%
10,072 2007 1.27%
9,945 2006 ‐1.72%
10,120 2005 8.71%
5,964 1997 ‐3.74%
6,446 1995
49TH E/O JEFFERSON 10,994 2017
49TH E/O MADISON 9,955 2017

3.1-25

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1098 of 1319 Coachella Valley Association of Governments
2017 Traffic Census Report
7 50TH ST E/O MADISON 10,111 2017 8.60%
8,627 2015 3.90%
8,003 2013 ‐3.01%
8,515 2011 ‐3.50%
8,824 2010 ‐11.54%
9,976 2009 9.63%
9,099 2008 ‐11.12%
10,238 2007 2.49%
9,989 2006 21.95%
8,191 2005 7.38%
5,149 1997
50TH ST E/O MONROE 11,267 2017 5.55%
10,142 2015 0.50%
10,041 2013 ‐5.93%
11,393 2011 5.14%
10,836 2010 ‐13.15%
12,478 2009 9.83%
11,361 2008 11.40%
10,198 2007 ‐6.46%
10,903 2006 8.53%
10,046 2005 11.44%
9,014 2004
50TH ST E/O JACKSON 11,424 2017 8.43%
9,776 2015 7.06%
8,567 2013 ‐6.60%
9,869 2011 4.31%
9,461 2010 ‐1.38%
9,594 2009 6.15%
9,038 2008

3.1-26

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1099 of 1319 Coachella Valley Association of Governments
2017 Traffic Census Report
49 DINAH SHORE W/O MONTEREY 24,885 2017 6.36%
22,076 2015 ‐5.18%
24,627 2013 4.32%
22,670 2011 ‐2.00%
23,133 2010 9.38%
21,148 2009 ‐1.89%
21,556 2008 ‐5.81%
22,886 2007 18.77%
19,269 2006 ‐1.77%
19,617 2005 ‐2.90%
20,203 2004
DINAH SHORE E/O MONTEREY 14,284 2017 7.88%
12,339 2015 14.43%
9,575 2013 ‐4.92%
10,621 2011 9.05%
9,739 2010 25.55%
7,757 2009 133.36%
3,324 2008 16.67%
2,849 2007
DINAH SHORE W/O PORTOLA 15,472 2017 5.70%
13,888 2015 26.87%
9,033 2013 9.19%
7,630 2011 ‐4.06%
7,953 2010 19.84%
6,636 2009 514.44%
1,080 2008
DOCTOR CARREON E/O HWY 111 15,707 2017 3.57%
14,660 2015
DOCTOR CARREON E/O MONROE 11,834 2017 4.05%
10,948 2015
DOCTOR CARREON W/O JACKSON 8,682 2017 3.40%
8,129 2015
DOCTOR CARREON E/O JACKSON 6,692 2017 10.04%
5,573 2015

3.1-27

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1100 of 1319 Coachella Valley Association of Governments
2017 Traffic Census Report
82 JACKSON N/O SR 111 17,005 2017 8.75%
14,472 2015 ‐3.79%
15,658 2013 6.63%
13,826 2011 ‐7.56%
14,957 2010 0.73%
14,848 2009 8.37%
13,700 2008 ‐22.97%
17,787 2007 ‐0.67%
17,907 2006 ‐7.82%
19,427 2005 49.34%
13,008 2004
JACKSON S/O SR 111 16,863 2017 ‐1.11%
17,247 2015 ‐3.54%
18,562 2013 12.31%
14,895 2011 ‐13.52%
17,225 2010 28.42%
13,413 2009 ‐18.84%
16,528 2008 ‐43.69%
29,355 2007 70.56%
17,210 2006 ‐24.76%
22,875 2005 ‐1.19%
23,152 2004
JACKSON ST S/O AVE 44 23,457 2017 8.07%
20,198 2015
JACKSON ST S/O AVE 45 23,831 2017 8.24%
20,458 2015
JACKSON S/O DR CARREON 15,371 2017 2.21%
14,721 2015 7.52%
12,797 2013 2.40%
12,210 2011 ‐17.55%
14,810 2010 1.16%
14,639 2009 11.10%
13,176 2008 ‐55.11%
29,355 2007 157.16%
11,415 2006 ‐20.18%
14,301 2005 15.70%
10,884 2003

3.1-28

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1101 of 1319 Coachella Valley Association of Governments
2017 Traffic Census Report
83 JACKSON S/O 48TH 15,796 2017 4.09%
14,601 2015 3.94%
13,535 2013 1.95%
13,028 2011 ‐4.20%
13,600 2010 1.25%
13,432 2009 7.62%
12,480 2008 ‐11.80%
14,150 2007 26.03%
11,227 2006 ‐0.06%
11,234 2005 17.26%
8,351 2003
JACKSON S/O 50TH 10,675 2017 2.45%
10,177 2015 ‐4.66%
11,224 2013 7.81%
9,707 2011 9.12%
8,895 2010 ‐16.58%
10,663 2009 12.59%
9,470 2008 59.40%
5,941 2007 ‐30.14%
8,505 2006 5.53%
8,059 2005 5.34%
7,282 2003
JACKSON N/O 56TH 3,981 2017 10.96%
3,265 2015 ‐2.21%
3,416 2013 8.53%
2,918 2011 ‐12.58%
3,338 2010 ‐17.17%
4,030 2009 13.68%
3,545 2008 4.75%
3,384 2007 0.68%
3,361 2006 ‐4.86%
3,533 2005 0.05%
3,531 2004

3.1-29

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1102 of 1319 Tentative Tract 38072 Traffic Analysis
14156‐03 Report.docx
This Page Intentionally Left Blank

3.1-30

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1103 of 1319 Tentative Tract 38072 Traffic Analysis
14156‐03 Report.docx
APPENDIX 3.2:

EXISTING (2021) CONDITIONS

INTERSECTIONOPERATIONS ANALYSIS WORKSHEETS

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1104 of 1319 Tentative Tract 38072 Traffic Analysis
14156‐03 Report.docx
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Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1105 of 1319 Lanes, Volumes, Timings Existing (2021) AM Peak Hour
1: Jackson St. & Dr. Carreon Bl.

Tentative Tract 38072 Traffic Analysis Synchro 11 Report F:\UXRjobs\_14100-14500\14156\Synchro\01 - Without Project.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 76 163 49 26 244 62 98 549 23 44 352 105 Future Volume (vph) 76 163 49 26 244 62 98 549 23 44 352 105 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 145 150 145 150 135 150 145 150
Storage Lanes 1 0 1 0 1 0 1 0
Taper Length (ft) 90 90 90 115
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 40 40 45 45
Link Distance (ft) 1076 928 2709 800
Travel Time (s) 18.3 15.8 41.0 12.1
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Shared Lane Traffic (%)
Turn Type pm+pt NA pm+pt NA Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 8
Detector Phase 7 4 3 8 5 2 1 6
Switch Phase
Minimum Initial (s) 5.0 4.0 5.0 4.0 5.0 4.0 5.0 4.0
Minimum Split (s) 9.5 20.0 9.5 20.0 9.5 20.0 9.5 20.0
Total Split (s) 9.5 20.0 9.5 20.0 10.0 21.0 9.5 20.5
Total Split (%) 15.8% 33.3% 15.8% 33.3% 16.7% 35.0% 15.8% 34.2% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 0.5 1.0 0.5 1.0 0.5 1.0 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.0 4.5 4.0 4.5 4.0 4.5 4.0
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None C-Max None C-Max
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 59.5 (99%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 60
Control Type: Actuated-Coordinated
Splits and Phases: 1: Jackson St. & Dr. Carreon Bl.

3.2-1

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1106 of 1319 HCM 6th Signalized Intersection Summary Existing (2021) AM Peak Hour 1: Jackson St. & Dr. Carreon Bl.

Tentative Tract 38072 Traffic Analysis Synchro 11 Report F:\UXRjobs\_14100-14500\14156\Synchro\01 - Without Project.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 76 163 49 26 244 62 98 549 23 44 352 105 Future Volume (veh/h) 76 163 49 26 244 62 98 549 23 44 352 105 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 87 187 56 30 280 71 113 631 26 51 405 121 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 222222222222
Cap, veh/h 288 487 142 311 419 104 144 1588 65 85 1145 338 Arrive On Green 0.06 0.18 0.18 0.03 0.15 0.15 0.08 0.46 0.46 0.05 0.42 0.42 Sat Flow, veh/h 1781 2715 790 1781 2819 702 1781 3478 143 1781 2704 799 Grp Volume(v), veh/h 87 121 122 30 175 176 113 322 335 51 265 261 Grp Sat Flow(s),veh/h/ln 1781 1777 1728 1781 1777 1744 1781 1777 1845 1781 1777 1726 Q Serve(g_s), s 2.4 3.6 3.8 0.8 5.6 5.7 3.7 7.2 7.2 1.7 6.1 6.2 Cycle Q Clear(g_c), s 2.4 3.6 3.8 0.8 5.6 5.7 3.7 7.2 7.2 1.7 6.1 6.2 Prop In Lane 1.00 0.46 1.00 0.40 1.00 0.08 1.00 0.46
Lane Grp Cap(c), veh/h 288 319 310 311 264 259 144 811 842 85 752 731 V/C Ratio(X) 0.30 0.38 0.39 0.10 0.66 0.68 0.78 0.40 0.40 0.60 0.35 0.36 Avail Cap(c_a), veh/h 323 474 461 401 474 465 163 811 842 148 752 731 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 0.92 0.92 0.92 1.00 1.00 1.00 Uniform Delay (d), s/veh 19.9 21.7 21.7 20.5 24.1 24.2 27.1 10.8 10.8 28.0 11.7 11.8 Incr Delay (d2), s/veh 0.6 0.7 0.8 0.1 2.8 3.1 18.0 1.3 1.3 6.6 1.3 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 1.4 1.4 0.3 2.3 2.4 2.1 2.5 2.6 0.8 2.2 2.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.5 22.4 22.5 20.6 26.9 27.3 45.1 12.2 12.1 34.6 13.0 13.1 LnGrp LOS CCCCCCDBBCBB
Approach Vol, veh/h 330 381 770 577
Approach Delay, s/veh 21.9 26.6 17.0 15.0
Approach LOS C C B B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.4 31.4 6.5 14.8 9.4 29.4 8.3 12.9 Change Period (Y+Rc), s 4.5 4.0 4.5 4.0 4.5 4.0 4.5 4.0 Max Green Setting (Gmax), s 5.0 17.0 5.0 16.0 5.5 16.5 5.0 16.0 Max Q Clear Time (g_c+I1), s 3.7 9.2 2.8 5.8 5.7 8.2 4.4 7.7 Green Ext Time (p_c), s 0.0 2.2 0.0 0.9 0.0 1.8 0.0 1.2 Intersection Summary
HCM 6th Ctrl Delay 19.0
HCM 6th LOS B

3.2-2

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1107 of 1319 Lanes, Volumes, Timings Existing (2021) AM Peak Hour
2: Jackson St. & Avenue 48
Tentative Tract 38072 Traffic Analysis Synchro 11 Report F:\UXRjobs\_14100-14500\14156\Synchro\01 - Without Project.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 75 369 141 52 481 55 236 406 69 68 303 85 Future Volume (vph) 75 369 141 52 481 55 236 406 69 68 303 85 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 205 0 205 0 150 0 140 0
Storage Lanes 1 1 1 0 2 0 2 0
Taper Length (ft) 90 90 100 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 50 45 45
Link Distance (ft) 1172 1753 2602 2709
Travel Time (s) 16.0 23.9 39.4 41.0
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
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 Shared Lane Traffic (%)
Turn Type Prot NA Perm Prot NA Prot NA Prot NA
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases 2
Detector Phase 52216 38 74
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 9.5 22.5 9.5 22.5 Total Split (s) 23.0 40.0 40.0 19.0 36.0 26.0 47.0 14.0 35.0 Total Split (%) 19.2% 33.3% 33.3% 15.8% 30.0% 21.7% 39.2% 11.7% 29.2% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 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 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None C-Max C-Max None C-Max None Max None Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 54 (45%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 65
Control Type: Actuated-Coordinated
Splits and Phases: 2: Jackson St. & Avenue 48

3.2-3

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1108 of 1319 HCM 6th Signalized Intersection Summary Existing (2021) AM Peak Hour 2: Jackson St. & Avenue 48
Tentative Tract 38072 Traffic Analysis Synchro 11 Report F:\UXRjobs\_14100-14500\14156\Synchro\01 - Without Project.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 75 369 141 52 481 55 236 406 69 68 303 85 Future Volume (veh/h) 75 369 141 52 481 55 236 406 69 68 303 85 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 81 397 152 56 517 59 254 437 74 73 326 91 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, % 222222222222
Cap, veh/h 104 1482 659 73 1860 209 323 1077 181 131 821 226 Arrive On Green 0.06 0.42 0.42 0.04 0.40 0.40 0.09 0.35 0.35 0.08 0.60 0.60 Sat Flow, veh/h 1781 3554 1579 1781 4654 524 3456 3041 512 3456 2751 756 Grp Volume(v), veh/h 81 397 152 56 376 200 254 254 257 73 209 208 Grp Sat Flow(s),veh/h/ln 1781 1777 1579 1781 1702 1774 1728 1777 1776 1728 1777 1730 Q Serve(g_s), s 5.4 8.8 7.4 3.7 9.0 9.1 8.6 12.9 13.1 2.4 7.4 7.7 Cycle Q Clear(g_c), s 5.4 8.8 7.4 3.7 9.0 9.1 8.6 12.9 13.1 2.4 7.4 7.7 Prop In Lane 1.00 1.00 1.00 0.30 1.00 0.29 1.00 0.44
Lane Grp Cap(c), veh/h 104 1482 659 73 1360 709 323 629 629 131 531 517 V/C Ratio(X) 0.78 0.27 0.23 0.77 0.28 0.28 0.79 0.40 0.41 0.56 0.39 0.40 Avail Cap(c_a), veh/h 275 1482 659 215 1360 709 619 629 629 274 531 517 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.94 0.94 0.94 Uniform Delay (d), s/veh 55.8 23.0 22.6 57.0 24.3 24.4 53.2 29.2 29.3 54.5 18.4 18.5 Incr Delay (d2), s/veh 11.9 0.4 0.8 15.7 0.5 1.0 4.2 1.9 2.0 3.4 2.1 2.2 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 2.7 3.6 2.8 1.9 3.5 3.8 3.8 5.7 5.7 1.1 2.8 2.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 67.7 23.4 23.4 72.7 24.8 25.4 57.4 31.1 31.2 57.9 20.5 20.7 LnGrp LOS E C C E C C E C C E C C
Approach Vol, veh/h 630 632 765 490
Approach Delay, s/veh 29.1 29.2 39.9 26.1
Approach LOS CCDC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 9.4 54.5 15.7 40.3 11.5 52.5 9.1 47.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 14.5 35.5 21.5 30.5 18.5 31.5 9.5 42.5 Max Q Clear Time (g_c+I1), s 5.7 10.8 10.6 9.7 7.4 11.1 4.4 15.1 Green Ext Time (p_c), s 0.1 2.8 0.6 2.1 0.1 3.1 0.1 2.8 Intersection Summary
HCM 6th Ctrl Delay 31.8
HCM 6th LOS C

3.2-4

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1109 of 1319 Lanes, Volumes, Timings Existing (2021) AM Peak Hour
3: Jackson St. & Odlum Dr.

