Coachella City Council
December 17, 2025

15830-02 LOS Scope.docx
Based on the traffic analysis results, the TA will indicate new improvement requirements and fair share contribution for the proposed Project.

STUDY AREA
Per the County’s traffic study guidelines, the study area has been developed by including locations where the Project is anticipated to contribute 50 or more peak hour trips within a 5- mile radius of the Project. Exhibit 2 presents the study area intersection analysis locations. The study area intersections will be evaluated using the HCM 7 methodology.

AMBIENT GROWTH ASSUMPTIONS
An ambient growth rate of 2.0 percent per year is proposed for the study area intersections which will be compounded for each year to the Project’s Opening Year of 2026 (in addition to cumulative development traffic overlays). The growth rate is consistent with the growth rate utilized by the County of Riverside.

TRIP GENERATION
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. Table 1 presents the trip generation rates and the resulting trip generation summary for the proposed Project. The trip generation rates used for this analysis are based upon information collected by the Institute of Transportation Engineers (ITE) as provided in their Trip Generation manual, 11th Edition, 2021. As shown in Table 1, the Project is anticipated to generate a total of 2,508 trip-ends per day with 190 AM peak hour trips and 248 PM peak hour trips.

TRIP DISTRIBUTION
Trip distribution is the process of identifying the probable destinations, directions, or traffic routes that will be utilized by Project traffic. The potential interaction between the planned land use and surrounding regional access routes are considered, to identify the route where the Project traffic would distribute. The trip distribution pattern is heavily influenced by the geographical location of the site, the location of surrounding uses, and the proximity to the regional freeway system. Exhibits 3 and 4 illustrate the outbound and inbound trip distribution patterns for the Project, respectively.

PROJECT TRAFFIC VOLUMES
The assignment of traffic from the Project area to the adjoining roadway system is based upon the Project trip generation, trip distribution, and the arterial street system improvements that would be in place by the time of initial occupancy of the Project. Based on the identified Project traffic generation and trip distribution patterns, Project Only Average Daily Traffic (ADT) volumes and AM and PM peak hour intersection turning movement volumes are shown on Exhibit 5.

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Item 2.

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Item 2.

In Out Total In Out Total
Single Family Detached 210 258 DU 0.18 0.52 0.70 0.59 0.35 0.94 9.43 Park with Dog Run3 -- 1.5 AC 3.25 3.25 6.50 2.25 2.25 4.50 50.00 In Out Total In Out Total
Single Family Detached 210 258 DU 46 134 180 152 90 242 2,433 Park with Dog Run -- 1.5 AC 5 5 10 3 3 6 75
51 139 190 155 93 248 2,508
F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Excel\[15830 - Scope.xlsx]15830 - TG 3 Since ITE does not have trip rates for a park with dog run, similar use based on SANDAG's City park is utilized to account for higher park activity related to the dog run use.

TOTAL
1 Trip Generation Source: Institute of Transportation Engineers (ITE), Trip Generation Manual, 11th Edition (2021). 2 DU = Dwelling Unit; AC = Acre
Land Use
ITE LU
Code Quantity2
AM Peak Hour PM Peak Hour
Daily
Trip Generation Results
Land Use
ITE LU
Code Quantity2
AM Peak Hour PM Peak Hour
Daily
TABLE 1: PROJECT TRIP GENERATION SUMMARY
Trip Generation Rates1

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Item 2.

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1026
Item 2.

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Item 2.

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Item 2.

Mr. Andrew Simmons, P.E., City of Coachella
August 14, 2024

15830-02 LOS Scope.docx

LEVEL OF SERVICE (LOS) CRITERIA AND THRESHOLDS OF SIGNIFICANCE The City of Coachella’s current General Plan applies LOS D as a performance threshold for roadway segments and intersections.

The following thresholds of significance will be applied to study area intersections to identify significant impacts through a comparison of Existing and EAP traffic conditions:
 If an intersection is projected to operate at an acceptable level of service (i.e., LOS D or better) under Existing traffic conditions and the addition of project traffic is expected to cause the intersection to operate at an unacceptable level of service (i.e., LOS E or F), the impact is considered significant;  If an intersection is projected to operate at LOS E or LOS F under Existing, with the addition of project traffic, the impact is considered significant.

EXISTING COUNT DATA
New traffic counts will be conducted during a typical weekday when local schools are in session and operating on a typical bell schedule. No adjustments are proposed to the traffic counts for the baseline traffic condition with the exception of volume balancing between closely spaced intersections. Traffic counts are scheduled and will be conducted on August 27th with school in full session and not during music festival weekends.

Intersection turning movement counts will be conducted at the study area intersection locations for weekday AM (7-9AM) and weekday PM (4-6PM).

CITY GENERAL PLAN CIRCULATION ELEMENT
The adopted City of Coachella General Plan Circulation Element is shown on Exhibit 6. Exhibit 7 shows the City of Coachella General Plan roadway cross-sections.

CUMULATIVE DEVELOPMENT
It is requested that City staff review the list of cumulative development projects (shown on Exhibit 8 and listed on Table 2) and any additional information for projects that should be included in this traffic study that may not be reflected Exhibit 8.

Information pertaining to project location, land use, and intensity are necessary for consideration and to estimate trip generation.

If you have any questions, please contact us directly at [email protected] for John or [email protected] for Marlie.

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Item 2.

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Item 2.

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Item 2.

SITE
15 14
1 2
3 4
5 6
7 9
8 10
11 12
13 16 MONROE ST
50TH AVE

JACKSON ST
52ND AVE

INDIO BLVD
AVENUE 48
AVENUE 46

DILLON RD HARRISON ST

GOLF CENTER PKY

GRAPEFRUIT BLVD

INDIO BLVD

GRAPEFRUIT BLVD
%&'(10
·|}þ86
54TH AVE

CALHOUN ST
AVENUE 44

VAN BUREN ST
AVENUE 45
51ST AVE

REQUA AVE
53RD AVE

MILES AVE
AVENUE 53
AVENUE 51

OASIS ST
ODLUM DR 49TH AVE
6TH ST

FREDERICK ST
AVENUE 49

CABAZON AVE

HARRISON ST

HEIFITZ DR

DOCTOR CARREON BLVD

SIERRA AVE
CO
M
M

E RCE ST

DILLON AVE
WAYNE
ST

VALLEY RD

CALICO AVE

VALENCIA AVE

CA R IBE AVE

DATE A VE

COCHR A N DR

HOOV ER AVE
AVENUE 47

DISN EY DR

JOHN NOBLES AVE

SLATE DR
O

ATES LN
AVENUE 46

DOUMA ST
POE CT

LAPIS DRAUSTIN DR

CALLE AVILA

PIKE PL

CALLE EL SOL

REBECCA CT

CALLE RUIZ

ZENDA DR

HIGGINS CT

BALBOA ST

DATE AVE

HARRISON ST
51ST AVE
INDIO

COACHELLA

LA QUINTA
N_
EXHIBIT 8: CUMULATIVE DEVELOPMENT MAP
URBAN CROSSROADS Calhoun Street Subdivision Traffic Analysis 15830 - CD.mxd

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Item 2.

TAZ Project Land Use Quantity Units1
1 TT 38072 Single Family Residential 173 DU
2 Mariposa Pointe Single Family Residential 155 DU
3 Sevilla II Single Family Residential 204 DU
4 Encanto Single Family Residential 112 DU
Resort casitas/bungalows 620 RM
Hotel 130 RM
Restaurant 3.6 TSF
Retail Cannabis 3.12 TSF
General Store 2.5 TSF
Coffee shop with drive thru 2.5 TSF
6 Rancho Flores 2 Single Family Residential 124 DU
7 Sevilla by Pulte Single Family Residential 232 DU
8 Placita Dolores Huerta Multifamily Residential 110 DU Supermarket 20.422 TSF
Fast-Food Restaurant 2.6 TSF
Coffee Shop w/ Restaurant 2.1 TSF
10 Tripoli Mixed-Use Multifamily Residential 108 DU
11 Villa Verde Apartments Multifamily Residential 152 DU 12 Bellissima (Tract 31978) Single Family Residential 111 DU 13 West Coast Self Storage Self-Storage Facility 62 TSF Fire Station Expansion 4.1 TSF
Police Headquarters Expansion 44 EMP
Government Office Complex 30.1 TSF
15 Coachella Medical Center
(North of Dr. Carreon Bl., b/w Monroe & Arabia) Skilled Nursing Facility 288 Beds 16 Tower Market Convenience Mkt. w/ Pumps 12 VFP
F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Excel\[15830 - Scope.xlsx]15830-C TABLE 2: CUMULATIVE DEVELOPMENT LAND USE SUMMARY
9 Fountainhead Plaza
(NEC 1st St. & Cesar Chavez St.)
Indio Public Safety Campus
(NEC Jackson St. & Dr. Carreon Bl.)
14 5 Glenroy Hotel Project
1 DU = Dwelling Units; TSF = Thousand Square Feet; RM = Rooms; EMP = Employees; VFP = Vehicle Fueling Positions

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1033
Item 2.

Calhoun Street Subdivision Traffic Analysis
15830-04 TA Report.docx
APPENDIX 1.2: VMT SCREENING

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Calhoun Street Subdivision Traffic Analysis
15830-04 TA Report.docx
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Item 2.
15830-03 VMT.docx
June 18, 2024
Mr. Andrew Simmons, P.E.

City of Coachella
53990 Enterprise Way
Coachella, CA 92236

CALHOUN STREET SUBDIVISION VEHICLE MILES TRAVELED (VMT) SCREENING Mr. Andrew Simmons, P.E.,
Urban Crossroads, Inc. is pleased to provide the following Vehicle Miles Traveled (VMT) Screening for the Calhoun Street Subdivision development (Project), which is located at the southwest corner of Calhoun Street and Avenue 49 in the City of Coachella.

PROJECT OVERVIEW
It is our understanding that the Project is to consist of 258 dwelling units and an 1.5 acre park with dog run on approximately 40 acres. A preliminary site plan for the proposed Project is shown on Exhibit 1. Access to the Project is provided via two full access driveways (Access 1 at Calhoun Street and Access 2 at Avenue 49), and one right-in/right-out only access for the park (Access 3 at Calhoun Street).

BACKGROUND
Changes to California Environmental Quality Act (CEQA) Guidelines were adopted in December 2018, which requires 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) (1). Based on OPR’s Technical Advisory, the County of Riverside adopted their Transportation Analysis Guidelines for Level of Service Vehicle Miles Traveled (December of 2020) (County Guidelines) (2). The City of Coachella utilizes the adopted County Guidelines.