Tentative Tract 38072 Traffic Analysis Synchro 11 Report F:\UXRjobs\_14100-14500\14156\Synchro\01 - Without Project.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 70 23 7 481 390 17
Future Volume (vph) 70 23 7 481 390 17
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 150 50 100 205
Storage Lanes 0 1 1 1
Taper Length (ft) 60 60
Link Speed (mph) 30 50 50
Link Distance (ft) 590 2810 2602
Travel Time (s) 13.4 38.3 35.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

3.2-5

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1110 of 1319 HCM 6th TWSC Existing (2021) AM Peak Hour
3: Jackson St. & Odlum Dr.

Tentative Tract 38072 Traffic Analysis Synchro 11 Report F:\UXRjobs\_14100-14500\14156\Synchro\01 - Without Project.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 1.4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 70 23 7 481 390 17
Future Vol, veh/h 70 23 7 481 390 17
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 50 100 - - 205
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 78 26 8 534 433 19
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 983 217 452 0 - 0
Stage 1 433 -----
Stage 2 550 -----
Critical Hdwy 6.63 6.93 4.13 - - -
Critical Hdwy Stg 1 5.83 -----
Critical Hdwy Stg 2 5.43 -----
Follow-up Hdwy 3.519 3.319 2.219 - - -
Pot Cap-1 Maneuver 260 788 1107 - - -
Stage 1 622 -----
Stage 2 577 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 258 788 1107 - - -
Mov Cap-2 Maneuver 390 -----
Stage 1 618 -----
Stage 2 577 -----
Approach EB NB SB
HCM Control Delay, s 14.8 0.1 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 1107 - 390 788 - -
HCM Lane V/C Ratio 0.007 - 0.199 0.032 - -
HCM Control Delay (s) 8.3 - 16.5 9.7 - -
HCM Lane LOS A - C A - -
HCM 95th %tile Q(veh) 0 - 0.7 0.1 - -

3.2-6

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1111 of 1319 Lanes, Volumes, Timings Existing (2021) AM Peak Hour
4: Jackson St. & Avenue 50
Tentative Tract 38072 Traffic Analysis Synchro 11 Report F:\UXRjobs\_14100-14500\14156\Synchro\01 - Without Project.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 50 336 79 81 175 89 143 314 26 53 277 96 Future Volume (vph) 50 336 79 81 175 89 143 314 26 53 277 96 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 250 250 70 0 200 0 145 0
Storage Lanes 1 1 1 0 1 0 1 0
Taper Length (ft) 90 60 90 90
Link Speed (mph) 50 50 50 50
Link Distance (ft) 2729 1208 1075 2810
Travel Time (s) 37.2 16.5 14.7 38.3
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Shared Lane Traffic (%)
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized

3.2-7

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1112 of 1319 HCM 6th AWSC Existing (2021) AM Peak Hour
4: Jackson St. & Avenue 50
Tentative Tract 38072 Traffic Analysis Synchro 11 Report F:\UXRjobs\_14100-14500\14156\Synchro\01 - Without Project.syn Urban Crossroads, Inc.

Intersection
Intersection Delay, s/veh 60.7
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 50 336 79 81 175 89 143 314 26 53 277 96 Future Vol, veh/h 50 336 79 81 175 89 143 314 26 53 277 96 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles, % 222222222222
Mvmt Flow 55 369 87 89 192 98 157 345 29 58 304 105
Number of Lanes 111110110120
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2332
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3232
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2323
HCM Control Delay 81.9 46.1 79.8 27.7

HCM LOS F E F D

Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 100% 0% 0% 100% 0% 100% 0% 0%
Vol Thru, % 0% 92% 0% 100% 0% 0% 66% 0% 100% 49%
Vol Right, % 0% 8% 0% 0% 100% 0% 34% 0% 0% 51%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 143 340 50 336 79 81 264 53 185 188 LT Vol 143 0 50 0 0 81 0 53 0 0
Through Vol 0 314 0 336 0 0 175 0 185 92
RT Vol 0 26 0 0 79 0 89 0 0 96
Lane Flow Rate 157 374 55 369 87 89 290 58 203 207
Geometry Grp 8888888888
Degree of Util (X) 0.475 1.072 0.168 1.081 0.237 0.281 0.857 0.182 0.606 0.597 Departure Headway (Hd) 11.305 10.727 11.466 10.943 10.21 11.826 11.056 11.798 11.273 10.897 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 321 340 315 336 354 305 331 306 323 333
Service Time 9.005 8.427 9.166 8.643 7.91 9.526 8.756 9.498 8.973 8.597 HCM Lane V/C Ratio 0.489 1.1 0.175 1.098 0.246 0.292 0.876 0.19 0.628 0.622 HCM Control Delay 23.8 103.4 16.5 107.1 16.1 19.1 54.4 17.1 29.9 28.5 HCM Lane LOS C F C F C C F C D D
HCM 95th-tile Q 2.4 13.2 0.6 13.3 0.9 1.1 7.7 0.7 3.7 3.6

3.2-8

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1113 of 1319 Lanes, Volumes, Timings Existing (2021) PM Peak Hour
1: Jackson St. & Dr. Carreon Bl.

Tentative Tract 38072 Traffic Analysis Synchro 11 Report F:\UXRjobs\_14100-14500\14156\Synchro\01 - Without Project.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 141 280 138 24 217 63 69 522 28 61 667 88 Future Volume (vph) 141 280 138 24 217 63 69 522 28 61 667 88 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 145 150 145 150 135 150 145 150
Storage Lanes 1 0 1 0 1 0 1 0
Taper Length (ft) 90 90 90 115
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 40 40 45 45
Link Distance (ft) 1076 928 2709 800
Travel Time (s) 18.3 15.8 41.0 12.1
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Shared Lane Traffic (%)
Turn Type pm+pt NA pm+pt NA Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 8
Detector Phase 7 4 3 8 5 2 1 6
Switch Phase
Minimum Initial (s) 5.0 4.0 5.0 4.0 5.0 4.0 5.0 4.0
Minimum Split (s) 9.5 20.0 9.5 20.0 9.5 20.0 9.5 20.0
Total Split (s) 9.6 20.1 9.5 20.0 9.5 20.9 9.5 20.9
Total Split (%) 16.0% 33.5% 15.8% 33.3% 15.8% 34.8% 15.8% 34.8% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 0.5 1.0 0.5 1.0 0.5 1.0 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.0 4.5 4.0 4.5 4.0 4.5 4.0
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None C-Max None C-Max
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 59.5 (99%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 60
Control Type: Actuated-Coordinated
Splits and Phases: 1: Jackson St. & Dr. Carreon Bl.

3.2-9

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1114 of 1319 HCM 6th Signalized Intersection Summary Existing (2021) PM Peak Hour 1: Jackson St. & Dr. Carreon Bl.

Tentative Tract 38072 Traffic Analysis Synchro 11 Report F:\UXRjobs\_14100-14500\14156\Synchro\01 - Without Project.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 141 280 138 24 217 63 69 522 28 61 667 88 Future Volume (veh/h) 141 280 138 24 217 63 69 522 28 61 667 88 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 160 318 157 27 247 72 78 593 32 69 758 100 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 222222222222
Cap, veh/h 326 451 218 232 380 108 108 1494 81 101 1363 180 Arrive On Green 0.09 0.19 0.19 0.03 0.14 0.14 0.06 0.44 0.44 0.06 0.43 0.43 Sat Flow, veh/h 1781 2323 1122 1781 2729 778 1781 3429 185 1781 3156 416 Grp Volume(v), veh/h 160 242 233 27 159 160 78 307 318 69 427 431 Grp Sat Flow(s),veh/h/ln 1781 1777 1668 1781 1777 1730 1781 1777 1837 1781 1777 1795 Q Serve(g_s), s 4.5 7.6 7.9 0.8 5.1 5.3 2.6 7.1 7.1 2.3 10.8 10.8 Cycle Q Clear(g_c), s 4.5 7.6 7.9 0.8 5.1 5.3 2.6 7.1 7.1 2.3 10.8 10.8 Prop In Lane 1.00 0.67 1.00 0.45 1.00 0.10 1.00 0.23
Lane Grp Cap(c), veh/h 326 345 324 232 247 241 108 774 800 101 767 775 V/C Ratio(X) 0.49 0.70 0.72 0.12 0.64 0.67 0.72 0.40 0.40 0.68 0.56 0.56 Avail Cap(c_a), veh/h 326 477 448 326 474 461 148 774 800 148 767 775 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 0.88 0.88 0.88 1.00 1.00 1.00 Uniform Delay (d), s/veh 19.5 22.6 22.7 21.2 24.4 24.5 27.7 11.6 11.6 27.8 12.7 12.7 Incr Delay (d2), s/veh 1.1 2.7 3.5 0.2 2.8 3.1 9.1 1.3 1.3 7.7 2.9 2.9 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 1.7 3.1 3.1 0.3 2.1 2.2 1.3 2.5 2.5 1.1 3.9 4.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.7 25.3 26.2 21.4 27.2 27.6 36.8 12.9 12.9 35.5 15.6 15.6 LnGrp LOS CCCCCCDBBDBB
Approach Vol, veh/h 635 346 703 927
Approach Delay, s/veh 24.4 27.0 15.5 17.1
Approach LOS C C B B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.9 30.1 6.3 15.6 8.1 29.9 9.6 12.3 Change Period (Y+Rc), s 4.5 4.0 4.5 4.0 4.5 4.0 4.5 4.0 Max Green Setting (Gmax), s 5.0 16.9 5.0 16.1 5.0 16.9 5.1 16.0 Max Q Clear Time (g_c+I1), s 4.3 9.1 2.8 9.9 4.6 12.8 6.5 7.3 Green Ext Time (p_c), s 0.0 2.1 0.0 1.4 0.0 1.9 0.0 1.1 Intersection Summary
HCM 6th Ctrl Delay 19.8
HCM 6th LOS B

3.2-10

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1115 of 1319 Lanes, Volumes, Timings Existing (2021) PM Peak Hour
2: Jackson St. & Avenue 48
Tentative Tract 38072 Traffic Analysis Synchro 11 Report F:\UXRjobs\_14100-14500\14156\Synchro\01 - Without Project.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 128 632 262 62 530 91 254 377 68 178 452 86 Future Volume (vph) 128 632 262 62 530 91 254 377 68 178 452 86 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 205 0 205 0 150 0 140 0
Storage Lanes 1 1 1 0 2 0 2 0
Taper Length (ft) 90 90 100 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 50 45 45
Link Distance (ft) 1172 1753 2602 2709
Travel Time (s) 16.0 23.9 39.4 41.0
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Shared Lane Traffic (%)
Turn Type Prot NA Perm Prot NA Prot NA Prot NA
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases 2
Detector Phase 52216 38 74
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 9.5 22.5 9.5 22.5 Total Split (s) 25.0 45.0 45.0 16.0 36.0 23.0 41.0 18.0 36.0 Total Split (%) 20.8% 37.5% 37.5% 13.3% 30.0% 19.2% 34.2% 15.0% 30.0% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 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 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None C-Max C-Max None C-Max None Max None Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 70
Control Type: Actuated-Coordinated
Splits and Phases: 2: Jackson St. & Avenue 48

3.2-11

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1116 of 1319 HCM 6th Signalized Intersection Summary Existing (2021) PM Peak Hour 2: Jackson St. & Avenue 48
Tentative Tract 38072 Traffic Analysis Synchro 11 Report F:\UXRjobs\_14100-14500\14156\Synchro\01 - Without Project.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 128 632 262 62 530 91 254 377 68 178 452 86 Future Volume (veh/h) 128 632 262 62 530 91 254 377 68 178 452 86 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 136 672 279 66 564 97 270 401 72 189 481 91 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 222222222222
Cap, veh/h 165 1517 674 85 1680 284 337 916 163 246 829 156 Arrive On Green 0.09 0.43 0.43 0.05 0.38 0.38 0.10 0.30 0.30 0.14 0.56 0.56 Sat Flow, veh/h 1781 3554 1579 1781 4394 743 3456 3011 536 3456 2982 561 Grp Volume(v), veh/h 136 672 279 66 435 226 270 235 238 189 286 286 Grp Sat Flow(s),veh/h/ln 1781 1777 1579 1781 1702 1733 1728 1777 1771 1728 1777 1766 Q Serve(g_s), s 9.0 16.0 14.8 4.4 10.9 11.1 9.2 12.7 13.0 6.3 12.6 12.8 Cycle Q Clear(g_c), s 9.0 16.0 14.8 4.4 10.9 11.1 9.2 12.7 13.0 6.3 12.6 12.8 Prop In Lane 1.00 1.00 1.00 0.43 1.00 0.30 1.00 0.32
Lane Grp Cap(c), veh/h 165 1517 674 85 1301 662 337 540 539 246 494 491 V/C Ratio(X) 0.83 0.44 0.41 0.78 0.33 0.34 0.80 0.44 0.44 0.77 0.58 0.58 Avail Cap(c_a), veh/h 304 1517 674 171 1301 662 533 540 539 389 494 491 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.78 0.78 0.78 Uniform Delay (d), s/veh 53.5 24.3 23.9 56.5 26.3 26.3 53.0 33.5 33.6 50.5 22.0 22.1 Incr Delay (d2), s/veh 10.0 0.9 1.9 14.0 0.7 1.4 4.7 2.5 2.6 3.9 3.8 3.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.4 6.5 5.6 2.2 4.3 4.6 4.1 5.7 5.8 2.6 4.5 4.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 63.5 25.2 25.8 70.5 26.9 27.7 57.7 36.0 36.2 54.4 25.9 26.0 LnGrp LOS E C C E C C E DDDCC
Approach Vol, veh/h 1087 727 743 761
Approach Delay, s/veh 30.2 31.1 43.9 33.0
Approach LOS CCDC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.2 55.7 16.2 37.9 15.6 50.4 13.1 41.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 11.5 40.5 18.5 31.5 20.5 31.5 13.5 36.5 Max Q Clear Time (g_c+I1), s 6.4 18.0 11.2 14.8 11.0 13.1 8.3 15.0 Green Ext Time (p_c), s 0.0 5.1 0.5 2.9 0.2 3.6 0.2 2.5 Intersection Summary
HCM 6th Ctrl Delay 34.1
HCM 6th LOS C

3.2-12

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1117 of 1319 Lanes, Volumes, Timings Existing (2021) PM Peak Hour
3: Jackson St. & Odlum Dr.

Tentative Tract 38072 Traffic Analysis Synchro 11 Report F:\UXRjobs\_14100-14500\14156\Synchro\01 - Without Project.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 58 24 20 522 614 71
Future Volume (vph) 58 24 20 522 614 71
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 150 50 100 205
Storage Lanes 0 1 1 1
Taper Length (ft) 60 60
Link Speed (mph) 30 50 50
Link Distance (ft) 590 2810 2602
Travel Time (s) 13.4 38.3 35.5
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

3.2-13

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1118 of 1319 HCM 6th TWSC Existing (2021) PM Peak Hour
3: Jackson St. & Odlum Dr.

Tentative Tract 38072 Traffic Analysis Synchro 11 Report F:\UXRjobs\_14100-14500\14156\Synchro\01 - Without Project.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 1.2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 58 24 20 522 614 71
Future Vol, veh/h 58 24 20 522 614 71
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 50 100 - - 205
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 93 93 93 93 93 93
Heavy Vehicles, % 2 22222
Mvmt Flow 62 26 22 561 660 76
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1265 330 736 0 - 0
Stage 1 660 -----
Stage 2 605 -----
Critical Hdwy 6.63 6.93 4.13 - - -
Critical Hdwy Stg 1 5.83 -----
Critical Hdwy Stg 2 5.43 -----
Follow-up Hdwy 3.519 3.319 2.219 - - -
Pot Cap-1 Maneuver 173 667 867 - - -
Stage 1 477 -----
Stage 2 544 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 169 667 867 - - -
Mov Cap-2 Maneuver 305 -----
Stage 1 465 -----
Stage 2 544 -----
Approach EB NB SB
HCM Control Delay, s 17.1 0.3 0

HCM LOS C
Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 867 - 305 667 - -
HCM Lane V/C Ratio 0.025 - 0.204 0.039 - -
HCM Control Delay (s) 9.3 - 19.8 10.6 - -
HCM Lane LOS A - C B - -
HCM 95th %tile Q(veh) 0.1 - 0.8 0.1 - -

3.2-14

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1119 of 1319 Lanes, Volumes, Timings Existing (2021) PM Peak Hour
4: Jackson St. & Avenue 50
Tentative Tract 38072 Traffic Analysis Synchro 11 Report F:\UXRjobs\_14100-14500\14156\Synchro\01 - Without Project.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 36 273 129 98 331 105 89 325 29 123 430 84 Future Volume (vph) 36 273 129 98 331 105 89 325 29 123 430 84 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 250 250 70 0 200 0 145 0
Storage Lanes 1 1 1 0 1 0 1 0
Taper Length (ft) 90 60 90 90
Link Speed (mph) 50 50 50 50
Link Distance (ft) 2729 1208 1075 2810
Travel Time (s) 37.2 16.5 14.7 38.3
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
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 Shared Lane Traffic (%)
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized

3.2-15

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1120 of 1319 HCM 6th AWSC Existing (2021) PM Peak Hour
4: Jackson St. & Avenue 50
Tentative Tract 38072 Traffic Analysis Synchro 11 Report F:\UXRjobs\_14100-14500\14156\Synchro\01 - Without Project.syn Urban Crossroads, Inc.

Intersection
Intersection Delay, s/veh 93.8
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 36 273 129 98 331 105 89 325 29 123 430 84 Future Vol, veh/h 36 273 129 98 331 105 89 325 29 123 430 84 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles, % 222222222222
Mvmt Flow 37 281 133 101 341 108 92 335 30 127 443 87
Number of Lanes 111110110120
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2332
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3232
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2323
HCM Control Delay 47.6 180.4 105.2 45.2

HCM LOS E F F E

Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 100% 0% 0% 100% 0% 100% 0% 0%
Vol Thru, % 0% 92% 0% 100% 0% 0% 76% 0% 100% 63%
Vol Right, % 0% 8% 0% 0% 100% 0% 24% 0% 0% 37%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 89 354 36 273 129 98 436 123 287 227 LT Vol 89 0 36 0 0 98 0 123 0 0
Through Vol 0 325 0 273 0 0 331 0 287 143
RT Vol 0 29 0 0 129 0 105 0 0 84
Lane Flow Rate 92 365 37 281 133 101 449 127 296 234
Geometry Grp 8888888888
Degree of Util (X) 0.297 1.127 0.121 0.881 0.391 0.327 1.371 0.396 0.881 0.682 Departure Headway (Hd) 12.632 12.046 13.036 12.506 11.763 12.201 11.501 12.499 11.969 11.695 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 286 303 277 293 309 297 319 290 304 312
Service Time 10.332 9.746 10.736 10.206 9.463 9.901 9.201 10.199 9.669 9.395 HCM Lane V/C Ratio 0.322 1.205 0.134 0.959 0.43 0.34 1.408 0.438 0.974 0.75 HCM Control Delay 20.6 126.5 17.5 63.8 21.8 20.7 216.3 23.2 61.8 36.2 HCM Lane LOS C F C F C C F C F E
HCM 95th-tile Q 1.2 13.9 0.4 7.8 1.8 1.4 21.9 1.8 8 4.7

3.2-16

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1121 of 1319 Tentative Tract 38072 Traffic Analysis
14156‐03 Report.docx
APPENDIX 3.3:

TRAFFIC SIGNAL WARRANT

ANALYSIS WORKSHEETS

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1122 of 1319 Tentative Tract 38072 Traffic Analysis
14156‐03 Report.docx
This Page Intentionally Left Blank

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1123 of 1319 Tentative Tract 38072 Traffic Analysis
14156‐03 Report.docx
EXISTING (2021)

3.3-1

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1124 of 1319 California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
Traffic Conditions = EXISTING (2021) AM PEAK HOUR WARRANTS Major Street Name = Jackson St. Total of Both Approaches (VPH) = 895 Number of Approach Lanes Major Street = 2
Minor Street Name = Odlum Drive (Avenue 49) High Volume Approach (VPH) = 93 Number of Approach Lanes Minor Street = 1
Intersection ID: #3
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET)

SIGNAL WARRANT NOT SATISFIED
*Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 895 93 0
100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
F:\UXRjobs\_14100-14500\14156\Signal Warrants\01 - Existing\03R_AM.xls\Fig 4C-4 (Rural Peak)

3.3-2

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1125 of 1319 California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
Traffic Conditions = EXISTING (2021) PM PEAK HOUR WARRANTS Major Street Name = Jackson St. Total of Both Approaches (VPH) = 1,227 Number of Approach Lanes Major Street = 2
Minor Street Name = Odlum Drive (Avenue 49) High Volume Approach (VPH) = 82 Number of Approach Lanes Minor Street = 1
Intersection ID: #3
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET)

WARRANTED FOR A SIGNAL
*Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 1227
82 0
100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
F:\UXRjobs\_14100-14500\14156\Signal Warrants\01 - Existing\03R_PM.xls\Fig 4C-4 (Rural Peak)

3.3-3

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1126 of 1319 California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
Traffic Conditions = EXISTING (2021) AM PEAK HOUR WARRANTS Major Street Name = Jackson St. Total of Both Approaches (VPH) = 909 Number of Approach Lanes Major Street = 2
Minor Street Name = Avenue 50 High Volume Approach (VPH) = 465 Number of Approach Lanes Minor Street = 1
Intersection ID: #4
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET)

WARRANTED FOR A SIGNAL
*Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 909 465
0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
F:\UXRjobs\_14100-14500\14156\Signal Warrants\01 - Existing\04R_AM.xls\Fig 4C-4 (Rural Peak)

3.3-4

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1127 of 1319 California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
Traffic Conditions = EXISTING (2021) PM PEAK HOUR WARRANTS Major Street Name = Jackson St. Total of Both Approaches (VPH) = 1,080 Number of Approach Lanes Major Street = 2
Minor Street Name = Avenue 50 High Volume Approach (VPH) = 534 Number of Approach Lanes Minor Street = 1
Intersection ID: #4
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET)

WARRANTED FOR A SIGNAL
*Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 1080 500
0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
F:\UXRjobs\_14100-14500\14156\Signal Warrants\01 - Existing\04R_PM.xls\Fig 4C-4 (Rural Peak)

3.3-5

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1128 of 1319 Tentative Tract 38072 Traffic Analysis
14156‐03 Report.docx
EAP (2023)

3.3-6

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1129 of 1319 California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
Traffic Conditions = EAP (2023) AM PEAK HOUR WARRANTS
Major Street Name = Jackson St. Total of Both Approaches (VPH) = 1,004 Number of Approach Lanes Major Street = 2
Minor Street Name = Odlum Drive (Avenue 49) High Volume Approach (VPH) = 97 Number of Approach Lanes Minor Street = 1
Intersection ID: #3
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET)

SIGNAL WARRANT NOT SATISFIED
*Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 1004 97 0
100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
F:\UXRjobs\_14100-14500\14156\Signal Warrants\02 - EAP\03R_AM.xls\Fig 4C-4 (Rural Peak)

3.3-7

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1130 of 1319 California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
Traffic Conditions = EAP (2023) PM PEAK HOUR WARRANTS
Major Street Name = Jackson St. Total of Both Approaches (VPH) = 1,421 Number of Approach Lanes Major Street = 2
Minor Street Name = Odlum Drive (Avenue 49) High Volume Approach (VPH) = 85 Number of Approach Lanes Minor Street = 1
Intersection ID: #3
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET)

WARRANTED FOR A SIGNAL
*Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 1300
85 0
100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
F:\UXRjobs\_14100-14500\14156\Signal Warrants\02 - EAP\03R_PM.xls\Fig 4C-4 (Rural Peak)

3.3-8

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1131 of 1319 California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
Traffic Conditions = EAP (2023) AM PEAK HOUR WARRANTS
Major Street Name = Jackson St. Total of Both Approaches (VPH) = 969 Number of Approach Lanes Major Street = 2
Minor Street Name = Avenue 50 High Volume Approach (VPH) = 486 Number of Approach Lanes Minor Street = 1
Intersection ID: #4
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET)

WARRANTED FOR A SIGNAL
*Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 969 486
0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
F:\UXRjobs\_14100-14500\14156\Signal Warrants\02 - EAP\04R_AM.xls\Fig 4C-4 (Rural Peak)

3.3-9

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1132 of 1319 California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
Traffic Conditions = EAP (2023) PM PEAK HOUR WARRANTS
Major Street Name = Jackson St. Total of Both Approaches (VPH) = 1,146 Number of Approach Lanes Major Street = 2
Minor Street Name = Avenue 50 High Volume Approach (VPH) = 560 Number of Approach Lanes Minor Street = 1
Intersection ID: #4
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET)

WARRANTED FOR A SIGNAL
*Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 1146
500
0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
F:\UXRjobs\_14100-14500\14156\Signal Warrants\02 - EAP\04R_PM.xls\Fig 4C-4 (Rural Peak)

3.3-10

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1133 of 1319 California MUTCD (FHWA's MUTCD 2012, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet
(Average Traffic Estimate Form)
___ ___ ___ ___ TRAFFIC CONDITIONS

DIST CO RTE PM CALC DATE
Jurisdiction: City of Indio CHK DATE
Major Street: Jackson St. Critical Approach Speed (Major) 50 mph Minor Street: Odlum Drive (Avenue 49) Critical Approach Speed (Minor) 30 mph Major Street Approach Lanes = 2 lane Minor Street Approach Lanes 1 lane Major Street Future ADT = 17,964 vpd Minor Street Future ADT = 1,198 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…... √ or
In built up area of isolated community of < 10,000 population …………….….….

Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 1 8,000 5,600 2,400 1,680
2 + 17,964 1 1,198 9,600 6,720 * 2,400 1,680
2 + 2 + 9,600 6,720 3,200 2,240
1 2 + 8,000 5,600 3,200 2,240
Satisfied Not Satisfied
XX
Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 1 12,000 8,400 1,200 850
2 + 17,964 1 1,198 14,400 10,080 * 1,200 850 *
2 + 2 + 14,400 10,080 1,600 1,120
1 2 + 12,000 8,400 1,600 1,120
No one condition satisfied, but following conditions
fulfilled 80% of more ….. A B
71% 100%
Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes.

XX ADT
EAP (2023)
JC 07/27/21

RURAL (R)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume XX Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume
on Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.

Combination of CONDITIONS A + B
2 CONDITIONS
80%
2 CONDITIONS
80%
Satisfied Not Satisfied
XX
F:\UXRjobs\_14100-14500\14156\Signal Warrants\Daily.xlsx\03_EAP

3.3-11

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1134 of 1319 California MUTCD (FHWA's MUTCD 2012, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet
(Average Traffic Estimate Form)
___ ___ ___ ___ TRAFFIC CONDITIONS

DIST CO RTE PM CALC DATE
Jurisdiction: City of Indio CHK DATE
Major Street: Jackson St. Critical Approach Speed (Major) 50 mph Minor Street: Plume Feather Drive Critical Approach Speed (Minor) 30 mph Major Street Approach Lanes = 2 lane Minor Street Approach Lanes 1 lane Major Street Future ADT = 16,677 vpd Minor Street Future ADT = 408 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…... √ or
In built up area of isolated community of < 10,000 population …………….….….

Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 1 8,000 5,600 2,400 1,680
2 + 16,677 1 408 9,600 6,720 * 2,400 1,680
2 + 2 + 9,600 6,720 3,200 2,240
1 2 + 8,000 5,600 3,200 2,240
Satisfied Not Satisfied
XX
Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 1 12,000 8,400 1,200 850
2 + 16,677 1 408 14,400 10,080 * 1,200 850
2 + 2 + 14,400 10,080 1,600 1,120
1 2 + 12,000 8,400 1,600 1,120
No one condition satisfied, but following conditions
fulfilled 80% of more ….. A B
24% 48%
Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes.

The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.

Combination of CONDITIONS A + B
2 CONDITIONS
80%
2 CONDITIONS
80%
Satisfied Not Satisfied
XX
on Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume
XX Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume

RURAL (R)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
XX ADT
EAP (2023)
JC 07/27/21
F:\UXRjobs\_14100-14500\14156\Signal Warrants\Daily.xlsx\05_EAP

3.3-12

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1135 of 1319 California MUTCD (FHWA's MUTCD 2012, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet
(Average Traffic Estimate Form)
___ ___ ___ ___ TRAFFIC CONDITIONS

DIST CO RTE PM CALC DATE
Jurisdiction: City of Indio CHK DATE
Major Street: Avenue 49 Critical Approach Speed (Major) 30 mph Minor Street: Heron Pl. Critical Approach Speed (Minor) 30 mph Major Street Approach Lanes = 1 lane Minor Street Approach Lanes 1 lane Major Street Future ADT = 1,062 vpd Minor Street Future ADT = 259 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…... or
In built up area of isolated community of < 10,000 population …………….….….

Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 1,062 1 259 8,000 5,600 2,400 1,680
2 + 1 9,600 6,720 2,400 1,680
2 + 2 + 9,600 6,720 3,200 2,240
1 2 + 8,000 5,600 3,200 2,240
Satisfied Not Satisfied
XX
Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 1,062 1 259 12,000 8,400 1,200 850
2 + 1 14,400 10,080 1,200 850
2 + 2 + 14,400 10,080 1,600 1,120
1 2 + 12,000 8,400 1,600 1,120
No one condition satisfied, but following conditions
fulfilled 80% of more ….. A B
11% 9%
Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes.

The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.

Combination of CONDITIONS A + B
2 CONDITIONS
80%
2 CONDITIONS
80%
Satisfied Not Satisfied
XX
on Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume
XX Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume

URBAN (U)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
XX ADT
EAP (2023)
JC 07/27/21
F:\UXRjobs\_14100-14500\14156\Signal Warrants\Daily.xlsx\06_EAP

3.3-13

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1136 of 1319 California MUTCD (FHWA's MUTCD 2012, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet
(Average Traffic Estimate Form)
___ ___ ___ ___ TRAFFIC CONDITIONS

DIST CO RTE PM CALC DATE
Jurisdiction: City of Indio CHK DATE
Major Street: Avenue 49 Critical Approach Speed (Major) 30 mph Minor Street: Camito Rosarito Critical Approach Speed (Minor) 30 mph Major Street Approach Lanes = 1 lane Minor Street Approach Lanes 1 lane Major Street Future ADT = 682 vpd Minor Street Future ADT = 246 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…... or
In built up area of isolated community of < 10,000 population …………….….….

Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 682 1 246 8,000 5,600 2,400 1,680
2 + 1 9,600 6,720 2,400 1,680
2 + 2 + 9,600 6,720 3,200 2,240
1 2 + 8,000 5,600 3,200 2,240
Satisfied Not Satisfied
XX
Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 682 1 246 12,000 8,400 1,200 850
2 + 1 14,400 10,080 1,200 850
2 + 2 + 14,400 10,080 1,600 1,120
1 2 + 12,000 8,400 1,600 1,120
No one condition satisfied, but following conditions
fulfilled 80% of more ….. A B
9% 6%
Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes.

The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.

Combination of CONDITIONS A + B
2 CONDITIONS
80%
2 CONDITIONS
80%
Satisfied Not Satisfied
XX
on Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume
XX Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume

URBAN (U)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
XX ADT
EAP (2023)
JC 07/27/21
F:\UXRjobs\_14100-14500\14156\Signal Warrants\Daily.xlsx\07_EAP

3.3-14

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1137 of 1319 California MUTCD (FHWA's MUTCD 2012, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet
(Average Traffic Estimate Form)
___ ___ ___ ___ TRAFFIC CONDITIONS

DIST CO RTE PM CALC DATE
Jurisdiction: City of Indio CHK DATE
Major Street: Avenue 49 Critical Approach Speed (Major) 30 mph Minor Street: Song Sparrow Pl. Critical Approach Speed (Minor) 30 mph Major Street Approach Lanes = 1 lane Minor Street Approach Lanes 1 lane Major Street Future ADT = 190 vpd Minor Street Future ADT = 177 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…... or
In built up area of isolated community of < 10,000 population …………….….….

Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 190 1 177 8,000 5,600 2,400 1,680
2 + 1 9,600 6,720 2,400 1,680
2 + 2 + 9,600 6,720 3,200 2,240
1 2 + 8,000 5,600 3,200 2,240
Satisfied Not Satisfied
XX
Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 190 1 177 12,000 8,400 1,200 850
2 + 1 14,400 10,080 1,200 850
2 + 2 + 14,400 10,080 1,600 1,120
1 2 + 12,000 8,400 1,600 1,120
No one condition satisfied, but following conditions
fulfilled 80% of more ….. A B
2% 2%
Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes.

The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.

Combination of CONDITIONS A + B
2 CONDITIONS
80%
2 CONDITIONS
80%
Satisfied Not Satisfied
XX
on Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume
XX Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume

URBAN (U)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
XX ADT
EAP (2023)
JC 07/27/21
F:\UXRjobs\_14100-14500\14156\Signal Warrants\Daily.xlsx\08_EAP

3.3-15

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1138 of 1319 Tentative Tract 38072 Traffic Analysis
14156‐03 Report.docx
EAPC (2023)

3.3-16

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1139 of 1319 California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
Traffic Conditions = EAPC (2023) AM PEAK HOUR WARRANTS
Major Street Name = Jackson St. Total of Both Approaches (VPH) = 1,112 Number of Approach Lanes Major Street = 2
Minor Street Name = Odlum Drive (Avenue 49) High Volume Approach (VPH) = 98 Number of Approach Lanes Minor Street = 1
Intersection ID: #3
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET)

WARRANTED FOR A SIGNAL
*Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane1112 98 0
100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
F:\UXRjobs\_14100-14500\14156\Signal Warrants\03 - EAPC\03R_AM.xls\Fig 4C-4 (Rural Peak)

3.3-17

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1140 of 1319 California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
Traffic Conditions = EAPC (2023) PM PEAK HOUR WARRANTS
Major Street Name = Jackson St. Total of Both Approaches (VPH) = 1,587 Number of Approach Lanes Major Street = 2
Minor Street Name = Odlum Drive (Avenue 49) High Volume Approach (VPH) = 86 Number of Approach Lanes Minor Street = 1
Intersection ID: #3
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET)

WARRANTED FOR A SIGNAL
*Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 1300
86 0
100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
F:\UXRjobs\_14100-14500\14156\Signal Warrants\03 - EAPC\03R_PM.xls\Fig 4C-4 (Rural Peak)

3.3-18

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1141 of 1319 California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
Traffic Conditions = EAPC (2023) AM PEAK HOUR WARRANTS
Major Street Name = Jackson St. Total of Both Approaches (VPH) = 1,074 Number of Approach Lanes Major Street = 2
Minor Street Name = Avenue 50 High Volume Approach (VPH) = 498 Number of Approach Lanes Minor Street = 1
Intersection ID: #4
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET)

WARRANTED FOR A SIGNAL
*Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 1074 498
0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
F:\UXRjobs\_14100-14500\14156\Signal Warrants\03 - EAPC\04R_AM.xls\Fig 4C-4 (Rural Peak)

3.3-19

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1142 of 1319 California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
Traffic Conditions = EAPC (2023) PM PEAK HOUR WARRANTS
Major Street Name = Jackson St. Total of Both Approaches (VPH) = 1,313 Number of Approach Lanes Major Street = 2
Minor Street Name = Avenue 50 High Volume Approach (VPH) = 577 Number of Approach Lanes Minor Street = 1
Intersection ID: #4
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET)

WARRANTED FOR A SIGNAL
*Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 1300
500
0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
F:\UXRjobs\_14100-14500\14156\Signal Warrants\03 - EAPC\04R_PM.xls\Fig 4C-4 (Rural Peak)

3.3-20

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1143 of 1319 California MUTCD (FHWA's MUTCD 2012, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet
(Average Traffic Estimate Form)
___ ___ ___ ___ TRAFFIC CONDITIONS

DIST CO RTE PM CALC DATE
Jurisdiction: City of Indio CHK DATE
Major Street: Jackson St. Critical Approach Speed (Major) 50 mph Minor Street: Odlum Drive (Avenue 49) Critical Approach Speed (Minor) 30 mph Major Street Approach Lanes = 2 lane Minor Street Approach Lanes 1 lane Major Street Future ADT = 19,957 vpd Minor Street Future ADT = 1,198 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…... √ or
In built up area of isolated community of < 10,000 population …………….….….

Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 1 8,000 5,600 2,400 1,680
2 + 19,957 1 1,198 9,600 6,720 * 2,400 1,680
2 + 2 + 9,600 6,720 3,200 2,240
1 2 + 8,000 5,600 3,200 2,240
Satisfied Not Satisfied
XX
Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 1 12,000 8,400 1,200 850
2 + 19,957 1 1,198 14,400 10,080 * 1,200 850 *
2 + 2 + 14,400 10,080 1,600 1,120
1 2 + 12,000 8,400 1,600 1,120
No one condition satisfied, but following conditions
fulfilled 80% of more ….. A B
71% 100%
Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes.

The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.

Combination of CONDITIONS A + B
2 CONDITIONS
80%
2 CONDITIONS
80%
Satisfied Not Satisfied
XX
on Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume
XX Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume

RURAL (R)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
XX ADT
EAPC (2023)
JC 07/27/21
F:\UXRjobs\_14100-14500\14156\Signal Warrants\Daily.xlsx\03_EAPC

3.3-21

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1144 of 1319 California MUTCD (FHWA's MUTCD 2012, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet
(Average Traffic Estimate Form)
___ ___ ___ ___ TRAFFIC CONDITIONS

DIST CO RTE PM CALC DATE
Jurisdiction: City of Indio CHK DATE
Major Street: Jackson St. Critical Approach Speed (Major) 50 mph Minor Street: Plume Feather Drive Critical Approach Speed (Minor) 30 mph Major Street Approach Lanes = 2 lane Minor Street Approach Lanes 1 lane Major Street Future ADT = 18,671 vpd Minor Street Future ADT = 408 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…... √ or
In built up area of isolated community of < 10,000 population …………….….….

Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 1 8,000 5,600 2,400 1,680
2 + 18,671 1 408 9,600 6,720 * 2,400 1,680
2 + 2 + 9,600 6,720 3,200 2,240
1 2 + 8,000 5,600 3,200 2,240
Satisfied Not Satisfied
XX
Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 1 12,000 8,400 1,200 850
2 + 18,671 1 408 14,400 10,080 * 1,200 850
2 + 2 + 14,400 10,080 1,600 1,120
1 2 + 12,000 8,400 1,600 1,120
No one condition satisfied, but following conditions
fulfilled 80% of more ….. A B
24% 48%
Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes.

The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.

Combination of CONDITIONS A + B
2 CONDITIONS
80%
2 CONDITIONS
80%
Satisfied Not Satisfied
XX
on Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume
XX Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume

RURAL (R)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
XX ADT
EAPC (2023)
JC 07/27/21
F:\UXRjobs\_14100-14500\14156\Signal Warrants\Daily.xlsx\05_EAPC

3.3-22

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1145 of 1319 California MUTCD (FHWA's MUTCD 2012, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet
(Average Traffic Estimate Form)
___ ___ ___ ___ TRAFFIC CONDITIONS

DIST CO RTE PM CALC DATE
Jurisdiction: City of Indio CHK DATE
Major Street: Avenue 49 Critical Approach Speed (Major) 30 mph Minor Street: Heron Pl. Critical Approach Speed (Minor) 30 mph Major Street Approach Lanes = 1 lane Minor Street Approach Lanes 1 lane Major Street Future ADT = 1,062 vpd Minor Street Future ADT = 259 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…... or
In built up area of isolated community of < 10,000 population …………….….….

Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 1,062 1 259 8,000 5,600 2,400 1,680
2 + 1 9,600 6,720 2,400 1,680
2 + 2 + 9,600 6,720 3,200 2,240
1 2 + 8,000 5,600 3,200 2,240
Satisfied Not Satisfied
XX
Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 1,062 1 259 12,000 8,400 1,200 850
2 + 1 14,400 10,080 1,200 850
2 + 2 + 14,400 10,080 1,600 1,120
1 2 + 12,000 8,400 1,600 1,120
No one condition satisfied, but following conditions
fulfilled 80% of more ….. A B
11% 9%
Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes.

The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.

Combination of CONDITIONS A + B
2 CONDITIONS
80%
2 CONDITIONS
80%
Satisfied Not Satisfied
XX
on Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume
XX Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume

URBAN (U)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
XX ADT
EAPC (2023)
JC 07/27/21
F:\UXRjobs\_14100-14500\14156\Signal Warrants\Daily.xlsx\06_EAPC

3.3-23

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1146 of 1319 California MUTCD (FHWA's MUTCD 2012, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet
(Average Traffic Estimate Form)
___ ___ ___ ___ TRAFFIC CONDITIONS

DIST CO RTE PM CALC DATE
Jurisdiction: City of Indio CHK DATE
Major Street: Avenue 49 Critical Approach Speed (Major) 30 mph Minor Street: Camito Rosarito Critical Approach Speed (Minor) 30 mph Major Street Approach Lanes = 1 lane Minor Street Approach Lanes 1 lane Major Street Future ADT = 682 vpd Minor Street Future ADT = 246 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…... or
In built up area of isolated community of < 10,000 population …………….….….

Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 682 1 246 8,000 5,600 2,400 1,680
2 + 1 9,600 6,720 2,400 1,680
2 + 2 + 9,600 6,720 3,200 2,240
1 2 + 8,000 5,600 3,200 2,240
Satisfied Not Satisfied
XX
Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 682 1 246 12,000 8,400 1,200 850
2 + 1 14,400 10,080 1,200 850
2 + 2 + 14,400 10,080 1,600 1,120
1 2 + 12,000 8,400 1,600 1,120
No one condition satisfied, but following conditions
fulfilled 80% of more ….. A B
9% 6%
Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes.

The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.

Combination of CONDITIONS A + B
2 CONDITIONS
80%
2 CONDITIONS
80%
Satisfied Not Satisfied
XX
on Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume
XX Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume

URBAN (U)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
XX ADT
EAPC (2023)
JC 07/27/21
F:\UXRjobs\_14100-14500\14156\Signal Warrants\Daily.xlsx\07_EAPC

3.3-24

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1147 of 1319 California MUTCD (FHWA's MUTCD 2012, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet
(Average Traffic Estimate Form)
___ ___ ___ ___ TRAFFIC CONDITIONS

DIST CO RTE PM CALC DATE
Jurisdiction: City of Indio CHK DATE
Major Street: Avenue 49 Critical Approach Speed (Major) 30 mph Minor Street: Song Sparrow Pl. Critical Approach Speed (Minor) 30 mph Major Street Approach Lanes = 1 lane Minor Street Approach Lanes 1 lane Major Street Future ADT = 190 vpd Minor Street Future ADT = 177 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…... or
In built up area of isolated community of < 10,000 population …………….….….

Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 190 1 177 8,000 5,600 2,400 1,680
2 + 1 9,600 6,720 2,400 1,680
2 + 2 + 9,600 6,720 3,200 2,240
1 2 + 8,000 5,600 3,200 2,240
Satisfied Not Satisfied
XX
Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 190 1 177 12,000 8,400 1,200 850
2 + 1 14,400 10,080 1,200 850
2 + 2 + 14,400 10,080 1,600 1,120
1 2 + 12,000 8,400 1,600 1,120
No one condition satisfied, but following conditions
fulfilled 80% of more ….. A B
2% 2%
Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes.

The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.