Consistent with County Guidelines, projects should evaluate available screening criteria based on their location and project type to determine if a presumption of a less than significant transportation impact can be made. The following project screening thresholds were selected for review based on their applicability to the proposed Project:
• Small Projects Screening
• High Quality Transit Areas (HQTA) Screening
• Map-Based Screening
• Local Essential Service Screening

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1.2-2
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Item 2.

Mr. Andrew Simmons, P.E.

City of Coachella
June 18, 2024

15830-03 VMT.docx

SMALL PROJECTS SCREENING
County Guidelines identify those projects forecasted to generate greenhouse gas (GHG) emissions below 3,000 Metric Tons of Carbon Dioxide Equivalent (MTCO2e) per year are also assumed to cause a less than significant VMT impact.1 The County Guidelines provides a list of land use types based on quantity (i.e., dwelling units or square footage) and provides a typical development potential to be below the 3,000 MTCO2e per year. Single Family Housing projects less than or equal to 110 dwelling units have been identified to meet the County threshold2 .

The Project quantity of 258 dwelling units is more than the residential VMT screening criteria.

Small Projects screening criteria is not met.

HIGH QUALITY TRANSIT AREAS (HQTA) SCREENING
Projects located within a Transit Priority Area (TPA) (i.e., within ½ mile of an existing “major transit stop”3 or an existing stop along a “high-quality transit corridor”4) may be presumed to have a less than significant impact absent substantial evidence to the contrary. The Project is not located within ½ mile of an existing major transit stop, or along a high-quality transit corridor.

HQTA screening criteria is not met.

MAP-BASED SCREENING
The County Guidelines note that “residential projects that locate in areas with low VMT, and that incorporate similar features (i.e., density, mix of uses, transit accessibility), will tend to exhibit similarly low VMT.”5 Urban Crossroads has obtained a VMT data table from County Staff for all TAZs within Riverside County that identifies VMT per capita for the purposes of identifying low VMT areas. The data utilizes the sub-regional Riverside Transportation Analysis Model (RIVTAM) to measure baseline VMT performance, and a comparison was made to the applicable impact threshold.

The Project’s TAZ was identified in the Riverside County Transportation Analysis Model (RIVTAM) as TAZ 4787.
1 County Guidelines; Page 19.
2 County Guidelines; Page 42, Table 1
3 Pub. Resources Code, § 21064.3 (“‘Major transit stop’ means a site containing an existing rail transit station, a ferry terminal served by either a bus or rail transit service, or the intersection of two or more major bus routes with a frequency of service interval of 15 minutes or less during the morning and afternoon peak commute periods.”).
4 Pub. Resources Code, § 21155 (“For purposes of this section, a high-quality transit corridor means a corridor with fixed route bus service with service intervals no longer than 15 minutes during peak commute hours.”). 5 Technical Advisory; Page 12

1.2-3
1038
Item 2.

Mr. Andrew Simmons, P.E.

City of Coachella
June 18, 2024

15830-03 VMT.docx
The County’s data table identifies the Project’s TAZ 4787 to generate 7.974 VMT per capita. The County regional threshold is 15.2 VMT per capita6
; therefore the Project is located in a low VMT
area.

Map-Based screening criteria is met for residential.

LOCAL ESSENTIAL SERVICE SCREENING
The introduction of new local essential services shortens non-discretionary trips by putting those goods and services closer to complimentary land uses, resulting in conditions which do not increase overall VMT. The park with dog run provides a local service to adjacent land uses that otherwise attract travelers from more distant locations; therefore, the park with dog run is presumed to not increase overall VMT.

Local Essential Service screening criteria is met for park with dog run.

CONCLUSION
In summary, the Project was evaluated consistent with available screening criteria as presented in the County Guidelines. The map based screening criteria is met for residential uses and the local essential service screening criteria is met for park with dog run, so a full analysis of VMT associated with site is not required. The Project is presumed to have a less than significant impact on VMT.

If you have any questions, please contact us at [email protected] for John or [email protected] for Marlie.

Respectfully submitted,
URBAN CROSSROADS, INC.

John Kain, AICP Marlie Whiteman, P.E.

Principal Senior Associate
6 County Guidelines; Page 22

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Item 2.
15830-03 VMT.docx

REFERENCES

1. Office of Planning and Research. Technical Advisory on Evaluating Transportation Impacts in CEQA. State of California : s.n., December 2018.

2. County of Riverside. Transportation Analysis Guidelines for Level of Service Vehicle Miles Traveled.

County of Riverside : s.n., December 2020.

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Calhoun Street Subdivision Traffic Analysis
15830-04 TA Report.docx
This Page Intentionally Left Blank

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Calhoun Street Subdivision Traffic Analysis
15830-04 TA Report.docx
APPENDIX 3.1: TRAFFIC COUNTS –2024
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Calhoun Street Subdivision Traffic Analysis
15830-04 TA Report.docx
This Page Intentionally Left Blank
1043
Item 2.

File Name : 01_COA_Cal_Dr C AM
Site Code : 05124698
Start Date : 8/27/2024
Page No : 1
City of Coachella
N/S: Calhoun Street
E/W: Dr Carreon Boulevard
Weather: Clear
Groups Printed- Total Volume
Calhoun Street
Southbound
Dr Carreon Boulevard
Westbound
Calhoun 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 10 31 29 70 4 22 10 36 23 103 6 132 10 15 4 29 267 07:15 AM 18 30 48 96 2 38 16 56 39 112 18 169 17 29 14 60 381 07:30 AM 14 54 29 97 7 57 17 81 57 112 19 188 19 46 11 76 442 07:45 AM 16 65 24 105 8 63 15 86 50 115 15 180 14 41 9 64 435 Total 58 180 130 368 21 180 58 259 169 442 58 669 60 131 38 229 1525 08:00 AM 19 61 17 97 4 75 23 102 45 87 14 146 16 35 15 66 411 08:15 AM 11 51 12 74 6 58 8 72 18 63 9 90 9 34 18 61 297 08:30 AM 9 44 15 68 1 45 8 54 22 60 4 86 9 41 10 60 268 08:45 AM 8 41 3 52 3 35 6 44 19 39 4 62 10 18 15 43 201 Total 47 197 47 291 14 213 45 272 104 249 31 384 44 128 58 230 1177 Grand Total 105 377 177 659 35 393 103 531 273 691 89 1053 104 259 96 459 2702 Apprch % 15.9 57.2 26.9 6.6 74 19.4 25.9 65.6 8.5 22.7 56.4 20.9 Total % 3.9 14 6.6 24.4 1.3 14.5 3.8 19.7 10.1 25.6 3.3 39 3.8 9.6 3.6 17 Calhoun Street
Southbound
Dr Carreon Boulevard
Westbound
Calhoun 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 18 30 48 96 2 38 16 56 39 112 18 169 17 29 14 60 381 07:30 AM 14 54 29 97 7 57 17 81 57 112 19 188 19 46 11 76 442 07:45 AM 16 65 24 105 8 63 15 86 50 115 15 180 14 41 9 64 435 08:00 AM 19 61 17 97 4 75 23 102 45 87 14 146 16 35 15 66 411 Total Volume 67 210 118 395 21 233 71 325 191 426 66 683 66 151 49 266 1669 % App. Total 17 53.2 29.9 6.5 71.7 21.8 28 62.4 9.7 24.8 56.8 18.4 PHF .882 .808 .615 .940 .656 .777 .772 .797 .838 .926 .868 .908 .868 .821 .817 .875 .944 Counts Unlimited, Inc.

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

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Item 2.

File Name : 01_COA_Cal_Dr C AM
Site Code : 05124698
Start Date : 8/27/2024
Page No : 2
City of Coachella
N/S: Calhoun Street
E/W: Dr Carreon Boulevard
Weather: Clear
Calhoun Street
Dr Carreon Boulevard
Dr Carreon Boulevard
Calhoun Street
Right
118
Thru
210
Left
67 Out In Total
563 395 958
Right
71 Thru
233
Left
21 Out Total In
284 325 609
Left
191
Thru
426
Right
66 Out In Total
280 683 963
Left
66 Thru
151
Right
49 Total Out In
542 266 808
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:
07:15 AM 07:30 AM 07:15 AM 07:30 AM
+0 mins. 18 30 48 96 7 57 17 81 39 112 18 169 19 46 11 76 +15 mins. 14 54 29 97 8 63 15 86 57 112 19 188 14 41 9 64 +30 mins. 16 65 24 105 4 75 23 102 50 115 15 180 16 35 15 66 +45 mins. 19 61 17 97 6 58 8 72 45 87 14 146 9 34 18 61 Total Volume 67 210 118 395 25 253 63 341 191 426 66 683 58 156 53 267 % App. Total 17 53.2 29.9 7.3 74.2 18.5 28 62.4 9.7 21.7 58.4 19.9 PHF .882 .808 .615 .940 .781 .843 .685 .836 .838 .926 .868 .908 .763 .848 .736 .878 Counts Unlimited, Inc.

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

3.1-2
1045
Item 2.

File Name : 01_COA_Cal_Dr C PM
Site Code : 05124698
Start Date : 8/27/2024
Page No : 1
City of Coachella
N/S: Calhoun Street
E/W: Dr Carreon Boulevard
Weather: Clear
Groups Printed- Total Volume
Calhoun Street
Southbound
Dr Carreon Boulevard
Westbound
Calhoun 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 21 110 16 147 6 26 13 45 13 44 2 59 10 46 35 91 342 04:15 PM 11 113 17 141 1 38 14 53 16 48 2 66 5 42 21 68 328 04:30 PM 11 107 22 140 7 28 19 54 19 60 6 85 13 41 24 78 357 04:45 PM 7 88 15 110 3 27 10 40 14 54 8 76 11 33 24 68 294 Total 50 418 70 538 17 119 56 192 62 206 18 286 39 162 104 305 1321 05:00 PM 8 98 16 122 4 27 13 44 16 59 6 81 12 30 28 70 317 05:15 PM 7 116 23 146 3 24 13 40 19 62 8 89 8 41 25 74 349 05:30 PM 13 100 26 139 3 37 6 46 18 54 6 78 8 34 30 72 335 05:45 PM 8 93 13 114 9 33 16 58 19 53 4 76 9 22 9 40 288 Total 36 407 78 521 19 121 48 188 72 228 24 324 37 127 92 256 1289 Grand Total 86 825 148 1059 36 240 104 380 134 434 42 610 76 289 196 561 2610 Apprch % 8.1 77.9 14 9.5 63.2 27.4 22 71.1 6.9 13.5 51.5 34.9 Total % 3.3 31.6 5.7 40.6 1.4 9.2 4 14.6 5.1 16.6 1.6 23.4 2.9 11.1 7.5 21.5 Calhoun Street
Southbound
Dr Carreon Boulevard
Westbound
Calhoun 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 04:00 PM
04:00 PM 21 110 16 147 6 26 13 45 13 44 2 59 10 46 35 91 342 04:15 PM 11 113 17 141 1 38 14 53 16 48 2 66 5 42 21 68 328 04:30 PM 11 107 22 140 7 28 19 54 19 60 6 85 13 41 24 78 357 04:45 PM 7 88 15 110 3 27 10 40 14 54 8 76 11 33 24 68 294 Total Volume 50 418 70 538 17 119 56 192 62 206 18 286 39 162 104 305 1321 % App. Total 9.3 77.7 13 8.9 62 29.2 21.7 72 6.3 12.8 53.1 34.1 PHF .595 .925 .795 .915 .607 .783 .737 .889 .816 .858 .563 .841 .750 .880 .743 .838 .925 Counts Unlimited, Inc.