Combination of CONDITIONS A + B
2 CONDITIONS
80%
2 CONDITIONS
80%
Satisfied Not Satisfied
XX
on Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume
XX Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume

URBAN (U)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
XX ADT
EAPC (2023)
JC 07/27/21
F:\UXRjobs\_14100-14500\14156\Signal Warrants\Daily.xlsx\08_EAPC

3.3-25

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1148 of 1319 Tentative Tract 38072 Traffic Analysis
14156‐03 Report.docx
2040 WITHOUT PROJECT

3.3-26

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1149 of 1319 California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
Traffic Conditions = 2040NP AM PEAK HOUR WARRANTS
Major Street Name = Jackson St. Total of Both Approaches (VPH) = 1,829 Number of Approach Lanes Major Street = 2
Minor Street Name = Odlum Drive (Avenue 49) High Volume Approach (VPH) = 102 Number of Approach Lanes Minor Street = 1
Intersection ID: #3
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET)

WARRANTED FOR A SIGNAL
*Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 1300
102
0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
F:\UXRjobs\_14100-14500\14156\Signal Warrants\04 - 2040NP\03R_AM.xls\Fig 4C-4 (Rural Peak)

3.3-27

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1150 of 1319 California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
Traffic Conditions = 2040NP PM PEAK HOUR WARRANTS
Major Street Name = Jackson St. Total of Both Approaches (VPH) = 2,206 Number of Approach Lanes Major Street = 2
Minor Street Name = Odlum Drive (Avenue 49) High Volume Approach (VPH) = 90 Number of Approach Lanes Minor Street = 1
Intersection ID: #3
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET)

WARRANTED FOR A SIGNAL
*Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 1300
90 0
100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
F:\UXRjobs\_14100-14500\14156\Signal Warrants\04 - 2040NP\03R_PM.xls\Fig 4C-4 (Rural Peak)

3.3-28

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1151 of 1319 California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
Traffic Conditions = 2040NP AM PEAK HOUR WARRANTS
Major Street Name = Jackson St. Total of Both Approaches (VPH) = 2,092 Number of Approach Lanes Major Street = 2
Minor Street Name = Avenue 50 High Volume Approach (VPH) = 914 Number of Approach Lanes Minor Street = 1
Intersection ID: #4
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET)

WARRANTED FOR A SIGNAL
*Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 1300
500
0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
F:\UXRjobs\_14100-14500\14156\Signal Warrants\04 - 2040NP\04R_AM.xls\Fig 4C-4 (Rural Peak)

3.3-29

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1152 of 1319 California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
Traffic Conditions = 2040NP PM PEAK HOUR WARRANTS
Major Street Name = Jackson St. Total of Both Approaches (VPH) = 2,340 Number of Approach Lanes Major Street = 2
Minor Street Name = Avenue 50 High Volume Approach (VPH) = 966 Number of Approach Lanes Minor Street = 1
Intersection ID: #4
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET)

WARRANTED FOR A SIGNAL
*Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 1300
500
0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
F:\UXRjobs\_14100-14500\14156\Signal Warrants\04 - 2040NP\04R_PM.xls\Fig 4C-4 (Rural Peak)

3.3-30

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1153 of 1319 Tentative Tract 38072 Traffic Analysis
14156‐03 Report.docx
2040 WITH PROJECT

3.3-31

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1154 of 1319 California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
Traffic Conditions = 2040WP AM PEAK HOUR WARRANTS
Major Street Name = Jackson St. Total of Both Approaches (VPH) = 1,901 Number of Approach Lanes Major Street = 2
Minor Street Name = Odlum Drive (Avenue 49) High Volume Approach (VPH) = 103 Number of Approach Lanes Minor Street = 1
Intersection ID: #3
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET)

WARRANTED FOR A SIGNAL
*Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 1300
103
0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
F:\UXRjobs\_14100-14500\14156\Signal Warrants\05 - 2040WP\03R_AM.xls\Fig 4C-4 (Rural Peak)

3.3-32

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1155 of 1319 California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
Traffic Conditions = 2040WP PM PEAK HOUR WARRANTS
Major Street Name = Jackson St. Total of Both Approaches (VPH) = 2,349 Number of Approach Lanes Major Street = 2
Minor Street Name = Odlum Drive (Avenue 49) High Volume Approach (VPH) = 91 Number of Approach Lanes Minor Street = 1
Intersection ID: #3
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET)

WARRANTED FOR A SIGNAL
*Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 1300
91 0
100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
F:\UXRjobs\_14100-14500\14156\Signal Warrants\05 - 2040WP\03R_PM.xls\Fig 4C-4 (Rural Peak)

3.3-33

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1156 of 1319 California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
Traffic Conditions = 2040WP AM PEAK HOUR WARRANTS
Major Street Name = Jackson St. Total of Both Approaches (VPH) = 2,115 Number of Approach Lanes Major Street = 2
Minor Street Name = Avenue 50 High Volume Approach (VPH) = 916 Number of Approach Lanes Minor Street = 1
Intersection ID: #4
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET)

WARRANTED FOR A SIGNAL
*Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 1300
500
0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
F:\UXRjobs\_14100-14500\14156\Signal Warrants\05 - 2040WP\04R_AM.xls\Fig 4C-4 (Rural Peak)

3.3-34

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1157 of 1319 California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
Traffic Conditions = 2040WP PM PEAK HOUR WARRANTS
Major Street Name = Jackson St. Total of Both Approaches (VPH) = 2,363 Number of Approach Lanes Major Street = 2
Minor Street Name = Avenue 50 High Volume Approach (VPH) = 971 Number of Approach Lanes Minor Street = 1
Intersection ID: #4
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET)

WARRANTED FOR A SIGNAL
*Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 1300
500
0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
F:\UXRjobs\_14100-14500\14156\Signal Warrants\05 - 2040WP\04R_PM.xls\Fig 4C-4 (Rural Peak)

3.3-35

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1158 of 1319 California MUTCD (FHWA's MUTCD 2012, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet
(Average Traffic Estimate Form)
___ ___ ___ ___ TRAFFIC CONDITIONS

DIST CO RTE PM CALC DATE
Jurisdiction: City of Indio CHK DATE
Major Street: Jackson St. Critical Approach Speed (Major) 50 mph Minor Street: Odlum Drive (Avenue 49) Critical Approach Speed (Minor) 30 mph Major Street Approach Lanes = 2 lane Minor Street Approach Lanes 1 lane Major Street Future ADT = 27,880 vpd Minor Street Future ADT = 1,267 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…... √ or
In built up area of isolated community of < 10,000 population …………….….….

Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 1 8,000 5,600 2,400 1,680
2 + 27,880 1 1,267 9,600 6,720 * 2,400 1,680
2 + 2 + 9,600 6,720 3,200 2,240
1 2 + 8,000 5,600 3,200 2,240
Satisfied Not Satisfied
XX
Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 1 12,000 8,400 1,200 850
2 + 27,880 1 1,267 14,400 10,080 * 1,200 850 *
2 + 2 + 14,400 10,080 1,600 1,120
1 2 + 12,000 8,400 1,600 1,120
No one condition satisfied, but following conditions
fulfilled 80% of more ….. A B
75% 100%
Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes.

The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.

Combination of CONDITIONS A + B
2 CONDITIONS
80%
2 CONDITIONS
80%
Satisfied Not Satisfied
XX
on Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume
XX Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume

RURAL (R)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
XX ADT
2040WP
JC 07/27/21
F:\UXRjobs\_14100-14500\14156\Signal Warrants\Daily.xlsx\03_2040WP

3.3-36

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1159 of 1319 California MUTCD (FHWA's MUTCD 2012, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet
(Average Traffic Estimate Form)
___ ___ ___ ___ TRAFFIC CONDITIONS

DIST CO RTE PM CALC DATE
Jurisdiction: City of Indio CHK DATE
Major Street: Jackson St. Critical Approach Speed (Major) 50 mph Minor Street: Plume Feather Drive Critical Approach Speed (Minor) 30 mph Major Street Approach Lanes = 2 lane Minor Street Approach Lanes 1 lane Major Street Future ADT = 27,391 vpd Minor Street Future ADT = 408 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…... √ or
In built up area of isolated community of < 10,000 population …………….….….

Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 1 8,000 5,600 2,400 1,680
2 + 27,391 1 408 9,600 6,720 * 2,400 1,680
2 + 2 + 9,600 6,720 3,200 2,240
1 2 + 8,000 5,600 3,200 2,240
Satisfied Not Satisfied
XX
Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 1 12,000 8,400 1,200 850
2 + 27,391 1 408 14,400 10,080 * 1,200 850
2 + 2 + 14,400 10,080 1,600 1,120
1 2 + 12,000 8,400 1,600 1,120
No one condition satisfied, but following conditions
fulfilled 80% of more ….. A B
24% 48%
Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes.

The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.

Combination of CONDITIONS A + B
2 CONDITIONS
80%
2 CONDITIONS
80%
Satisfied Not Satisfied
XX
on Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume
XX Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume

RURAL (R)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
XX ADT
2040WP
JC 07/27/21
F:\UXRjobs\_14100-14500\14156\Signal Warrants\Daily.xlsx\05_2040WP

3.3-37

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1160 of 1319 California MUTCD (FHWA's MUTCD 2012, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet
(Average Traffic Estimate Form)
___ ___ ___ ___ TRAFFIC CONDITIONS

DIST CO RTE PM CALC DATE
Jurisdiction: City of Indio CHK DATE
Major Street: Avenue 49 Critical Approach Speed (Major) 30 mph Minor Street: Heron Pl. Critical Approach Speed (Minor) 30 mph Major Street Approach Lanes = 1 lane Minor Street Approach Lanes 1 lane Major Street Future ADT = 1,090 vpd Minor Street Future ADT = 260 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…... or
In built up area of isolated community of < 10,000 population …………….….….

Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 1,090 1 260 8,000 5,600 2,400 1,680
2 + 1 9,600 6,720 2,400 1,680
2 + 2 + 9,600 6,720 3,200 2,240
1 2 + 8,000 5,600 3,200 2,240
Satisfied Not Satisfied
XX
Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 1,090 1 260 12,000 8,400 1,200 850
2 + 1 14,400 10,080 1,200 850
2 + 2 + 14,400 10,080 1,600 1,120
1 2 + 12,000 8,400 1,600 1,120
No one condition satisfied, but following conditions
fulfilled 80% of more ….. A B
11% 9%
Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes.

The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.

Combination of CONDITIONS A + B
2 CONDITIONS
80%
2 CONDITIONS
80%
Satisfied Not Satisfied
XX
on Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume
XX Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume

URBAN (U)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
XX ADT
2040WP
JC 07/27/21
F:\UXRjobs\_14100-14500\14156\Signal Warrants\Daily.xlsx\06_2040WP

3.3-38

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1161 of 1319 California MUTCD (FHWA's MUTCD 2012, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet
(Average Traffic Estimate Form)
___ ___ ___ ___ TRAFFIC CONDITIONS

DIST CO RTE PM CALC DATE
Jurisdiction: City of Indio CHK DATE
Major Street: Avenue 49 Critical Approach Speed (Major) 30 mph Minor Street: Camito Rosarito Critical Approach Speed (Minor) 30 mph Major Street Approach Lanes = 1 lane Minor Street Approach Lanes 1 lane Major Street Future ADT = 703 vpd Minor Street Future ADT = 260 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…... or
In built up area of isolated community of < 10,000 population …………….….….

Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 703 1 260 8,000 5,600 2,400 1,680
2 + 1 9,600 6,720 2,400 1,680
2 + 2 + 9,600 6,720 3,200 2,240
1 2 + 8,000 5,600 3,200 2,240
Satisfied Not Satisfied
XX
Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 703 1 260 12,000 8,400 1,200 850
2 + 1 14,400 10,080 1,200 850
2 + 2 + 14,400 10,080 1,600 1,120
1 2 + 12,000 8,400 1,600 1,120
No one condition satisfied, but following conditions
fulfilled 80% of more ….. A B
9% 6%
Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes.

The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.

Combination of CONDITIONS A + B
2 CONDITIONS
80%
2 CONDITIONS
80%
Satisfied Not Satisfied
XX
on Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume
XX Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume

URBAN (U)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
XX ADT
2040WP
JC 07/27/21
F:\UXRjobs\_14100-14500\14156\Signal Warrants\Daily.xlsx\07_2040WP

3.3-39

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1162 of 1319 California MUTCD (FHWA's MUTCD 2012, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet
(Average Traffic Estimate Form)
___ ___ ___ ___ TRAFFIC CONDITIONS

DIST CO RTE PM CALC DATE
Jurisdiction: City of Indio CHK DATE
Major Street: Avenue 49 Critical Approach Speed (Major) 30 mph Minor Street: Song Sparrow Pl. Critical Approach Speed (Minor) 30 mph Major Street Approach Lanes = 1 lane Minor Street Approach Lanes 1 lane Major Street Future ADT = 192 vpd Minor Street Future ADT = 178 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…... or
In built up area of isolated community of < 10,000 population …………….….….

Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 192 1 178 8,000 5,600 2,400 1,680
2 + 1 9,600 6,720 2,400 1,680
2 + 2 + 9,600 6,720 3,200 2,240
1 2 + 8,000 5,600 3,200 2,240
Satisfied Not Satisfied
XX
Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 192 1 178 12,000 8,400 1,200 850
2 + 1 14,400 10,080 1,200 850
2 + 2 + 14,400 10,080 1,600 1,120
1 2 + 12,000 8,400 1,600 1,120
No one condition satisfied, but following conditions
fulfilled 80% of more ….. A B
2% 2%
Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes.

The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.

Combination of CONDITIONS A + B
2 CONDITIONS
80%
2 CONDITIONS
80%
Satisfied Not Satisfied
XX
on Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume
XX Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume

URBAN (U)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
XX ADT
2040WP
JC 07/27/21
F:\UXRjobs\_14100-14500\14156\Signal Warrants\Daily.xlsx\08_2040WP

3.3-40

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1163 of 1319 Tentative Tract 38072 Traffic Analysis
14156‐03 Report.docx
APPENDIX 5.1:

EAP (2023) CONDITIONS

INTERSECTIONOPERATIONS ANALYSIS WORKSHEETS

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1164 of 1319 Tentative Tract 38072 Traffic Analysis
14156‐03 Report.docx
This Page Intentionally Left Blank

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1165 of 1319 Lanes, Volumes, Timings EAP AM Peak Hour
1: Jackson St. & Dr. Carreon Bl.

Tentative Tract 38072 Traffic Analysis Synchro 11 Report F:\UXRjobs\_14100-14500\14156\Synchro\02 - With Project.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 79 170 56 29 254 65 116 585 29 46 371 109 Future Volume (vph) 79 170 56 29 254 65 116 585 29 46 371 109 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 145 150 145 150 135 150 145 150
Storage Lanes 1 0 1 0 1 0 1 0
Taper Length (ft) 90 90 90 115
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 40 40 45 45
Link Distance (ft) 1076 928 2709 800
Travel Time (s) 18.3 15.8 41.0 12.1
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Shared Lane Traffic (%)
Turn Type pm+pt NA pm+pt NA Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 8
Detector Phase 7 4 3 8 5 2 1 6
Switch Phase
Minimum Initial (s) 5.0 4.0 5.0 4.0 5.0 4.0 5.0 4.0
Minimum Split (s) 9.5 20.0 9.5 20.0 9.5 20.0 9.5 20.0
Total Split (s) 9.5 20.0 9.5 20.0 10.0 21.0 9.5 20.5
Total Split (%) 15.8% 33.3% 15.8% 33.3% 16.7% 35.0% 15.8% 34.2% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 0.5 1.0 0.5 1.0 0.5 1.0 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.0 4.5 4.0 4.5 4.0 4.5 4.0
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None C-Max None C-Max
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 59.5 (99%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 60
Control Type: Actuated-Coordinated
Splits and Phases: 1: Jackson St. & Dr. Carreon Bl.

5.1-1

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1166 of 1319 HCM 6th Signalized Intersection Summary EAP AM Peak Hour 1: Jackson St. & Dr. Carreon Bl.

Tentative Tract 38072 Traffic Analysis Synchro 11 Report F:\UXRjobs\_14100-14500\14156\Synchro\02 - With Project.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 79 170 56 29 254 65 116 585 29 46 371 109 Future Volume (veh/h) 79 170 56 29 254 65 116 585 29 46 371 109 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 91 195 64 33 292 75 133 672 33 53 426 125 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 222222222222
Cap, veh/h 290 486 155 313 431 109 163 1549 76 87 1104 321 Arrive On Green 0.07 0.18 0.18 0.04 0.15 0.15 0.09 0.45 0.45 0.05 0.41 0.41 Sat Flow, veh/h 1781 2651 844 1781 2810 710 1781 3448 169 1781 2716 789 Grp Volume(v), veh/h 91 129 130 33 183 184 133 346 359 53 277 274 Grp Sat Flow(s),veh/h/ln 1781 1777 1718 1781 1777 1743 1781 1777 1840 1781 1777 1728 Q Serve(g_s), s 2.5 3.8 4.0 0.9 5.8 6.0 4.4 8.0 8.0 1.8 6.6 6.7 Cycle Q Clear(g_c), s 2.5 3.8 4.0 0.9 5.8 6.0 4.4 8.0 8.0 1.8 6.6 6.7 Prop In Lane 1.00 0.49 1.00 0.41 1.00 0.09 1.00 0.46
Lane Grp Cap(c), veh/h 290 326 315 313 273 268 163 798 827 87 722 702 V/C Ratio(X) 0.31 0.40 0.41 0.11 0.67 0.69 0.81 0.43 0.43 0.61 0.38 0.39 Avail Cap(c_a), veh/h 323 474 458 399 474 465 163 798 827 148 722 702 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 0.90 0.90 0.90 1.00 1.00 1.00 Uniform Delay (d), s/veh 19.6 21.6 21.7 20.2 24.0 24.0 26.7 11.3 11.3 28.0 12.5 12.6 Incr Delay (d2), s/veh 0.6 0.8 0.9 0.1 2.8 3.1 24.0 1.5 1.5 6.7 1.5 1.6 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 1.0 1.5 1.5 0.4 2.4 2.4 2.7 2.8 2.8 0.8 2.4 2.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.2 22.4 22.5 20.3 26.8 27.2 50.7 12.8 12.8 34.7 14.1 14.2 LnGrp LOS CCCCCCDBBCBB
Approach Vol, veh/h 350 400 838 604
Approach Delay, s/veh 21.9 26.4 18.8 15.9
Approach LOS C C B B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.4 31.0 6.6 15.0 10.0 28.4 8.4 13.2 Change Period (Y+Rc), s 4.5 4.0 4.5 4.0 4.5 4.0 4.5 4.0 Max Green Setting (Gmax), s 5.0 17.0 5.0 16.0 5.5 16.5 5.0 16.0 Max Q Clear Time (g_c+I1), s 3.8 10.0 2.9 6.0 6.4 8.7 4.5 8.0 Green Ext Time (p_c), s 0.0 2.2 0.0 0.9 0.0 1.9 0.0 1.2 Intersection Summary
HCM 6th Ctrl Delay 19.9
HCM 6th LOS B

5.1-2

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1167 of 1319 Lanes, Volumes, Timings EAP AM Peak Hour
2: Jackson St. & Avenue 48
Tentative Tract 38072 Traffic Analysis Synchro 11 Report F:\UXRjobs\_14100-14500\14156\Synchro\02 - With Project.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 78 384 155 61 500 57 270 455 91 71 327 88 Future Volume (vph) 78 384 155 61 500 57 270 455 91 71 327 88 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 205 0 205 0 150 0 140 0
Storage Lanes 1 1 1 0 2 0 2 0
Taper Length (ft) 90 90 100 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 50 45 45
Link Distance (ft) 1172 1753 2602 2709
Travel Time (s) 16.0 23.9 39.4 41.0
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
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 Shared Lane Traffic (%)
Turn Type Prot NA Perm Prot NA Prot NA Prot NA
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases 2
Detector Phase 52216 38 74
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 9.5 22.5 9.5 22.5 Total Split (s) 22.0 39.0 39.0 19.0 36.0 27.0 48.0 14.0 35.0 Total Split (%) 18.3% 32.5% 32.5% 15.8% 30.0% 22.5% 40.0% 11.7% 29.2% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 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 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None C-Max C-Max None C-Max None Max None Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 54 (45%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 65
Control Type: Actuated-Coordinated
Splits and Phases: 2: Jackson St. & Avenue 48

5.1-3

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1168 of 1319 HCM 6th Signalized Intersection Summary EAP AM Peak Hour 2: Jackson St. & Avenue 48
Tentative Tract 38072 Traffic Analysis Synchro 11 Report F:\UXRjobs\_14100-14500\14156\Synchro\02 - With Project.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 78 384 155 61 500 57 270 455 91 71 327 88 Future Volume (veh/h) 78 384 155 61 500 57 270 455 91 71 327 88 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 84 413 167 66 538 61 290 489 98 76 352 95 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, % 222222222222
Cap, veh/h 107 1426 634 85 1812 203 361 1070 213 133 821 219 Arrive On Green 0.06 0.40 0.40 0.05 0.39 0.39 0.10 0.36 0.36 0.08 0.59 0.59 Sat Flow, veh/h 1781 3554 1579 1781 4657 521 3456 2950 588 3456 2772 738 Grp Volume(v), veh/h 84 413 167 66 391 208 290 293 294 76 224 223 Grp Sat Flow(s),veh/h/ln 1781 1777 1579 1781 1702 1774 1728 1777 1762 1728 1777 1733 Q Serve(g_s), s 5.6 9.4 8.5 4.4 9.5 9.7 9.8 15.1 15.3 2.5 8.2 8.5 Cycle Q Clear(g_c), s 5.6 9.4 8.5 4.4 9.5 9.7 9.8 15.1 15.3 2.5 8.2 8.5 Prop In Lane 1.00 1.00 1.00 0.29 1.00 0.33 1.00 0.43
Lane Grp Cap(c), veh/h 107 1426 634 85 1324 690 361 644 639 133 527 514 V/C Ratio(X) 0.78 0.29 0.26 0.77 0.30 0.30 0.80 0.46 0.46 0.57 0.43 0.43 Avail Cap(c_a), veh/h 260 1426 634 215 1324 690 648 644 639 274 527 514 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.90 0.90 0.90 Uniform Delay (d), s/veh 55.6 24.3 24.1 56.5 25.3 25.4 52.5 29.2 29.3 54.4 18.9 18.9 Incr Delay (d2), s/veh 11.8 0.5 1.0 13.8 0.6 1.1 4.2 2.3 2.4 3.5 2.3 2.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.8 3.9 3.2 2.2 3.8 4.1 4.4 6.6 6.7 1.1 3.1 3.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 67.4 24.8 25.1 70.3 25.9 26.5 56.7 31.5 31.6 57.9 21.1 21.3 LnGrp LOS E C C E C C E C C E C C
Approach Vol, veh/h 664 665 877 523
Approach Delay, s/veh 30.3 30.5 39.9 26.6
Approach LOS CCDC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.2 52.7 17.0 40.1 11.7 51.2 9.1 48.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 14.5 34.5 22.5 30.5 17.5 31.5 9.5 43.5 Max Q Clear Time (g_c+I1), s 6.4 11.4 11.8 10.5 7.6 11.7 4.5 17.3 Green Ext Time (p_c), s 0.1 2.9 0.7 2.3 0.1 3.2 0.1 3.3 Intersection Summary
HCM 6th Ctrl Delay 32.7
HCM 6th LOS C

5.1-4

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1169 of 1319 Lanes, Volumes, Timings EAP AM Peak Hour
3: Jackson St. & Odlum Dr./Avenue 49
Tentative Tract 38072 Traffic Analysis Synchro 11 Report F:\UXRjobs\_14100-14500\14156\Synchro\02 - With Project.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 73 1 24 11 1 66 7 534 4 23 418 18
Future Volume (vph) 73 1 24 11 1 66 7 534 4 23 418 18
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 50 150 150 100 150 100 205
Storage Lanes 0 1 0 0 1 0 1 1
Taper Length (ft) 60 60 60 60
Link Speed (mph) 30 30 50 50
Link Distance (ft) 590 422 569 2602
Travel Time (s) 13.4 9.6 7.8 35.5
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 Shared Lane Traffic (%)
Sign Control Stop Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

5.1-5

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1170 of 1319 HCM 6th TWSC EAP AM Peak Hour
3: Jackson St. & Odlum Dr./Avenue 49
Tentative Tract 38072 Traffic Analysis Synchro 11 Report F:\UXRjobs\_14100-14500\14156\Synchro\02 - With Project.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 5.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 73 1 24 11 1 66 7 534 4 23 418 18
Future Vol, veh/h 73 1 24 11 1 66 7 534 4 23 418 18
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - 50 - - - 100 - - 100 - 205
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90
Heavy Vehicles, % 2 22222222222
Mvmt Flow 81 1 27 12 1 73 8 593 4 26 464 20
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1164 1129 232 896 1147 595 484 0 0 597 0 0 Stage 1 516 516 - 611 611 -------
Stage 2 648 613 - 285 536 -------
Critical Hdwy 7.33 6.53 6.93 7.33 6.53 6.23 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.53 5.53 - 6.13 5.53 -------
Critical Hdwy Stg 2 6.13 5.53 - 6.53 5.53 -------
Follow-up Hdwy 3.519 4.019 3.319 3.519 4.019 3.319 2.219 - - 2.219 - - Pot Cap-1 Maneuver 160 203 771 248 198 503 1077 - - 978 - - Stage 1 511 533 - 480 483 -------
Stage 2 458 482 - 699 522 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 132 196 771 232 191 503 1077 - - 978 - - Mov Cap-2 Maneuver 132 196 - 232 191 -------
Stage 1 507 519 - 477 480 -------
Stage 2 387 479 - 655 508 -------
Approach EB WB NB SB
HCM Control Delay, s 54 15.7 0.1 0.4

HCM LOS F C
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1077 - - 133 771 424 978 - -
HCM Lane V/C Ratio 0.007 - - 0.618 0.035 0.204 0.026 - - HCM Control Delay (s) 8.4 - - 68.3 9.8 15.7 8.8 - -
HCM Lane LOS A - - F A C A - -
HCM 95th %tile Q(veh) 0 - - 3.2 0.1 0.8 0.1 - -

5.1-6

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1171 of 1319 Lanes, Volumes, Timings EAP AM Peak Hour
3: Jackson St. & Odlum Dr./Avenue 49 WITH IMPROVEMENTS
Tentative Tract 38072 Traffic Analysis Synchro 11 Report F:\UXRjobs\_14100-14500\14156\Synchro\102 - WP With Improvements.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 73 1 24 11 1 66 7 534 4 23 418 18
Future Volume (vph) 73 1 24 11 1 66 7 534 4 23 418 18
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 50 150 150 100 150 100 205
Storage Lanes 0 1 0 0 1 0 1 1
Taper Length (ft) 60 60 60 60
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 30 30 50 50
Link Distance (ft) 590 422 569 2602
Travel Time (s) 13.4 9.6 7.8 35.5
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 Shared Lane Traffic (%)
Turn Type Perm NA Perm Perm NA Prot NA Prot NA Perm
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 4 8 6
Detector Phase 44488 52 166
Switch Phase
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) 22.5 22.5 22.5 22.5 22.5 9.5 22.5 9.5 22.5 22.5 Total Split (s) 22.6 22.6 22.6 22.6 22.6 9.6 27.8 9.6 27.8 27.8 Total Split (%) 37.7% 37.7% 37.7% 37.7% 37.7% 16.0% 46.3% 16.0% 46.3% 46.3% 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) 1.0 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
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes
Recall Mode None None None None None None C-Max None C-Max C-Max Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 60
Control Type: Actuated-Coordinated
Splits and Phases: 3: Jackson St. & Odlum Dr./Avenue 49

5.1-7

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1172 of 1319 HCM 6th Signalized Intersection Summary EAP AM Peak Hour 3: Jackson St. & Odlum Dr./Avenue 49 WITH IMPROVEMENTS
Tentative Tract 38072 Traffic Analysis Synchro 11 Report F:\UXRjobs\_14100-14500\14156\Synchro\102 - WP With Improvements.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 73 1 24 11 1 66 7 534 4 23 418 18 Future Volume (veh/h) 73 1 24 11 1 66 7 534 4 23 418 18 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 81 1 27 12 1 73 8 593 4 26 464 20
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, % 222222222222
Cap, veh/h 270 2 149 79 10 116 19 1209 8 52 2382 1063
Arrive On Green 0.09 0.09 0.09 0.09 0.09 0.09 0.01 0.44 0.44 0.06 1.00 1.00 Sat Flow, veh/h 1598 20 1585 116 102 1229 1781 1856 13 1781 3554 1585 Grp Volume(v), veh/h 82 0 27 86 0 0 8 0 597 26 464 20
Grp Sat Flow(s),veh/h/ln 1618 0 1585 1448 0 0 1781 0 1868 1781 1777 1585 Q Serve(g_s), s 0.0 0.0 0.9 1.0 0.0 0.0 0.3 0.0 13.7 0.8 0.0 0.0 Cycle Q Clear(g_c), s 2.6 0.0 0.9 3.6 0.0 0.0 0.3 0.0 13.7 0.8 0.0 0.0 Prop In Lane 0.99 1.00 0.14 0.85 1.00 0.01 1.00 1.00
Lane Grp Cap(c), veh/h 272 0 149 205 0 0 19 0 1217 52 2382 1063 V/C Ratio(X) 0.30 0.00 0.18 0.42 0.00 0.00 0.43 0.00 0.49 0.50 0.19 0.02 Avail Cap(c_a), veh/h 548 0 478 528 0 0 151 0 1217 151 2382 1063 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 0.67 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.93 0.93 0.93 Uniform Delay (d), s/veh 25.8 0.0 25.0 26.1 0.0 0.0 29.6 0.0 9.8 27.8 0.0 0.0 Incr Delay (d2), s/veh 0.6 0.0 0.6 1.4 0.0 0.0 15.1 0.0 1.4 6.7 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 0.0 0.4 1.2 0.0 0.0 0.2 0.0 4.6 0.4 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.4 0.0 25.6 27.5 0.0 0.0 44.7 0.0 11.2 34.5 0.2 0.0 LnGrp LOS C A C C A A D A B C A A
Approach Vol, veh/h 109 86 605 510
Approach Delay, s/veh 26.2 27.5 11.6 1.9
Approach LOS C C B A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 6.3 43.6 10.2 5.1 44.7 10.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.1 23.3 18.1 5.1 23.3 18.1 Max Q Clear Time (g_c+I1), s 2.8 15.7 4.6 2.3 2.0 5.6
Green Ext Time (p_c), s 0.0 2.1 0.4 0.0 2.7 0.3
Intersection Summary
HCM 6th Ctrl Delay 10.1
HCM 6th LOS B

5.1-8

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1173 of 1319 Lanes, Volumes, Timings EAP AM Peak Hour
4: Jackson St. & Avenue 50
Tentative Tract 38072 Traffic Analysis Synchro 11 Report F:\UXRjobs\_14100-14500\14156\Synchro\02 - With Project.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 54 350 82 84 182 95 149 330 27 60 298 105 Future Volume (vph) 54 350 82 84 182 95 149 330 27 60 298 105 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 250 250 70 0 200 0 145 0
Storage Lanes 1 1 1 0 1 0 1 0
Taper Length (ft) 90 60 90 90
Link Speed (mph) 50 50 50 50
Link Distance (ft) 2729 1208 1075 2241
Travel Time (s) 37.2 16.5 14.7 30.6
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Shared Lane Traffic (%)
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized

5.1-9

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1174 of 1319 HCM 6th AWSC EAP AM Peak Hour
4: Jackson St. & Avenue 50
Tentative Tract 38072 Traffic Analysis Synchro 11 Report F:\UXRjobs\_14100-14500\14156\Synchro\02 - With Project.syn Urban Crossroads, Inc.