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

3.1-3
1046
Item 2.

File Name : 01_COA_Cal_Dr C PM
Site Code : 05124698
Start Date : 8/27/2024
Page No : 2
City of Coachella
N/S: Calhoun Street
E/W: Dr Carreon Boulevard
Weather: Clear
Calhoun Street
Dr Carreon Boulevard
Dr Carreon Boulevard
Calhoun Street
Right
70 Thru
418
Left
50 Out In Total
301 538 839
Right
56 Thru
119
Left
17 Out Total In
230 192 422
Left
62 Thru
206
Right
18 Out In Total
539 286 825
Left
39 Thru
162
Right
104
Total Out In
251 305 556
Peak Hour Begins at 04:00 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:
04:00 PM 04:00 PM 04:30 PM 04:00 PM
+0 mins. 21 110 16 147 6 26 13 45 19 60 6 85 10 46 35 91 +15 mins. 11 113 17 141 1 38 14 53 14 54 8 76 5 42 21 68 +30 mins. 11 107 22 140 7 28 19 54 16 59 6 81 13 41 24 78 +45 mins. 7 88 15 110 3 27 10 40 19 62 8 89 11 33 24 68 Total Volume 50 418 70 538 17 119 56 192 68 235 28 331 39 162 104 305 % App. Total 9.3 77.7 13 8.9 62 29.2 20.5 71 8.5 12.8 53.1 34.1 PHF .595 .925 .795 .915 .607 .783 .737 .889 .895 .948 .875 .930 .750 .880 .743 .838 Counts Unlimited, Inc.

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

3.1-4
1047
Item 2.

File Name : 02_COA_Cal_Ave 48 AM
Site Code : 05124698
Start Date : 8/27/2024
Page No : 1
City of Coachella
N/S: Calhoun Street
E/W: Avenue 48
Weather: Clear
Groups Printed- Total Volume
Calhoun Street
Southbound
Avenue 48
Westbound
Calhoun 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 8 25 15 48 3 76 13 92 42 92 8 142 8 45 13 66 348 07:15 AM 10 24 11 45 3 81 14 98 30 105 10 145 17 64 22 103 391 07:30 AM 14 50 12 76 7 142 18 167 62 115 13 190 9 73 24 106 539 07:45 AM 15 58 16 89 7 146 25 178 69 127 15 211 12 108 19 139 617 Total 47 157 54 258 20 445 70 535 203 439 46 688 46 290 78 414 1895 08:00 AM 11 47 17 75 7 132 20 159 59 76 12 147 16 75 26 117 498 08:15 AM 11 41 13 65 2 104 11 117 41 45 5 91 16 46 29 91 364 08:30 AM 5 34 21 60 3 90 7 100 34 48 5 87 13 72 23 108 355 08:45 AM 8 28 19 55 6 96 8 110 23 38 6 67 12 57 16 85 317 Total 35 150 70 255 18 422 46 486 157 207 28 392 57 250 94 401 1534 Grand Total 82 307 124 513 38 867 116 1021 360 646 74 1080 103 540 172 815 3429 Apprch % 16 59.8 24.2 3.7 84.9 11.4 33.3 59.8 6.9 12.6 66.3 21.1 Total % 2.4 9 3.6 15 1.1 25.3 3.4 29.8 10.5 18.8 2.2 31.5 3 15.7 5 23.8 Calhoun Street
Southbound
Avenue 48
Westbound
Calhoun 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 07:15 AM
07:15 AM 10 24 11 45 3 81 14 98 30 105 10 145 17 64 22 103 391 07:30 AM 14 50 12 76 7 142 18 167 62 115 13 190 9 73 24 106 539 07:45 AM 15 58 16 89 7 146 25 178 69 127 15 211 12 108 19 139 617 08:00 AM 11 47 17 75 7 132 20 159 59 76 12 147 16 75 26 117 498 Total Volume 50 179 56 285 24 501 77 602 220 423 50 693 54 320 91 465 2045 % App. Total 17.5 62.8 19.6 4 83.2 12.8 31.7 61 7.2 11.6 68.8 19.6 PHF .833 .772 .824 .801 .857 .858 .770 .846 .797 .833 .833 .821 .794 .741 .875 .836 .829 Counts Unlimited, Inc.

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

3.1-5
1048
Item 2.

File Name : 02_COA_Cal_Ave 48 AM
Site Code : 05124698
Start Date : 8/27/2024
Page No : 2
City of Coachella
N/S: Calhoun Street
E/W: Avenue 48
Weather: Clear
Calhoun Street
Avenue 48
Avenue 48
Calhoun Street
Right
56 Thru
179
Left
50 Out In Total
554 285 839
Right
77 Thru
501
Left
24 Out Total In
420 602 1022
Left
220
Thru
423
Right
50 Out In Total
294 693 987
Left
54 Thru
320
Right
91 Total Out In
777 465 1242
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 07:30 AM 07:15 AM 07:15 AM
+0 mins. 14 50 12 76 7 142 18 167 30 105 10 145 17 64 22 103 +15 mins. 15 58 16 89 7 146 25 178 62 115 13 190 9 73 24 106 +30 mins. 11 47 17 75 7 132 20 159 69 127 15 211 12 108 19 139 +45 mins. 11 41 13 65 2 104 11 117 59 76 12 147 16 75 26 117 Total Volume 51 196 58 305 23 524 74 621 220 423 50 693 54 320 91 465 % App. Total 16.7 64.3 19 3.7 84.4 11.9 31.7 61 7.2 11.6 68.8 19.6 PHF .850 .845 .853 .857 .821 .897 .740 .872 .797 .833 .833 .821 .794 .741 .875 .836 Counts Unlimited, Inc.

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

3.1-6
1049
Item 2.

File Name : 02_COA_Cal_Ave 48 PM
Site Code : 05124698
Start Date : 8/27/2024
Page No : 1
City of Coachella
N/S: Calhoun Street
E/W: Avenue 48
Weather: Clear
Groups Printed- Total Volume
Calhoun Street
Southbound
Avenue 48
Westbound
Calhoun 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 19 91 17 127 10 95 9 114 19 40 6 65 12 124 60 196 502 04:15 PM 16 77 15 108 9 89 9 107 37 31 6 74 16 125 58 199 488 04:30 PM 13 82 22 117 5 76 12 93 24 57 8 89 9 143 50 202 501 04:45 PM 10 85 16 111 6 93 4 103 23 50 5 78 14 103 62 179 471 Total 58 335 70 463 30 353 34 417 103 178 25 306 51 495 230 776 1962 05:00 PM 22 85 21 128 9 83 10 102 31 41 7 79 11 124 63 198 507 05:15 PM 11 85 21 117 5 81 6 92 23 69 10 102 11 116 59 186 497 05:30 PM 16 75 18 109 2 89 14 105 36 34 9 79 18 109 53 180 473 05:45 PM 8 70 16 94 6 91 6 103 27 49 7 83 9 92 58 159 439 Total 57 315 76 448 22 344 36 402 117 193 33 343 49 441 233 723 1916 Grand Total 115 650 146 911 52 697 70 819 220 371 58 649 100 936 463 1499 3878 Apprch % 12.6 71.4 16 6.3 85.1 8.5 33.9 57.2 8.9 6.7 62.4 30.9 Total % 3 16.8 3.8 23.5 1.3 18 1.8 21.1 5.7 9.6 1.5 16.7 2.6 24.1 11.9 38.7 Calhoun Street
Southbound
Avenue 48
Westbound
Calhoun 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 04:30 PM
04:30 PM 13 82 22 117 5 76 12 93 24 57 8 89 9 143 50 202 501 04:45 PM 10 85 16 111 6 93 4 103 23 50 5 78 14 103 62 179 471 05:00 PM 22 85 21 128 9 83 10 102 31 41 7 79 11 124 63 198 507 05:15 PM 11 85 21 117 5 81 6 92 23 69 10 102 11 116 59 186 497 Total Volume 56 337 80 473 25 333 32 390 101 217 30 348 45 486 234 765 1976 % App. Total 11.8 71.2 16.9 6.4 85.4 8.2 29 62.4 8.6 5.9 63.5 30.6 PHF .636 .991 .909 .924 .694 .895 .667 .947 .815 .786 .750 .853 .804 .850 .929 .947 .974 Counts Unlimited, Inc.

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

3.1-7
1050
Item 2.

File Name : 02_COA_Cal_Ave 48 PM
Site Code : 05124698
Start Date : 8/27/2024
Page No : 2
City of Coachella
N/S: Calhoun Street
E/W: Avenue 48
Weather: Clear
Calhoun Street
Avenue 48
Avenue 48
Calhoun Street
Right
80 Thru
337
Left
56 Out In Total
294 473 767
Right
32 Thru
333
Left
25 Out Total In
572 390 962
Left
101
Thru
217
Right
30 Out In Total
596 348 944
Left
45 Thru
486
Right
234
Total Out In
514 765 1279
Peak Hour Begins at 04:30 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 04:00 PM 04:30 PM 04:15 PM
+0 mins. 13 82 22 117 10 95 9 114 24 57 8 89 16 125 58 199 +15 mins. 10 85 16 111 9 89 9 107 23 50 5 78 9 143 50 202 +30 mins. 22 85 21 128 5 76 12 93 31 41 7 79 14 103 62 179 +45 mins. 11 85 21 117 6 93 4 103 23 69 10 102 11 124 63 198 Total Volume 56 337 80 473 30 353 34 417 101 217 30 348 50 495 233 778 % App. Total 11.8 71.2 16.9 7.2 84.7 8.2 29 62.4 8.6 6.4 63.6 29.9 PHF .636 .991 .909 .924 .750 .929 .708 .914 .815 .786 .750 .853 .781 .865 .925 .963 Counts Unlimited, Inc.

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

3.1-8
1051
Item 2.

File Name : 03_COA_Cal_Ave 49 AM
Site Code : 05124698
Start Date : 8/27/2024
Page No : 1
City of Coachella
N/S: Calhoun Street
E/W: Avenue 49
Weather: Clear
Groups Printed- Total Volume
Calhoun Street
Southbound
Avenue 49
Westbound
Calhoun Street
Northbound
Avenue 49 (Dirt)
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 2 47 0 49 8 0 9 17 0 116 4 120 0 0 0 0 186
07:15 AM 1 60 0 61 9 0 6 15 0 126 3 129 0 0 0 0 205
07:30 AM 2 90 0 92 10 0 10 20 0 147 9 156 0 0 0 0 268
07:45 AM 4 97 0 101 16 0 10 26 0 148 6 154 0 0 0 0 281
Total 9 294 0 303 43 0 35 78 0 537 22 559 0 0 0 0 940
08:00 AM 5 71 1 77 7 0 5 12 0 118 6 124 1 0 0 1 214
08:15 AM 6 70 0 76 6 0 7 13 0 76 2 78 0 0 0 0 167
08:30 AM 3 59 0 62 4 0 7 11 0 67 7 74 0 0 0 0 147
08:45 AM 2 45 0 47 2 0 6 8 0 54 3 57 1 0 1 2 114
Total 16 245 1 262 19 0 25 44 0 315 18 333 2 0 1 3 642
Grand Total 25 539 1 565 62 0 60 122 0 852 40 892 2 0 1 3 1582 Apprch % 4.4 95.4 0.2 50.8 0 49.2 0 95.5 4.5 66.7 0 33.3 Total % 1.6 34.1 0.1 35.7 3.9 0 3.8 7.7 0 53.9 2.5 56.4 0.1 0 0.1 0.2 Calhoun Street
Southbound
Avenue 49
Westbound
Calhoun Street
Northbound
Avenue 49 (Dirt)
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 1 60 0 61 9 0 6 15 0 126 3 129 0 0 0 0 205
07:30 AM 2 90 0 92 10 0 10 20 0 147 9 156 0 0 0 0 268
07:45 AM 4 97 0 101 16 0 10 26 0 148 6 154 0 0 0 0 281
08:00 AM 5 71 1 77 7 0 5 12 0 118 6 124 1 0 0 1 214
Total Volume 12 318 1 331 42 0 31 73 0 539 24 563 1 0 0 1 968 % App. Total 3.6 96.1 0.3 57.5 0 42.5 0 95.7 4.3 100 0 0 PHF .600 .820 .250 .819 .656 .000 .775 .702 .000 .910 .667 .902 .250 .000 .000 .250 .861 Counts Unlimited, Inc.

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

3.1-9
1052
Item 2.

File Name : 03_COA_Cal_Ave 49 AM
Site Code : 05124698
Start Date : 8/27/2024
Page No : 2
City of Coachella
N/S: Calhoun Street
E/W: Avenue 49
Weather: Clear
Calhoun Street
Avenue 49 (Dirt)
Avenue 49
Calhoun Street
Right
1 Thru
318
Left
12 Out In Total
571 331 902
Right
31 Thru
0 Left
42 Out Total In
36 73 109
Left
0 Thru
539
Right
24 Out In Total
360 563 923
Left
1 Thru
0 Right
0 Total Out In
1 1 2
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 07:00 AM 07:15 AM 08:00 AM
+0 mins. 2 90 0 92 8 0 9 17 0 126 3 129 1 0 0 1
+15 mins. 4 97 0 101 9 0 6 15 0 147 9 156 0 0 0 0
+30 mins. 5 71 1 77 10 0 10 20 0 148 6 154 0 0 0 0
+45 mins. 6 70 0 76 16 0 10 26 0 118 6 124 1 0 1 2
Total Volume 17 328 1 346 43 0 35 78 0 539 24 563 2 0 1 3 % App. Total 4.9 94.8 0.3 55.1 0 44.9 0 95.7 4.3 66.7 0 33.3 PHF .708 .845 .250 .856 .672 .000 .875 .750 .000 .910 .667 .902 .500 .000 .250 .375 Counts Unlimited, Inc.

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

3.1-10
1053
Item 2.

File Name : 03_COA_Cal_Ave 49 PM
Site Code : 05124698
Start Date : 8/27/2024
Page No : 1
City of Coachella
N/S: Calhoun Street
E/W: Avenue 49
Weather: Clear
Groups Printed- Total Volume
Calhoun Street
Southbound
Avenue 49
Westbound
Calhoun Street
Northbound
Avenue 49 (Dirt)
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 3 133 0 136 7 0 3 10 1 77 14 92 0 0 0 0 238
04:15 PM 10 118 0 128 4 0 4 8 0 60 7 67 1 0 0 1 204
04:30 PM 6 113 0 119 5 0 3 8 0 86 8 94 0 0 0 0 221
04:45 PM 8 110 0 118 9 0 5 14 0 72 3 75 0 0 0 0 207
Total 27 474 0 501 25 0 15 40 1 295 32 328 1 0 0 1 870
05:00 PM 6 113 0 119 8 0 3 11 0 84 2 86 1 0 0 1 217
05:15 PM 3 124 0 127 7 0 6 13 0 85 6 91 0 0 0 0 231
05:30 PM 5 104 0 109 6 0 4 10 0 74 7 81 0 0 0 0 200
05:45 PM 4 114 0 118 11 0 7 18 0 75 13 88 0 0 0 0 224
Total 18 455 0 473 32 0 20 52 0 318 28 346 1 0 0 1 872
Grand Total 45 929 0 974 57 0 35 92 1 613 60 674 2 0 0 2 1742 Apprch % 4.6 95.4 0 62 0 38 0.1 90.9 8.9 100 0 0
Total % 2.6 53.3 0 55.9 3.3 0 2 5.3 0.1 35.2 3.4 38.7 0.1 0 0 0.1 Calhoun Street
Southbound
Avenue 49
Westbound
Calhoun Street
Northbound
Avenue 49 (Dirt)
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 04:30 PM
04:30 PM 6 113 0 119 5 0 3 8 0 86 8 94 0 0 0 0 221
04:45 PM 8 110 0 118 9 0 5 14 0 72 3 75 0 0 0 0 207
05:00 PM 6 113 0 119 8 0 3 11 0 84 2 86 1 0 0 1 217
05:15 PM 3 124 0 127 7 0 6 13 0 85 6 91 0 0 0 0 231
Total Volume 23 460 0 483 29 0 17 46 0 327 19 346 1 0 0 1 876 % App. Total 4.8 95.2 0 63 0 37 0 94.5 5.5 100 0 0
PHF .719 .927 .000 .951 .806 .000 .708 .821 .000 .951 .594 .920 .250 .000 .000 .250 .948 Counts Unlimited, Inc.

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

3.1-11
1054
Item 2.

File Name : 03_COA_Cal_Ave 49 PM
Site Code : 05124698
Start Date : 8/27/2024
Page No : 2
City of Coachella
N/S: Calhoun Street
E/W: Avenue 49
Weather: Clear
Calhoun Street
Avenue 49 (Dirt)
Avenue 49
Calhoun Street
Right
0 Thru
460
Left
23 Out In Total
345 483 828
Right
17 Thru
0 Left
29 Out Total In
42 46 88
Left
0 Thru
327
Right
19 Out In Total
489 346 835
Left
1 Thru
0 Right
0 Total Out In
0 1 1
Peak Hour Begins at 04:30 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:
04:00 PM 05:00 PM 04:30 PM 04:15 PM
+0 mins. 3 133 0 136 8 0 3 11 0 86 8 94 1 0 0 1
+15 mins. 10 118 0 128 7 0 6 13 0 72 3 75 0 0 0 0
+30 mins. 6 113 0 119 6 0 4 10 0 84 2 86 0 0 0 0
+45 mins. 8 110 0 118 11 0 7 18 0 85 6 91 1 0 0 1
Total Volume 27 474 0 501 32 0 20 52 0 327 19 346 2 0 0 2 % App. Total 5.4 94.6 0 61.5 0 38.5 0 94.5 5.5 100 0 0
PHF .675 .891 .000 .921 .727 .000 .714 .722 .000 .951 .594 .920 .500 .000 .000 .500 Counts Unlimited, Inc.

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

3.1-12
1055
Item 2.

File Name : 04_COA_Cal_Ave 50 AM
Site Code : 05124698
Start Date : 8/27/2024
Page No : 1
City of Coachella
N/S: Calhoun Street
E/W: Avenue 50
Weather: Clear
Groups Printed- Total Volume
Calhoun Street
Southbound
Avenue 50
Westbound
Calhoun 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 19 30 8 57 9 79 24 112 17 84 22 123 3 28 2 33 325 07:15 AM 16 39 9 64 4 89 28 121 21 74 21 116 7 35 6 48 349 07:30 AM 23 64 19 106 5 93 32 130 27 79 33 139 8 32 6 46 421 07:45 AM 36 59 30 125 7 77 40 124 18 82 67 167 11 54 4 69 485 Total 94 192 66 352 25 338 124 487 83 319 143 545 29 149 18 196 1580 08:00 AM 19 47 17 83 8 99 39 146 15 57 10 82 8 54 4 66 377 08:15 AM 24 40 9 73 3 106 26 135 7 31 7 45 7 45 10 62 315 08:30 AM 21 26 14 61 2 71 17 90 4 30 5 39 9 53 7 69 259 08:45 AM 18 25 6 49 3 73 12 88 5 20 10 35 13 45 2 60 232 Total 82 138 46 266 16 349 94 459 31 138 32 201 37 197 23 257 1183 Grand Total 176 330 112 618 41 687 218 946 114 457 175 746 66 346 41 453 2763 Apprch % 28.5 53.4 18.1 4.3 72.6 23 15.3 61.3 23.5 14.6 76.4 9.1 Total % 6.4 11.9 4.1 22.4 1.5 24.9 7.9 34.2 4.1 16.5 6.3 27 2.4 12.5 1.5 16.4 Calhoun Street
Southbound
Avenue 50
Westbound
Calhoun 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 07:15 AM
07:15 AM 16 39 9 64 4 89 28 121 21 74 21 116 7 35 6 48 349 07:30 AM 23 64 19 106 5 93 32 130 27 79 33 139 8 32 6 46 421 07:45 AM 36 59 30 125 7 77 40 124 18 82 67 167 11 54 4 69 485 08:00 AM 19 47 17 83 8 99 39 146 15 57 10 82 8 54 4 66 377 Total Volume 94 209 75 378 24 358 139 521 81 292 131 504 34 175 20 229 1632 % App. Total 24.9 55.3 19.8 4.6 68.7 26.7 16.1 57.9 26 14.8 76.4 8.7 PHF .653 .816 .625 .756 .750 .904 .869 .892 .750 .890 .489 .754 .773 .810 .833 .830 .841 Counts Unlimited, Inc.