Intersection
Intersection Delay, s/veh 73.8
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 54 350 82 84 182 95 149 330 27 60 298 105 Future Vol, veh/h 54 350 82 84 182 95 149 330 27 60 298 105 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles, % 222222222222
Mvmt Flow 59 385 90 92 200 104 164 363 30 66 327 115
Number of Lanes 111110110120
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2332
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3232
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2323
HCM Control Delay 100.1 55.2 100.3 31.8

HCM LOS F F F D

Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 100% 0% 0% 100% 0% 100% 0% 0%
Vol Thru, % 0% 92% 0% 100% 0% 0% 66% 0% 100% 49%
Vol Right, % 0% 8% 0% 0% 100% 0% 34% 0% 0% 51%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 149 357 54 350 82 84 277 60 199 204 LT Vol 149 0 54 0 0 84 0 60 0 0
Through Vol 0 330 0 350 0 0 182 0 199 99
RT Vol 0 27 0 0 82 0 95 0 0 105
Lane Flow Rate 164 392 59 385 90 92 304 66 218 225
Geometry Grp 8888888888
Degree of Util (X) 0.506 1.152 0.186 1.152 0.252 0.295 0.912 0.208 0.659 0.656 Departure Headway (Hd) 11.722 11.144 11.895 11.37 10.635 12.284 11.508 12.212 11.684 11.305 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 309 330 304 323 340 294 317 296 312 321
Service Time 9.422 8.844 9.595 9.07 8.335 9.984 9.208 9.912 9.384 9.005 HCM Lane V/C Ratio 0.531 1.188 0.194 1.192 0.265 0.313 0.959 0.223 0.699 0.701 HCM Control Delay 25.8 131.4 17.3 132.3 16.9 20 65.9 18.1 34.4 33.2 HCM Lane LOS D F C F C C F C D D
HCM 95th-tile Q 2.7 15.3 0.7 15.1 1 1.2 8.8 0.8 4.4 4.3

5.1-10

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1175 of 1319 Lanes, Volumes, Timings EAP AM Peak Hour
4: Jackson St. & Avenue 50 WITH IMPROVEMENTS
Tentative Tract 38072 Traffic Analysis Synchro 11 Report F:\UXRjobs\_14100-14500\14156\Synchro\102 - WP With Improvements.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 54 350 82 84 182 95 149 330 27 60 298 105 Future Volume (vph) 54 350 82 84 182 95 149 330 27 60 298 105 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 250 250 70 0 200 0 145 0
Storage Lanes 1 1 1 0 1 0 1 0
Taper Length (ft) 90 60 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 50 50 50
Link Distance (ft) 2729 1208 1075 2241
Travel Time (s) 37.2 16.5 14.7 30.6
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Shared Lane Traffic (%)
Turn Type Prot NA Perm Prot NA Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4
Detector Phase 74438 52 16
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 9.5 22.5 9.5 22.5 Total Split (s) 14.1 42.0 42.0 17.4 45.3 24.1 45.6 15.0 36.5 Total Split (%) 11.8% 35.0% 35.0% 14.5% 37.8% 20.1% 38.0% 12.5% 30.4% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 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 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None None C-Max None C-Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 15 (13%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 70
Control Type: Actuated-Coordinated
Splits and Phases: 4: Jackson St. & Avenue 50

5.1-11

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1176 of 1319 HCM 6th Signalized Intersection Summary EAP AM Peak Hour 4: Jackson St. & Avenue 50 WITH IMPROVEMENTS
Tentative Tract 38072 Traffic Analysis Synchro 11 Report F:\UXRjobs\_14100-14500\14156\Synchro\102 - WP With Improvements.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 54 350 82 84 182 95 149 330 27 60 298 105 Future Volume (veh/h) 54 350 82 84 182 95 149 330 27 60 298 105 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 59 385 90 92 200 104 164 363 30 66 327 115 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 222222222222
Cap, veh/h 76 432 364 116 292 152 193 863 71 84 1154 399 Arrive On Green 0.04 0.23 0.23 0.06 0.25 0.25 0.11 0.51 0.51 0.09 0.89 0.89 Sat Flow, veh/h 1781 1870 1575 1781 1155 600 1781 1703 141 1781 2589 894 Grp Volume(v), veh/h 59 385 90 92 0 304 164 0 393 66 223 219 Grp Sat Flow(s),veh/h/ln 1781 1870 1575 1781 0 1755 1781 0 1844 1781 1777 1706 Q Serve(g_s), s 3.9 23.9 5.6 6.1 0.0 18.8 10.8 0.0 16.0 4.3 2.2 2.3 Cycle Q Clear(g_c), s 3.9 23.9 5.6 6.1 0.0 18.8 10.8 0.0 16.0 4.3 2.2 2.3 Prop In Lane 1.00 1.00 1.00 0.34 1.00 0.08 1.00 0.52
Lane Grp Cap(c), veh/h 76 432 364 116 0 444 193 0 935 84 792 760 V/C Ratio(X) 0.78 0.89 0.25 0.79 0.00 0.68 0.85 0.00 0.42 0.78 0.28 0.29 Avail Cap(c_a), veh/h 143 584 492 191 0 597 291 0 935 156 792 760 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.9 44.7 37.6 55.3 0.0 40.5 52.5 0.0 18.5 53.7 3.7 3.7 Incr Delay (d2), s/veh 15.3 12.6 0.4 11.6 0.0 2.0 13.8 0.0 1.4 14.5 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.0 12.1 2.1 3.0 0.0 8.0 5.4 0.0 6.7 2.2 0.9 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 72.2 57.3 38.0 66.9 0.0 42.5 66.4 0.0 19.9 68.3 4.6 4.7 LnGrp LOS E E D E A D EABEAA
Approach Vol, veh/h 534 396 557 508
Approach Delay, s/veh 55.7 48.1 33.6 12.9
Approach LOS E D C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.2 65.3 12.3 32.2 17.5 58.0 9.6 34.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 10.5 41.1 12.9 37.5 19.6 32.0 9.6 40.8 Max Q Clear Time (g_c+I1), s 6.3 18.0 8.1 25.9 12.8 4.3 5.9 20.8 Green Ext Time (p_c), s 0.0 2.1 0.1 1.8 0.2 2.4 0.0 1.5 Intersection Summary
HCM 6th Ctrl Delay 37.1
HCM 6th LOS D

5.1-12

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1177 of 1319 Lanes, Volumes, Timings EAP AM Peak Hour
5: Jackson St. & Plume Feather Dr.

Tentative Tract 38072 Traffic Analysis Synchro 11 Report F:\UXRjobs\_14100-14500\14156\Synchro\02 - With Project.syn Urban Crossroads, Inc.

Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 14 33 512 5 12 441
Future Volume (vph) 14 33 512 5 12 441
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 150 150 150 50
Storage Lanes 0 0 0 1
Taper Length (ft) 60 60
Link Speed (mph) 30 50 50
Link Distance (ft) 327 2241 569
Travel Time (s) 7.4 30.6 7.8
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

5.1-13

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1178 of 1319 HCM 6th TWSC EAP AM Peak Hour
5: Jackson St. & Plume Feather Dr.

Tentative Tract 38072 Traffic Analysis Synchro 11 Report F:\UXRjobs\_14100-14500\14156\Synchro\02 - With Project.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 0.7
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 14 33 512 5 12 441
Future Vol, veh/h 14 33 512 5 12 441
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - - - - 50 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 15 36 557 5 13 479
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 826 560 0 0 562 0
Stage 1 560 -----
Stage 2 266 -----
Critical Hdwy 6.63 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 -----
Critical Hdwy Stg 2 5.83 -----
Follow-up Hdwy 3.519 3.319 - - 2.219 -
Pot Cap-1 Maneuver 326 527 - - 1007 -
Stage 1 571 -----
Stage 2 755 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 322 527 - - 1007 -
Mov Cap-2 Maneuver 437 -----
Stage 1 571 -----
Stage 2 745 -----
Approach WB NB SB
HCM Control Delay, s 13.1 0 0.2

HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 497 1007 -
HCM Lane V/C Ratio - - 0.103 0.013 -
HCM Control Delay (s) - - 13.1 8.6 -
HCM Lane LOS - - B A -
HCM 95th %tile Q(veh) - - 0.3 0 -

5.1-14

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1179 of 1319 Lanes, Volumes, Timings EAP AM Peak Hour
6: Heron Pl. & Avenue 49
Tentative Tract 38072 Traffic Analysis Synchro 11 Report F:\UXRjobs\_14100-14500\14156\Synchro\02 - With Project.syn Urban Crossroads, Inc.

Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 17 10 1 48 29 1
Future Volume (vph) 17 10 1 48 29 1
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 150 150 150 150
Storage Lanes 0 0 0 0
Taper Length (ft) 60 60
Link Speed (mph) 30 30 30
Link Distance (ft) 422 456 299
Travel Time (s) 9.6 10.4 6.8
Confl. Peds. (#/hr) 5 5 5 5
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Shared Lane Traffic (%)
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized

5.1-15

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1180 of 1319 HCM 6th TWSC EAP AM Peak Hour
6: Heron Pl. & Avenue 49
Tentative Tract 38072 Traffic Analysis Synchro 11 Report F:\UXRjobs\_14100-14500\14156\Synchro\02 - With Project.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 2.6
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 17 10 1 48 29 1
Future Vol, veh/h 17 10 1 48 29 1
Conflicting Peds, #/hr 0 55055
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 18 11 1 52 32 1
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 34 0 88 34
Stage 1 - - - - 29 -
Stage 2 - - - - 59 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1578 - 913 1039
Stage 1 - - - - 994 -
Stage 2 - - - - 964 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1570 - 903 1029
Mov Cap-2 Maneuver - - - - 903 -
Stage 1 - - - - 989 -
Stage 2 - - - - 958 -
Approach EB WB NB
HCM Control Delay, s 0 0.1 9.1

HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 907 - - 1570 -
HCM Lane V/C Ratio 0.036 - - 0.001 -
HCM Control Delay (s) 9.1 - - 7.3 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.1 - - 0 -

5.1-16

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1181 of 1319 Lanes, Volumes, Timings EAP AM Peak Hour
7: Avenue 49 & Camino Rosarito
Tentative Tract 38072 Traffic Analysis Synchro 11 Report F:\UXRjobs\_14100-14500\14156\Synchro\02 - With Project.syn Urban Crossroads, Inc.

Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 10 7 19 1 1 29
Future Volume (vph) 10 7 19 1 1 29
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 150 0 150 150
Storage Lanes 0 0 0 0
Taper Length (ft) 60 60
Link Speed (mph) 30 30 30
Link Distance (ft) 456 435 454
Travel Time (s) 10.4 9.9 10.3
Confl. Peds. (#/hr) 5 5 5 5
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Shared Lane Traffic (%)
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized

5.1-17

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1182 of 1319 HCM 6th TWSC EAP AM Peak Hour
7: Avenue 49 & Camino Rosarito
Tentative Tract 38072 Traffic Analysis Synchro 11 Report F:\UXRjobs\_14100-14500\14156\Synchro\02 - With Project.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 4.9
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 10 7 19 1 1 29
Future Vol, veh/h 10 7 19 1 1 29
Conflicting Peds, #/hr 5 00555
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - -----
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 11 8 21 1 1 32
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 27 0 - 0 62 32
Stage 1 - - - - 27 -
Stage 2 - - - - 35 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1587 - - - 944 1042
Stage 1 - - - - 996 -
Stage 2 - - - - 987 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1579 - - - 928 1032
Mov Cap-2 Maneuver - - - - 928 -
Stage 1 - - - - 984 -
Stage 2 - - - - 982 -
Approach EB WB SB
HCM Control Delay, s 4.3 0 8.6

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1579 - - - 1028
HCM Lane V/C Ratio 0.007 - - - 0.032
HCM Control Delay (s) 7.3 0 - - 8.6
HCM Lane LOS A A - - A
HCM 95th %tile Q(veh) 0 - - - 0.1

5.1-18

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1183 of 1319 Lanes, Volumes, Timings EAP AM Peak Hour
8: Song Sparrow Pl. & Avenue 49
Tentative Tract 38072 Traffic Analysis Synchro 11 Report F:\UXRjobs\_14100-14500\14156\Synchro\02 - With Project.syn Urban Crossroads, Inc.

Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 1 7 1 1 19 1
Future Volume (vph) 1 7 1 1 19 1
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 150 150 150
Storage Lanes 0 0 0 0
Taper Length (ft) 60 60
Link Speed (mph) 30 30 30
Link Distance (ft) 435 924 299
Travel Time (s) 9.9 21.0 6.8
Confl. Peds. (#/hr) 5 5 5 5
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Shared Lane Traffic (%)
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized

5.1-19

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1184 of 1319 HCM 6th TWSC EAP AM Peak Hour
8: Song Sparrow Pl. & Avenue 49
Tentative Tract 38072 Traffic Analysis Synchro 11 Report F:\UXRjobs\_14100-14500\14156\Synchro\02 - With Project.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 6
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1 7 1 1 19 1
Future Vol, veh/h 1 7 1 1 19 1
Conflicting Peds, #/hr 0 55055
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 1 8 1 1 21 1
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 14 0 18 15
Stage 1 - - - - 10 -
Stage 2 - - - - 8 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1604 - 1000 1065
Stage 1 - - - - 1013 -
Stage 2 - - - - 1015 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1596 - 989 1055
Mov Cap-2 Maneuver - - - - 989 -
Stage 1 - - - - 1008 -
Stage 2 - - - - 1009 -
Approach EB WB NB
HCM Control Delay, s 0 3.6 8.7

HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 992 - - 1596 -
HCM Lane V/C Ratio 0.022 - - 0.001 -
HCM Control Delay (s) 8.7 - - 7.3 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.1 - - 0 -

5.1-20

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1185 of 1319 Lanes, Volumes, Timings EAP PM Peak Hour
1: Jackson St. & Dr. Carreon Bl.

Tentative Tract 38072 Traffic Analysis Synchro 11 Report F:\UXRjobs\_14100-14500\14156\Synchro\02 - With Project.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 147 291 160 30 226 66 82 553 32 63 710 92 Future Volume (vph) 147 291 160 30 226 66 82 553 32 63 710 92 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 145 150 145 150 135 150 145 150
Storage Lanes 1 0 1 0 1 0 1 0
Taper Length (ft) 90 90 90 115
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 40 40 45 45
Link Distance (ft) 1076 928 2709 800
Travel Time (s) 18.3 15.8 41.0 12.1
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Shared Lane Traffic (%)
Turn Type pm+pt NA pm+pt NA Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 8
Detector Phase 7 4 3 8 5 2 1 6
Switch Phase
Minimum Initial (s) 5.0 4.0 5.0 4.0 5.0 4.0 5.0 4.0
Minimum Split (s) 9.5 20.0 9.5 20.0 9.5 20.0 9.5 20.0
Total Split (s) 9.5 20.0 9.5 20.0 10.0 21.0 9.5 20.5
Total Split (%) 15.8% 33.3% 15.8% 33.3% 16.7% 35.0% 15.8% 34.2% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 0.5 1.0 0.5 1.0 0.5 1.0 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.0 4.5 4.0 4.5 4.0 4.5 4.0
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None C-Max None C-Max
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 59.5 (99%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 60
Control Type: Actuated-Coordinated
Splits and Phases: 1: Jackson St. & Dr. Carreon Bl.