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

3.1-13
1056
Item 2.

File Name : 04_COA_Cal_Ave 50 AM
Site Code : 05124698
Start Date : 8/27/2024
Page No : 2
City of Coachella
N/S: Calhoun Street
E/W: Avenue 50
Weather: Clear
Calhoun Street
Avenue 50
Avenue 50
Calhoun Street
Right
75 Thru
209
Left
94 Out In Total
465 378 843
Right
139
Thru
358
Left
24 Out Total In
400 521 921
Left
81 Thru
292
Right
131
Out In Total
253 504 757
Left
34 Thru
175
Right
20 Total Out In
514 229 743
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 07:30 AM 07:00 AM 07:45 AM
+0 mins. 23 64 19 106 5 93 32 130 17 84 22 123 11 54 4 69 +15 mins. 36 59 30 125 7 77 40 124 21 74 21 116 8 54 4 66 +30 mins. 19 47 17 83 8 99 39 146 27 79 33 139 7 45 10 62 +45 mins. 24 40 9 73 3 106 26 135 18 82 67 167 9 53 7 69 Total Volume 102 210 75 387 23 375 137 535 83 319 143 545 35 206 25 266 % App. Total 26.4 54.3 19.4 4.3 70.1 25.6 15.2 58.5 26.2 13.2 77.4 9.4 PHF .708 .820 .625 .774 .719 .884 .856 .916 .769 .949 .534 .816 .795 .954 .625 .964 Counts Unlimited, Inc.

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

3.1-14
1057
Item 2.

File Name : 04_COA_Cal_Ave 50 PM
Site Code : 05124698
Start Date : 8/27/2024
Page No : 1
City of Coachella
N/S: Calhoun Street
E/W: Avenue 50
Weather: Clear
Groups Printed- Total Volume
Calhoun Street
Southbound
Avenue 50
Westbound
Calhoun 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 36 64 8 108 2 73 31 106 9 44 9 62 10 91 10 111 387 04:15 PM 32 72 17 121 2 76 24 102 13 37 7 57 12 81 11 104 384 04:30 PM 29 59 10 98 5 81 22 108 15 45 23 83 10 76 8 94 383 04:45 PM 35 60 13 108 2 44 15 61 7 38 13 58 9 77 6 92 319 Total 132 255 48 435 11 274 92 377 44 164 52 260 41 325 35 401 1473 05:00 PM 32 53 14 99 5 60 21 86 13 45 18 76 8 96 7 111 372 05:15 PM 29 59 16 104 1 77 18 96 7 42 24 73 14 88 12 114 387 05:30 PM 25 56 12 93 1 66 26 93 15 39 6 60 12 91 8 111 357 05:45 PM 39 61 11 111 1 62 35 98 12 42 7 61 10 77 9 96 366 Total 125 229 53 407 8 265 100 373 47 168 55 270 44 352 36 432 1482 Grand Total 257 484 101 842 19 539 192 750 91 332 107 530 85 677 71 833 2955 Apprch % 30.5 57.5 12 2.5 71.9 25.6 17.2 62.6 20.2 10.2 81.3 8.5 Total % 8.7 16.4 3.4 28.5 0.6 18.2 6.5 25.4 3.1 11.2 3.6 17.9 2.9 22.9 2.4 28.2 Calhoun Street
Southbound
Avenue 50
Westbound
Calhoun 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 05:00 PM
05:00 PM 32 53 14 99 5 60 21 86 13 45 18 76 8 96 7 111 372 05:15 PM 29 59 16 104 1 77 18 96 7 42 24 73 14 88 12 114 387 05:30 PM 25 56 12 93 1 66 26 93 15 39 6 60 12 91 8 111 357 05:45 PM 39 61 11 111 1 62 35 98 12 42 7 61 10 77 9 96 366 Total Volume 125 229 53 407 8 265 100 373 47 168 55 270 44 352 36 432 1482 % App. Total 30.7 56.3 13 2.1 71 26.8 17.4 62.2 20.4 10.2 81.5 8.3 PHF .801 .939 .828 .917 .400 .860 .714 .952 .783 .933 .573 .888 .786 .917 .750 .947 .957 Counts Unlimited, Inc.

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

3.1-15
1058
Item 2.

File Name : 04_COA_Cal_Ave 50 PM
Site Code : 05124698
Start Date : 8/27/2024
Page No : 2
City of Coachella
N/S: Calhoun Street
E/W: Avenue 50
Weather: Clear
Calhoun Street
Avenue 50
Avenue 50
Calhoun Street
Right
53 Thru
229
Left
125
Out In Total
312 407 719
Right
100
Thru
265
Left
8 Out Total In
532 373 905
Left
47 Thru
168
Right
55 Out In Total
273 270 543
Left
44 Thru
352
Right
36 Total Out In
365 432 797
Peak Hour Begins at 05:00 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:
04:00 PM 04:00 PM 04:30 PM 05:00 PM
+0 mins. 36 64 8 108 2 73 31 106 15 45 23 83 8 96 7 111 +15 mins. 32 72 17 121 2 76 24 102 7 38 13 58 14 88 12 114 +30 mins. 29 59 10 98 5 81 22 108 13 45 18 76 12 91 8 111 +45 mins. 35 60 13 108 2 44 15 61 7 42 24 73 10 77 9 96 Total Volume 132 255 48 435 11 274 92 377 42 170 78 290 44 352 36 432 % App. Total 30.3 58.6 11 2.9 72.7 24.4 14.5 58.6 26.9 10.2 81.5 8.3 PHF .917 .885 .706 .899 .550 .846 .742 .873 .700 .944 .813 .873 .786 .917 .750 .947 Counts Unlimited, Inc.

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

3.1-16
1059
Item 2.

File Name : 05_COA_Jack_Ave 49 AM
Site Code : 05124698
Start Date : 8/27/2024
Page No : 1
City of Coachella
N/S: Jackson Street
E/W: Odlum Drive/ Avenue 49
Weather: Clear
Groups Printed- Total Volume
Jackson Street
Southbound
Avenue 49 (Dirt)
Westbound
Jackson Street
Northbound
Odlum Drive
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 3 79 2 84 1 0 0 1 2 93 0 95 11 0 8 19 199
07:15 AM 1 105 1 107 1 0 0 1 1 109 1 111 14 0 7 21 240
07:30 AM 1 115 5 121 1 0 2 3 0 122 1 123 28 0 10 38 285 07:45 AM 0 119 8 127 1 0 1 2 2 100 0 102 16 0 4 20 251
Total 5 418 16 439 4 0 3 7 5 424 2 431 69 0 29 98 975
08:00 AM 0 88 8 96 1 0 1 2 3 115 1 119 16 1 5 22 239
08:15 AM 1 100 8 109 0 0 1 1 1 99 1 101 14 0 7 21 232
08:30 AM 3 81 8 92 4 0 1 5 0 107 0 107 10 0 3 13 217
08:45 AM 0 75 5 80 0 0 1 1 1 113 0 114 9 0 5 14 209
Total 4 344 29 377 5 0 4 9 5 434 2 441 49 1 20 70 897
Grand Total 9 762 45 816 9 0 7 16 10 858 4 872 118 1 49 168 1872 Apprch % 1.1 93.4 5.5 56.2 0 43.8 1.1 98.4 0.5 70.2 0.6 29.2 Total % 0.5 40.7 2.4 43.6 0.5 0 0.4 0.9 0.5 45.8 0.2 46.6 6.3 0.1 2.6 9 Jackson Street
Southbound
Avenue 49 (Dirt)
Westbound
Jackson Street
Northbound
Odlum Drive
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 1 105 1 107 1 0 0 1 1 109 1 111 14 0 7 21 240
07:30 AM 1 115 5 121 1 0 2 3 0 122 1 123 28 0 10 38 285 07:45 AM 0 119 8 127 1 0 1 2 2 100 0 102 16 0 4 20 251
08:00 AM 0 88 8 96 1 0 1 2 3 115 1 119 16 1 5 22 239
Total Volume 2 427 22 451 4 0 4 8 6 446 3 455 74 1 26 101 1015 % App. Total 0.4 94.7 4.9 50 0 50 1.3 98 0.7 73.3 1 25.7 PHF .500 .897 .688 .888 1.00 .000 .500 .667 .500 .914 .750 .925 .661 .250 .650 .664 .890 Counts Unlimited, Inc.

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

3.1-17
1060
Item 2.

File Name : 05_COA_Jack_Ave 49 AM
Site Code : 05124698
Start Date : 8/27/2024
Page No : 2
City of Coachella
N/S: Jackson Street
E/W: Odlum Drive/ Avenue 49
Weather: Clear
Jackson Street
Odlum Drive
Avenue 49 (Dirt)
Jackson Street
Right
22 Thru
427
Left
2 Out In Total
524 451 975
Right
4 Thru
0 Left
4 Out Total In
6 8 14
Left
6 Thru
446
Right
3 Out In Total
457 455 912
Left
74 Thru
1 Right
26 Total Out In
28 101 129
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 07:45 AM 07:15 AM 07:15 AM
+0 mins. 1 115 5 121 1 0 1 2 1 109 1 111 14 0 7 21
+15 mins. 0 119 8 127 1 0 1 2 0 122 1 123 28 0 10 38
+30 mins. 0 88 8 96 0 0 1 1 2 100 0 102 16 0 4 20
+45 mins. 1 100 8 109 4 0 1 5 3 115 1 119 16 1 5 22
Total Volume 2 422 29 453 6 0 4 10 6 446 3 455 74 1 26 101 % App. Total 0.4 93.2 6.4 60 0 40 1.3 98 0.7 73.3 1 25.7 PHF .500 .887 .906 .892 .375 .000 1.000 .500 .500 .914 .750 .925 .661 .250 .650 .664 Counts Unlimited, Inc.