5.1-21

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1186 of 1319 HCM 6th Signalized Intersection Summary EAP PM Peak Hour 1: Jackson St. & Dr. Carreon Bl.

Tentative Tract 38072 Traffic Analysis Synchro 11 Report F:\UXRjobs\_14100-14500\14156\Synchro\02 - With Project.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 147 291 160 30 226 66 82 553 32 63 710 92 Future Volume (veh/h) 147 291 160 30 226 66 82 553 32 63 710 92 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 167 331 182 34 257 75 93 628 36 72 807 105 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 222222222222
Cap, veh/h 333 445 240 234 415 119 119 1445 83 104 1310 170 Arrive On Green 0.08 0.20 0.20 0.04 0.15 0.15 0.07 0.42 0.42 0.06 0.41 0.41 Sat Flow, veh/h 1781 2230 1201 1781 2728 779 1781 3416 196 1781 3162 411 Grp Volume(v), veh/h 167 262 251 34 165 167 93 326 338 72 453 459 Grp Sat Flow(s),veh/h/ln 1781 1777 1654 1781 1777 1730 1781 1777 1835 1781 1777 1796 Q Serve(g_s), s 4.7 8.3 8.6 0.9 5.2 5.4 3.1 7.8 7.8 2.4 12.0 12.0 Cycle Q Clear(g_c), s 4.7 8.3 8.6 0.9 5.2 5.4 3.1 7.8 7.8 2.4 12.0 12.0 Prop In Lane 1.00 0.73 1.00 0.45 1.00 0.11 1.00 0.23
Lane Grp Cap(c), veh/h 333 354 330 234 270 263 119 751 776 104 736 744 V/C Ratio(X) 0.50 0.74 0.76 0.15 0.61 0.63 0.78 0.43 0.44 0.69 0.62 0.62 Avail Cap(c_a), veh/h 333 474 441 319 474 461 163 751 776 148 736 744 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 0.85 0.85 0.85 1.00 1.00 1.00 Uniform Delay (d), s/veh 19.4 22.6 22.7 20.4 23.8 23.9 27.6 12.2 12.2 27.7 13.8 13.8 Incr Delay (d2), s/veh 1.2 4.2 5.3 0.3 2.2 2.5 13.2 1.6 1.5 8.0 3.8 3.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 3.5 3.4 0.4 2.1 2.2 1.6 2.8 2.8 1.1 4.6 4.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.6 26.7 28.0 20.7 26.0 26.4 40.7 13.8 13.8 35.8 17.7 17.6 LnGrp LOS CCCCCCDBBDBB
Approach Vol, veh/h 680 366 757 984
Approach Delay, s/veh 25.7 25.7 17.1 19.0
Approach LOS C C B B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 8.0 29.4 6.7 16.0 8.5 28.9 9.5 13.1 Change Period (Y+Rc), s 4.5 4.0 4.5 4.0 4.5 4.0 4.5 4.0 Max Green Setting (Gmax), s 5.0 17.0 5.0 16.0 5.5 16.5 5.0 16.0 Max Q Clear Time (g_c+I1), s 4.4 9.8 2.9 10.6 5.1 14.0 6.7 7.4 Green Ext Time (p_c), s 0.0 2.1 0.0 1.4 0.0 1.3 0.0 1.1 Intersection Summary
HCM 6th Ctrl Delay 21.0
HCM 6th LOS C

5.1-22

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1187 of 1319 Lanes, Volumes, Timings EAP PM Peak Hour
2: Jackson St. & Avenue 48
Tentative Tract 38072 Traffic Analysis Synchro 11 Report F:\UXRjobs\_14100-14500\14156\Synchro\02 - With Project.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 133 658 300 86 551 95 280 414 84 185 507 89 Future Volume (vph) 133 658 300 86 551 95 280 414 84 185 507 89 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 205 0 205 0 150 0 140 0
Storage Lanes 1 1 1 0 2 0 2 0
Taper Length (ft) 90 90 100 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 50 45 45
Link Distance (ft) 1172 1753 2602 2709
Travel Time (s) 16.0 23.9 39.4 41.0
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Shared Lane Traffic (%)
Turn Type Prot NA Perm Prot NA Prot NA Prot NA
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases 2
Detector Phase 52216 38 74
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 9.5 22.5 9.5 22.5 Total Split (s) 24.0 43.0 43.0 18.0 37.0 23.0 41.0 18.0 36.0 Total Split (%) 20.0% 35.8% 35.8% 15.0% 30.8% 19.2% 34.2% 15.0% 30.0% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 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 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None C-Max C-Max None C-Max None Max None Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 70
Control Type: Actuated-Coordinated
Splits and Phases: 2: Jackson St. & Avenue 48

5.1-23

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1188 of 1319 HCM 6th Signalized Intersection Summary EAP PM Peak Hour 2: Jackson St. & Avenue 48
Tentative Tract 38072 Traffic Analysis Synchro 11 Report F:\UXRjobs\_14100-14500\14156\Synchro\02 - With Project.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 133 658 300 86 551 95 280 414 84 185 507 89 Future Volume (veh/h) 133 658 300 86 551 95 280 414 84 185 507 89 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 141 700 319 91 586 101 298 440 89 197 539 95 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 222222222222
Cap, veh/h 170 1450 644 115 1656 281 365 896 180 254 822 144 Arrive On Green 0.10 0.41 0.41 0.06 0.38 0.38 0.11 0.30 0.30 0.15 0.54 0.54 Sat Flow, veh/h 1781 3554 1579 1781 4392 745 3456 2946 591 3456 3018 530 Grp Volume(v), veh/h 141 700 319 91 452 235 298 264 265 197 316 318 Grp Sat Flow(s),veh/h/ln 1781 1777 1579 1781 1702 1733 1728 1777 1760 1728 1777 1771 Q Serve(g_s), s 9.3 17.4 18.0 6.0 11.4 11.7 10.1 14.6 14.8 6.6 15.1 15.3 Cycle Q Clear(g_c), s 9.3 17.4 18.0 6.0 11.4 11.7 10.1 14.6 14.8 6.6 15.1 15.3 Prop In Lane 1.00 1.00 1.00 0.43 1.00 0.34 1.00 0.30
Lane Grp Cap(c), veh/h 170 1450 644 115 1284 653 365 540 535 254 484 482 V/C Ratio(X) 0.83 0.48 0.50 0.79 0.35 0.36 0.82 0.49 0.49 0.78 0.65 0.66 Avail Cap(c_a), veh/h 289 1450 644 200 1284 653 533 540 535 389 484 482 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.73 0.73 0.73 Uniform Delay (d), s/veh 53.3 26.2 26.4 55.3 26.8 26.9 52.5 34.1 34.2 50.2 23.3 23.4 Incr Delay (d2), s/veh 10.0 1.2 2.7 11.6 0.8 1.5 6.3 3.1 3.2 3.9 5.0 5.1 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 4.5 7.2 6.9 3.0 4.6 4.9 4.6 6.6 6.6 2.7 5.3 5.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 63.4 27.3 29.1 66.9 27.6 28.5 58.9 37.3 37.4 54.1 28.3 28.5 LnGrp LOS E C C E C C E DDDCC
Approach Vol, veh/h 1160 778 827 831
Approach Delay, s/veh 32.2 32.5 45.1 34.5
Approach LOS CCDC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.2 53.4 17.2 37.2 15.9 49.8 13.3 41.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 13.5 38.5 18.5 31.5 19.5 32.5 13.5 36.5 Max Q Clear Time (g_c+I1), s 8.0 20.0 12.1 17.3 11.3 13.7 8.6 16.8 Green Ext Time (p_c), s 0.1 5.1 0.5 3.0 0.2 3.7 0.3 2.8 Intersection Summary
HCM 6th Ctrl Delay 35.8
HCM 6th LOS D

5.1-24

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1189 of 1319 Lanes, Volumes, Timings EAP PM Peak Hour
3: Jackson St. & Odlum Dr./Avenue 49
Tentative Tract 38072 Traffic Analysis Synchro 11 Report F:\UXRjobs\_14100-14500\14156\Synchro\02 - With Project.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 60 1 25 7 1 45 21 565 11 74 676 74 Future Volume (vph) 60 1 25 7 1 45 21 565 11 74 676 74
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 50 150 150 100 150 100 205
Storage Lanes 0 1 0 0 1 0 1 1
Taper Length (ft) 60 60 60 60
Link Speed (mph) 30 30 50 50
Link Distance (ft) 590 422 569 2602
Travel Time (s) 13.4 9.6 7.8 35.5
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 Shared Lane Traffic (%)
Sign Control Stop Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

5.1-25

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1190 of 1319 HCM 6th TWSC EAP PM Peak Hour
3: Jackson St. & Odlum Dr./Avenue 49
Tentative Tract 38072 Traffic Analysis Synchro 11 Report F:\UXRjobs\_14100-14500\14156\Synchro\02 - With Project.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 9.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 60 1 25 7 1 45 21 565 11 74 676 74
Future Vol, veh/h 60 1 25 7 1 45 21 565 11 74 676 74
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - 50 - - - 100 - - 100 - 205
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93
Heavy Vehicles, % 2 22222222222
Mvmt Flow 65 1 27 8 1 48 23 608 12 80 727 80
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1572 1553 364 1184 1627 614 807 0 0 620 0 0 Stage 1 887 887 - 660 660 -------
Stage 2 685 666 - 524 967 -------
Critical Hdwy 7.33 6.53 6.93 7.33 6.53 6.23 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.53 5.53 - 6.13 5.53 -------
Critical Hdwy Stg 2 6.13 5.53 - 6.53 5.53 -------
Follow-up Hdwy 3.519 4.019 3.319 3.519 4.019 3.319 2.219 - - 2.219 - - Pot Cap-1 Maneuver 82 113 634 155 102 491 816 - - 958 - - Stage 1 306 361 - 451 459 -------
Stage 2 437 456 - 505 332 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 67 101 634 135 91 491 816 - - 958 - - Mov Cap-2 Maneuver 67 101 - 135 91 -------
Stage 1 297 331 - 438 446 -------
Stage 2 382 443 - 442 304 -------
Approach EB WB NB SB
HCM Control Delay, s 150.6 17.6 0.3 0.8

HCM LOS F C
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 816 - - 67 634 343 958 - -
HCM Lane V/C Ratio 0.028 - - 0.979 0.042 0.166 0.083 - - HCM Control Delay (s) 9.5 - - 207.9 10.9 17.6 9.1 - -
HCM Lane LOS A - - F B C A - -
HCM 95th %tile Q(veh) 0.1 - - 4.9 0.1 0.6 0.3 - -

5.1-26

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1191 of 1319 Lanes, Volumes, Timings EAP PM Peak Hour
3: Jackson St. & Odlum Dr./Avenue 49 WITH IMPROVEMENTS
Tentative Tract 38072 Traffic Analysis Synchro 11 Report F:\UXRjobs\_14100-14500\14156\Synchro\102 - WP With Improvements.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 60 1 25 7 1 45 21 565 11 74 676 74 Future Volume (vph) 60 1 25 7 1 45 21 565 11 74 676 74
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 50 150 150 100 150 100 205
Storage Lanes 0 1 0 0 1 0 1 1
Taper Length (ft) 60 60 60 60
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 30 30 50 50
Link Distance (ft) 590 422 569 2602
Travel Time (s) 13.4 9.6 7.8 35.5
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 Shared Lane Traffic (%)
Turn Type Perm NA Perm Perm NA Prot NA Prot NA Perm
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 4 8 6
Detector Phase 44488 52 166
Switch Phase
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) 22.5 22.5 22.5 22.5 22.5 9.5 22.5 9.5 22.5 22.5 Total Split (s) 22.6 22.6 22.6 22.6 22.6 9.6 27.8 9.6 27.8 27.8 Total Split (%) 37.7% 37.7% 37.7% 37.7% 37.7% 16.0% 46.3% 16.0% 46.3% 46.3% 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) 1.0 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
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes
Recall Mode None None None None None None C-Max None C-Max C-Max Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 60
Control Type: Actuated-Coordinated
Splits and Phases: 3: Jackson St. & Odlum Dr./Avenue 49

5.1-27

Resolution No. 10276, adopting a Mitigated Negative Declaration and Miti... Page 1192 of 1319 HCM 6th Signalized Intersection Summary EAP PM Peak Hour 3: Jackson St. & Odlum Dr./Avenue 49 WITH IMPROVEMENTS
Tentative Tract 38072 Traffic Analysis Synchro 11 Report F:\UXRjobs\_14100-14500\14156\Synchro\102 - WP With Improvements.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 60 1 25 7 1 45 21 565 11 74 676 74 Future Volume (veh/h) 60 1 25 7 1 45 21 565 11 74 676 74 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 65 1 27 8 1 48 23 608 12 80 727 80 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, % 222222222222
Cap, veh/h 240 2 121 77 8 90 47 1165 23 109 2388 1065
Arrive On Green 0.08 0.08 0.08 0.08 0.08 0.08 0.04 0.85 0.85 0.12 1.00 1.00 Sat Flow, veh/h 1574 24 1585 117 104 1180 1781 1828 36 1781 3554 1585 Grp Volume(v), veh/h 66 0 27 57 0 0 23 0 620 80 727 80
Grp Sat Flow(s),veh/h/ln 1599 0 1585 1401 0 0 1781 0 1864 1781 1777 1585 Q Serve(g_s), s 0.0 0.0 1.0 0.5 0.0 0.0 0.8 0.0 5.5 2.6 0.0 0.0 Cycle Q Clear(g_c), s 2.1 0.0 1.0 2.6 0.0 0.0 0.8 0.0 5.5 2.6 0.0 0.0 Prop In Lane 0.98 1.00 0.14 0.84 1.00 0.02 1.00 1.00
Lane Grp Cap(c), veh/h 241 0 121 176 0 0 47 0 1188 109 2388 1065 V/C Ratio(X) 0.27 0.00 0.22 0.32 0.00 0.00 0.49 0.00 0.52 0.73 0.30 0.08 Avail Cap(c_a), veh/h 548 0 478 526 0 0 151 0 1188 151 2388 1065 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.80 0.80 0.80 Uniform Delay (d), s/veh 26.6 0.0 26.0 26.6 0.0 0.0 28.5 0.0 2.1 25.8 0.0 0.0 Incr Delay (d2), s/veh 0.6 0.0 0.9 1.1 0.0 0.0 7.6 0.0 1.6 8.7 0.3 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 0.9 0.0 0.4 0.8 0.0 0.0 0.4 0.0 1.2 1.2 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 27.2 0.0 26.9 27.7 0.0 0.0 36.1 0.0 3.7 34.6 0.3 0.1 LnGrp LOS C A C C A A D A A C A A
Approach Vol, veh/h 93 57 643 887
Approach Delay, s/veh 27.1 27.7 4.9 3.3
Approach LOS C C A A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 8.2 42.7 9.1 6.1 44.8 9.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.1 23.3 18.1 5.1 23.3 18.1 Max Q Clear Time (g_c+I1), s 4.6 7.5 4.1 2.8 2.0 4.6
Green Ext Time (p_c), s 0.0 3.2 0.3 0.0 4.7 0.2
Intersection Summary
HCM 6th Ctrl Delay 6.1
HCM 6th LOS A

5.1-28