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

3.1-18
1061
Item 2.

File Name : 05_COA_Jack_Ave 49 PM
Site Code : 05124698
Start Date : 8/27/2024
Page No : 1
City of Coachella
N/S: Jackson Street
E/W: Odlum Drive/ Avenue 49
Weather: Clear
Groups Printed- Total Volume
Jackson Street
Southbound
Avenue 49 (Dirt)
Westbound
Jackson Street
Northbound
Odlum Drive
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 0 115 10 125 0 0 0 0 4 121 0 125 12 0 2 14 264 04:15 PM 1 120 18 139 0 0 1 1 4 95 0 99 18 0 4 22 261
04:30 PM 0 108 15 123 0 0 3 3 5 103 0 108 15 0 5 20 254 04:45 PM 0 134 12 146 0 0 2 2 4 88 2 94 10 0 7 17 259
Total 1 477 55 533 0 0 6 6 17 407 2 426 55 0 18 73 1038 05:00 PM 0 147 16 163 1 0 0 1 4 93 0 97 10 0 2 12 273
05:15 PM 0 134 18 152 0 0 0 0 4 88 0 92 5 0 5 10 254
05:30 PM 0 106 16 122 0 0 4 4 2 101 0 103 13 0 4 17 246 05:45 PM 0 103 18 121 0 0 0 0 4 91 0 95 4 0 4 8 224
Total 0 490 68 558 1 0 4 5 14 373 0 387 32 0 15 47 997
Grand Total 1 967 123 1091 1 0 10 11 31 780 2 813 87 0 33 120 2035 Apprch % 0.1 88.6 11.3 9.1 0 90.9 3.8 95.9 0.2 72.5 0 27.5 Total % 0 47.5 6 53.6 0 0 0.5 0.5 1.5 38.3 0.1 40 4.3 0 1.6 5.9 Jackson Street
Southbound
Avenue 49 (Dirt)
Westbound
Jackson Street
Northbound
Odlum Drive
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 04:15 PM
04:15 PM 1 120 18 139 0 0 1 1 4 95 0 99 18 0 4 22 261
04:30 PM 0 108 15 123 0 0 3 3 5 103 0 108 15 0 5 20 254 04:45 PM 0 134 12 146 0 0 2 2 4 88 2 94 10 0 7 17 259
05:00 PM 0 147 16 163 1 0 0 1 4 93 0 97 10 0 2 12 273
Total Volume 1 509 61 571 1 0 6 7 17 379 2 398 53 0 18 71 1047 % App. Total 0.2 89.1 10.7 14.3 0 85.7 4.3 95.2 0.5 74.6 0 25.4 PHF .250 .866 .847 .876 .250 .000 .500 .583 .850 .920 .250 .921 .736 .000 .643 .807 .959 Counts Unlimited, Inc.

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

3.1-19
1062
Item 2.

File Name : 05_COA_Jack_Ave 49 PM
Site Code : 05124698
Start Date : 8/27/2024
Page No : 2
City of Coachella
N/S: Jackson Street
E/W: Odlum Drive/ Avenue 49
Weather: Clear
Jackson Street
Odlum Drive
Avenue 49 (Dirt)
Jackson Street
Right
61 Thru
509
Left
1 Out In Total
438 571 1009
Right
6 Thru
0 Left
1 Out Total In
3 7 10
Left
17 Thru
379
Right
2 Out In Total
528 398 926
Left
53 Thru
0 Right
18 Total Out In
78 71 149
Peak Hour Begins at 04:15 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 04:15 PM 04:00 PM 04:00 PM
+0 mins. 0 108 15 123 0 0 1 1 4 121 0 125 12 0 2 14
+15 mins. 0 134 12 146 0 0 3 3 4 95 0 99 18 0 4 22
+30 mins. 0 147 16 163 0 0 2 2 5 103 0 108 15 0 5 20
+45 mins. 0 134 18 152 1 0 0 1 4 88 2 94 10 0 7 17
Total Volume 0 523 61 584 1 0 6 7 17 407 2 426 55 0 18 73 % App. Total 0 89.6 10.4 14.3 0 85.7 4 95.5 0.5 75.3 0 24.7 PHF .000 .889 .847 .896 .250 .000 .500 .583 .850 .841 .250 .852 .764 .000 .643 .830 Counts Unlimited, Inc.

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

3.1-20
1063
Item 2.

City of Coachella
Calhoun Street
S/ Avenue 48
24 Hour Directional Volume Count
COA001
Site Code: 051-24698
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
email: [email protected]
Start 8/27/24 Northbound Hour Totals Southbound Hour Totals Combined Totals Time Tue Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 8 51 18 78
12:15 7 80 13 69
12:30 7 57 3 102
12:45 3 74 25 262 19 76 53 325 78 587
01:00 4 76 9 68
01:15 4 55 10 70
01:30 3 65 7 80
01:45 0 72 11 268 3 89 29 307 40 575
02:00 1 85 0 89
02:15 5 90 3 98
02:30 5 112 3 138
02:45 4 102 15 389 3 155 9 480 24 869
03:00 3 132 4 130
03:15 7 93 2 135
03:30 15 104 3 133
03:45 16 70 41 399 5 111 14 509 55 908
04:00 15 70 5 169
04:15 16 79 13 156
04:30 34 89 3 146
04:45 47 77 112 315 4 158 25 629 137 944
05:00 28 80 21 159
05:15 38 98 20 164
05:30 66 77 28 146
05:45 57 87 189 342 44 148 113 617 302 959
06:00 66 74 52 110
06:15 68 81 69 120
06:30 84 79 85 108
06:45 110 80 328 314 90 118 296 456 624 770
07:00 141 73 47 116
07:15 167 61 69 108
07:30 184 54 108 94
07:45 198 50 690 238 97 97 321 415 1011 653
08:00 143 56 84 115
08:15 90 50 71 106
08:30 85 51 62 141
08:45 71 43 389 200 48 103 265 465 654 665
09:00 67 46 59 85
09:15 56 25 49 78
09:30 69 36 43 70
09:45 58 22 250 129 42 60 193 293 443 422
10:00 64 18 54 46
10:15 50 25 53 51
10:30 55 13 48 38
10:45 50 14 219 70 51 40 206 175 425 245
11:00 56 20 61 24
11:15 45 13 63 17
11:30 55 13 59 25
11:45 53 11 209 57 70 14 253 80 462 137
Total 2478 2983 2478 2983 1777 4751 1777 4751 4255 7734 Combined
Total 5461 5461 6528 6528 11989
AM Peak - 07:15 - - - 07:30 - - - - -
Vol. - 692 - - - 360 - - - - -
P.H.F. 0.874 0.833
PM Peak - - 02:30 - - - 04:00 - - - -
Vol. - - 439 - - - 629 - - - -
P.H.F. 0.831 0.930
Percentag
e

45.4% 54.6% 27.2% 72.8%
ADT/AADT ADT 11,989 AADT 11,989

3.1-21
1064
Item 2.

City of Coachella
Calhoun Street
S/ Avenue 49
24 Hour Directional Volume Count
COA002
Site Code: 051-24698
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
email: [email protected]
Start 8/27/24 Northbound Hour Totals Southbound Hour Totals Combined Totals Time Tue Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 13 72 9 44
12:15 10 51 4 66
12:30 3 88 5 51
12:45 9 66 35 277 2 60 20 221 55 498
01:00 5 69 4 58
01:15 8 60 3 52
01:30 4 76 3 56
01:45 4 82 21 287 1 72 11 238 32 525
02:00 0 84 2 72
02:15 1 102 4 91
02:30 2 124 6 116
02:45 3 134 6 444 3 109 15 388 21 832
03:00 4 110 3 146
03:15 2 110 5 89
03:30 4 113 10 98
03:45 3 87 13 420 8 66 26 399 39 819
04:00 6 140 12 92
04:15 13 124 11 68
04:30 11 118 24 90
04:45 11 120 41 502 31 78 78 328 119 830
05:00 17 123 18 84
05:15 23 134 30 94
05:30 38 108 44 82
05:45 60 130 138 495 42 84 134 344 272 839
06:00 40 88 56 72
06:15 60 86 56 78
06:30 91 102 77 59
06:45 83 87 274 363 98 76 287 285 561 648
07:00 56 82 118 69
07:15 72 70 134 58
07:30 97 64 156 46
07:45 121 76 346 292 154 52 562 225 908 517
08:00 82 88 121 56
08:15 78 68 76 57
08:30 64 88 76 55
08:45 44 68 268 312 58 49 331 217 599 529
09:00 51 68 56 46
09:15 47 49 41 32
09:30 43 48 50 37
09:45 46 40 187 205 55 17 202 132 389 337
10:00 52 30 44 25
10:15 45 28 46 25
10:30 44 25 52 13
10:45 48 28 189 111 42 19 184 82 373 193
11:00 50 16 44 20
11:15 64 9 50 13
11:30 51 15 52 14
11:45 76 6 241 46 47 11 193 58 434 104
Total 1759 3754 1759 3754 2043 2917 2043 2917 3802 6671 Combined
Total 5513 5513 4960 4960 10473
AM Peak - 07:30 - - - 07:15 - - - - -
Vol. - 378 - - - 565 - - - - -
P.H.F. 0.781 0.905
PM Peak - - 04:00 - - - 02:15 - - - -
Vol. - - 502 - - - 462 - - - -
P.H.F. 0.896 0.791
Percentag
e

31.9% 68.1% 41.2% 58.8%
ADT/AADT ADT 10,473 AADT 10,473

3.1-22
1065
Item 2.

City of Coachella
Jackson Street
N/ Odium Drive
24 Hour Directional Volume Count
COA003
Site Code: 051-24698
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
email: [email protected]
Start 8/27/24 Northbound Hour Totals Southbound Hour Totals Combined Totals Time Tue Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 10 134 13 107
12:15 7 141 7 88
12:30 5 128 8 120
12:45 3 129 25 532 7 112 35 427 60 959
01:00 4 139 1 83
01:15 6 136 5 76
01:30 2 164 8 106
01:45 2 164 14 603 4 103 18 368 32 971
02:00 2 145 2 100
02:15 5 184 3 133
02:30 7 199 3 121
02:45 4 173 18 701 3 131 11 485 29 1186
03:00 5 190 3 149
03:15 6 188 2 144
03:30 13 145 6 115
03:45 6 127 30 650 1 164 12 572 42 1222
04:00 8 175 8 151
04:15 22 162 16 160
04:30 27 171 20 158
04:45 40 148 97 656 31 176 75 645 172 1301
05:00 39 160 29 183
05:15 57 149 53 180
05:30 70 169 74 147
05:45 87 154 253 632 118 139 274 649 527 1281
06:00 82 157 85 101
06:15 97 141 96 114
06:30 119 125 101 108
06:45 157 126 455 549 97 99 379 422 834 971
07:00 138 104 100 80
07:15 188 109 132 67
07:30 207 113 136 89
07:45 164 126 697 452 135 80 503 316 1200 768
08:00 190 128 124 104
08:15 150 85 116 77
08:30 159 97 106 63
08:45 171 71 670 381 99 72 445 316 1115 697
09:00 140 56 71 76
09:15 139 37 86 71
09:30 120 56 93 62
09:45 144 34 543 183 107 53 357 262 900 445
10:00 129 39 85 28
10:15 160 28 98 34
10:30 156 27 80 24
10:45 142 17 587 111 111 20 374 106 961 217
11:00 145 9 95 29
11:15 153 19 77 23
11:30 146 10 88 13
11:45 113 5 557 43 76 13 336 78 893 121
Total 3946 5493 3946 5493 2819 4646 2819 4646 6765 10139 Combined
Total 9439 9439 7465 7465 16904
AM Peak - 07:15 - - - 07:15 - - - - -
Vol. - 749 - - - 527 - - - - -
P.H.F. 0.905 0.969
PM Peak - - 02:30 - - - 04:30 - - - -
Vol. - - 750 - - - 697 - - - -
P.H.F. 0.942 0.952
Percentag
e

41.8% 58.2% 37.8% 62.2%
ADT/AADT ADT 16,904 AADT 16,904

3.1-23
1066
Item 2.

Calhoun Street Subdivision Traffic Analysis
15830-04 TA Report.docx
This Page Intentionally Left Blank

3.1-24
1067
Item 2.

Calhoun Street Subdivision Traffic Analysis
15830-04 TA Report.docx
APPENDIX 3.2: EXISTING (2024) CONDITIONS

INTERSECTION OPERATIONS ANALYSIS WORKSHEETS
1068
Item 2.

Calhoun Street Subdivision Traffic Analysis
15830-04 TA Report.docx
This Page Intentionally Left Blank
1069
Item 2.

Lanes, Volumes, Timings Existing (2024) AM Peak Hour
1: Calhoun St. & Dr. Carreon Bl.

Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 79 181 59 25 280 85 229 511 79 80 252 142 Future Volume (vph) 79 181 59 25 280 85 229 511 79 80 252 142 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 75 0 105 0 100 0 100 100
Storage Lanes 1 1 1 0 1 1 1 1
Taper Length (ft) 90 60 90 90
Link Speed (mph) 40 40 45 40
Link Distance (ft) 2582 982 2694 905
Travel Time (s) 44.0 16.7 40.8 15.4
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 (%)
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized

3.2-1
1070
Item 2.

HCM 7th AWSC Existing (2024) AM Peak Hour
1: Calhoun St. & Dr. Carreon Bl.

Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Intersection Delay, s/veh 102.2
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 79 181 59 25 280 85 229 511 79 80 252 142 Future Vol, veh/h 79 181 59 25 280 85 229 511 79 80 252 142 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 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 84 193 63 27 298 90 244 544 84 85 268 151
Number of Lanes 111110111120
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2333
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3332
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 3323
HCM Control Delay, s/veh 24.9 106.1 173.3 28.1

HCM LOS C F F D
Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 100% 0% 0%
Vol Thru, % 0% 100% 0% 0% 100% 0% 0% 77% 0% 100% 37%
Vol Right, % 0% 0% 100% 0% 0% 100% 0% 23% 0% 0% 63%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 229 511 79 79 181 59 25 365 80 168 226 LT Vol 229 0 0 79 0 0 25 0 80 0 0
Through Vol 0 511 0 0 181 0 0 280 0 168 84
RT Vol 0 0 79 0 0 59 0 85 0 0 142
Lane Flow Rate 244 544 84 84 193 63 27 388 85 179 240
Geometry Grp 66666666666
Degree of Util (X) 0.705 1.485 0.214 0.267 0.586 0.179 0.08 1.099 0.259 0.519 0.669 Departure Headway (Hd) 10.882 10.362 9.634 12.411 11.892 11.165 11.489 10.826 11.944 11.421 10.961 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 334 353 375 292 306 323 314 338 303 318 332
Service Time 8.582 8.062 7.334 10.111 9.592 8.865 9.189 8.526 9.644 9.121 8.661 HCM Lane V/C Ratio 0.731 1.541 0.224 0.288 0.631 0.195 0.086 1.148 0.281 0.563 0.723 HCM Control Delay, s/veh 35.9 259.4 14.9 19.6 30.1 16.3 15.2 112.3 18.8 25.8 33.2 HCM Lane LOS E F B CDCCFCDD
HCM 95th-tile Q 5.1 28 0.8 1.1 3.5 0.6 0.3 13.9 1 2.8 4.5

3.2-2
1071
Item 2.

Lanes, Volumes, Timings Existing (2024) AM Peak Hour
2: Calhoun St. & Avenue 48
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 65 384 109 29 601 92 264 508 60 60 215 67 Future Volume (vph) 65 384 109 29 601 92 264 508 60 60 215 67 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 110 0 105 0 100 0
Storage Lanes 1 0 1 0 1 0 1 0
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 50 45 45
Link Distance (ft) 1021 1428 2333 2694
Travel Time (s) 13.9 19.5 35.3 40.8
Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Shared Lane Traffic (%)
Turn Type Prot NA Prot NA Prot NA Prot NA
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases
Detector Phase 5 2 1 6 3 8 7 4
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.5 22.5 9.5 22.5 9.5 22.5 9.5 22.5
Total Split (s) 14.6 32.6 11.0 29.0 33.4 42.2 14.2 23.0 Total Split (%) 14.6% 32.6% 11.0% 29.0% 33.4% 42.2% 14.2% 23.0% 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 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 Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None C-Max None C-Max None Max None Max
Intersection Summary
Area Type: Other
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow, Master Intersection Natural Cycle: 75
Control Type: Actuated-Coordinated
Splits and Phases: 2: Calhoun St. & Avenue 48

3.2-3
1072
Item 2.

HCM 7th Signalized Intersection Summary Existing (2024) AM Peak Hour 2: Calhoun St. & Avenue 48
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 65 384 109 29 601 92 264 508 60 60 215 67 Future Volume (veh/h) 65 384 109 29 601 92 264 508 60 60 215 67 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 78 463 131 35 724 111 318 612 72 72 259 81 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 100 1434 393 55 1496 227 357 1208 142 93 613 188 Arrive On Green 0.06 0.36 0.36 0.03 0.33 0.33 0.20 0.38 0.38 0.05 0.23 0.23 Sat Flow, veh/h 1781 3986 1092 1781 4473 679 1781 3203 376 1781 2680 820 Grp Volume(v), veh/h 78 393 201 35 549 286 318 339 345 72 170 170 Grp Sat Flow(s),veh/h/ln 1781 1702 1674 1781 1702 1748 1781 1777 1803 1781 1777 1723 Q Serve(g_s), s 4.3 8.4 8.7 1.9 12.8 13.0 17.4 14.7 14.7 4.0 8.1 8.5 Cycle Q Clear(g_c), s 4.3 8.4 8.7 1.9 12.8 13.0 17.4 14.7 14.7 4.0 8.1 8.5 Prop In Lane 1.00 0.65 1.00 0.39 1.00 0.21 1.00 0.48
Lane Grp Cap(c), veh/h 100 1225 602 55 1139 585 357 670 680 93 407 394 V/C Ratio(X) 0.78 0.32 0.33 0.63 0.48 0.49 0.89 0.51 0.51 0.78 0.42 0.43 Avail Cap(c_a), veh/h 180 1225 602 116 1139 585 515 670 680 173 407 394 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.6 23.2 23.3 47.9 26.4 26.5 38.9 24.0 24.0 46.8 32.9 33.0 Incr Delay (d2), s/veh 12.1 0.7 1.5 11.3 1.5 2.9 13.1 2.7 2.7 12.8 3.1 3.4 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 2.2 3.2 3.4 1.0 5.0 5.5 8.5 6.2 6.4 2.0 3.7 3.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 58.6 23.9 24.8 59.2 27.9 29.4 52.0 26.7 26.7 59.6 36.0 36.4 LnGrp LOS ECCECCDCCEDD
Approach Vol, veh/h 672 870 1002 412
Approach Delay, s/veh 28.2 29.6 34.7 40.3
Approach LOS CCCD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.6 40.5 24.5 27.4 10.1 38.0 9.7 42.2 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 6.5 28.1 28.9 18.5 10.1 24.5 9.7 37.7 Max Q Clear Time (g_c+I1), s 3.9 10.7 19.4 10.5 6.3 15.0 6.0 16.7 Green Ext Time (p_c), s 0.0 3.1 0.6 1.1 0.0 3.3 0.0 3.8 Intersection Summary
HCM 7th Control Delay, s/veh 32.5
HCM 7th LOS C

3.2-4
1073
Item 2.

Lanes, Volumes, Timings Existing (2024) AM Peak Hour
3: Calhoun St. & Avenue 49
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 50 37 647 29 14 382
Future Volume (vph) 50 37 647 29 14 382
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 100
Storage Lanes 1 0 0 1
Taper Length (ft) 60 60
Link Speed (mph) 30 45 45
Link Distance (ft) 1354 2442 287
Travel Time (s) 30.8 37.0 4.3
Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86
Shared Lane Traffic (%)
Sign Control Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized

3.2-5
1074
Item 2.

HCM 7th AWSC Existing (2024) AM Peak Hour
3: Calhoun St. & Avenue 49
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Intersection Delay, s/veh 51.2
Intersection LOS F
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 50 37 647 29 14 382
Future Vol, veh/h 50 37 647 29 14 382
Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 58 43 752 34 16 444
Number of Lanes 101011
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 1
Conflicting Approach Left NB WB
Conflicting Lanes Left 1 0 1
Conflicting Approach Right SB WB
Conflicting Lanes Right 2 1 0
HCM Control Delay, s/veh 11.2 75.2 19

HCM LOS B F C
Lane NBLn1 WBLn1 SBLn1 SBLn2
Vol Left, % 0% 57% 100% 0%
Vol Thru, % 96% 0% 0% 100%
Vol Right, % 4% 43% 0% 0%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 676 87 14 382
LT Vol 0 50 14 0
Through Vol 647 0 0 382
RT Vol 29 37 0 0
Lane Flow Rate 786 101 16 444
Geometry Grp 4a 2 5 5
Degree of Util (X) 1.07 0.184 0.027 0.679
Departure Headway (Hd) 4.902 6.716 6.125 5.619
Convergence, Y/N Yes Yes Yes Yes
Cap 731 537 588 649
Service Time 2.994 4.716 3.825 3.319
HCM Lane V/C Ratio 1.075 0.188 0.027 0.684
HCM Control Delay, s/veh 75.2 11.2 9 19.4
HCM Lane LOS F B A C
HCM 95th-tile Q 20.5 0.7 0.1 5.3

3.2-6
1075
Item 2.

Lanes, Volumes, Timings Existing (2024) AM Peak Hour
4: Calhoun St. & Avenue 50
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 41 210 24 29 430 167 97 350 157 113 251 90 Future Volume (vph) 41 210 24 29 430 167 97 350 157 113 251 90 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 115 0 100 0 100 0
Storage Lanes 1 0 1 0 1 0 1 0
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 50 45 45
Link Distance (ft) 2636 2238 1460 368
Travel Time (s) 35.9 30.5 22.1 5.6
Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Shared Lane Traffic (%)
Turn Type Prot NA Prot NA Prot NA Prot NA
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases
Detector Phase 5 2 1 6 3 8 7 4
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.5 22.5 9.5 22.5 9.5 22.5 9.5 22.5
Total Split (s) 12.0 38.7 11.0 37.7 18.0 30.0 20.3 32.3 Total Split (%) 12.0% 38.7% 11.0% 37.7% 18.0% 30.0% 20.3% 32.3% 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 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 Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None C-Max None C-Max None Max None Max
Intersection Summary
Area Type: Other
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 65
Control Type: Actuated-Coordinated
Splits and Phases: 4: Calhoun St. & Avenue 50

3.2-7
1076
Item 2.

HCM 7th Signalized Intersection Summary Existing (2024) AM Peak Hour 4: Calhoun St. & Avenue 50
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 41 210 24 29 430 167 97 350 157 113 251 90 Future Volume (veh/h) 41 210 24 29 430 167 97 350 157 113 251 90 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 49 250 29 35 512 199 115 417 187 135 299 107 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 66 1381 159 55 1061 411 144 635 282 167 717 251 Arrive On Green 0.04 0.43 0.43 0.03 0.42 0.42 0.08 0.27 0.27 0.09 0.28 0.28 Sat Flow, veh/h 1781 3212 369 1781 2504 969 1781 2394 1062 1781 2580 904 Grp Volume(v), veh/h 49 137 142 35 363 348 115 308 296 135 204 202 Grp Sat Flow(s),veh/h/ln 1781 1777 1804 1781 1777 1696 1781 1777 1679 1781 1777 1708 Q Serve(g_s), s 2.7 4.8 4.9 1.9 14.8 14.9 6.3 15.4 15.7 7.4 9.4 9.7 Cycle Q Clear(g_c), s 2.7 4.8 4.9 1.9 14.8 14.9 6.3 15.4 15.7 7.4 9.4 9.7 Prop In Lane 1.00 0.20 1.00 0.57 1.00 0.63 1.00 0.53
Lane Grp Cap(c), veh/h 66 764 776 55 753 719 144 472 446 167 494 475 V/C Ratio(X) 0.74 0.18 0.18 0.63 0.48 0.48 0.80 0.65 0.66 0.81 0.41 0.43 Avail Cap(c_a), veh/h 134 764 776 116 753 719 240 472 446 281 494 475 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.7 17.6 17.6 47.9 20.9 20.9 45.1 32.6 32.8 44.4 29.4 29.6 Incr Delay (d2), s/veh 14.8 0.5 0.5 11.3 2.2 2.3 9.6 6.9 7.6 9.0 2.5 2.8 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 1.4 1.9 2.0 1.0 6.0 5.8 3.1 7.2 7.0 3.6 4.1 4.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 62.5 18.1 18.2 59.2 23.1 23.2 54.7 39.6 40.3 53.4 32.0 32.3 LnGrp LOS EBBE CCDDDDCC
Approach Vol, veh/h 328 746 719 541
Approach Delay, s/veh 24.8 24.8 42.3 37.5
Approach LOS CCDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.6 47.5 12.6 32.3 8.2 46.9 13.9 31.0 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 6.5 34.2 13.5 27.8 7.5 33.2 15.8 25.5 Max Q Clear Time (g_c+I1), s 3.9 6.9 8.3 11.7 4.7 16.9 9.4 17.7 Green Ext Time (p_c), s 0.0 1.4 0.1 1.9 0.0 3.6 0.2 2.1 Intersection Summary
HCM 7th Control Delay, s/veh 33.1
HCM 7th LOS C

3.2-8
1077
Item 2.

Lanes, Volumes, Timings Existing (2024) AM Peak Hour
5: Jackson St. & Odlum Dr.

Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 89 32 7 540 515 26
Future Volume (vph) 89 32 7 540 515 26
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) 590 968 636
Travel Time (s) 13.4 13.2 8.7
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89
Shared Lane Traffic (%)
Sign Control Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized

3.2-9
1078
Item 2.

HCM 7th AWSC Existing (2024) AM Peak Hour
5: Jackson St. & Odlum Dr.

Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Intersection Delay, s/veh 51.9
Intersection LOS F
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 89 32 7 540 515 26
Future Vol, veh/h 89 32 7 540 515 26
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 100 36 8 607 579 29
Number of Lanes 111121
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 3 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 3 2 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay, s/veh 13.3 95.2 16.7

HCM LOS B F C
Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1 SBLn2 SBLn3
Vol Left, % 100% 0% 100% 0% 0% 0% 0%
Vol Thru, % 0% 100% 0% 0% 100% 100% 0%
Vol Right, % 0% 0% 0% 100% 0% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 7 540 89 32 258 258 26
LT Vol 7 0 89 0 0 0 0
Through Vol 0 540 0 0 258 258 0
RT Vol 0 0 0 32 0 0 26
Lane Flow Rate 8 607 100 36 289 289 29
Geometry Grp 6666666
Degree of Util (X) 0.015 1.109 0.235 0.073 0.534 0.534 0.034 Departure Headway (Hd) 7.084 6.579 8.793 7.563 6.896 6.896 4.424 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 506 552 411 476 527 527 814
Service Time 4.822 4.316 6.493 5.263 4.596 4.596 2.124
HCM Lane V/C Ratio 0.016 1.1 0.243 0.076 0.548 0.548 0.036 HCM Control Delay, s/veh 9.9 96.3 14.2 10.9 17.2 17.2 7.3 HCM Lane LOS A F B B C C A
HCM 95th-tile Q 0 19.2 0.9 0.2 3.1 3.1 0.1

3.2-10
1079
Item 2.

Lanes, Volumes, Timings Existing (2024) PM Peak Hour
1: Calhoun St. & Dr. Carreon Bl.

Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 47 194 125 20 143 67 74 247 22 60 502 84 Future Volume (vph) 47 194 125 20 143 67 74 247 22 60 502 84 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 75 0 105 0 100 0 100 100
Storage Lanes 1 1 1 0 1 1 1 1
Taper Length (ft) 90 60 90 90
Link Speed (mph) 40 40 45 40
Link Distance (ft) 2582 982 2694 905
Travel Time (s) 44.0 16.7 40.8 15.4
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Shared Lane Traffic (%)
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized

3.2-11
1080
Item 2.

HCM 7th AWSC Existing (2024) PM Peak Hour
1: Calhoun St. & Dr. Carreon Bl.

Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Intersection Delay, s/veh 28.7
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 47 194 125 20 143 67 74 247 22 60 502 84 Future Vol, veh/h 47 194 125 20 143 67 74 247 22 60 502 84 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 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 51 209 134 22 154 72 80 266 24 65 540 90
Number of Lanes 111110111120
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2333
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3332
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 3323
HCM Control Delay, s/veh 19.6 23.8 27.1 36.5

HCM LOSC C D E
Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 100% 0% 0%
Vol Thru, % 0% 100% 0% 0% 100% 0% 0% 68% 0% 100% 67%
Vol Right, % 0% 0% 100% 0% 0% 100% 0% 32% 0% 0% 33%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 74 247 22 47 194 125 20 210 60 335 251 LT Vol 74 0 0 47 0 0 20 0 60 0 0
Through Vol 0 247 0 0 194 0 0 143 0 335 167
RT Vol 0 0 22 0 0 125 0 67 0 0 84
Lane Flow Rate 80 266 24 51 209 134 22 226 65 360 270
Geometry Grp 66666666666
Degree of Util (X) 0.221 0.701 0.058 0.14 0.55 0.328 0.06 0.589 0.166 0.876 0.64 Departure Headway (Hd) 10.018 9.504 8.783 10.002 9.492 8.778 10.106 9.383 9.276 8.763 8.523 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 357 380 406 358 380 409 354 384 386 414 422
Service Time 7.801 7.286 6.565 7.782 7.271 6.556 7.884 7.16 7.049 6.536 6.295 HCM Lane V/C Ratio 0.224 0.7 0.059 0.142 0.55 0.328 0.062 0.589 0.168 0.87 0.64 HCM Control Delay, s/veh 15.6 31.9 12.1 14.4 23.4 15.8 13.5 24.8 13.9 48.9 25.4 HCM Lane LOS C D B B C C B C B E D
HCM 95th-tile Q 0.8 5.1 0.2 0.5 3.2 1.4 0.2 3.6 0.6 8.8 4.3

3.2-12
1081
Item 2.

Lanes, Volumes, Timings Existing (2024) PM Peak Hour
2: Calhoun St. & Avenue 48
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 54 583 281 30 400 38 121 260 36 67 404 96 Future Volume (vph) 54 583 281 30 400 38 121 260 36 67 404 96 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 110 0 105 0 100 0
Storage Lanes 1 0 1 0 1 0 1 0
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 50 45 45
Link Distance (ft) 1021 1428 2333 2694
Travel Time (s) 13.9 19.5 35.3 40.8
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 (%)
Turn Type Prot NA Prot NA Prot NA Prot NA
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases
Detector Phase 5 2 1 6 3 8 7 4
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.5 22.5 9.5 22.5 9.5 22.5 9.5 22.5
Total Split (s) 15.0 37.0 12.0 34.0 21.0 35.0 16.0 30.0 Total Split (%) 15.0% 37.0% 12.0% 34.0% 21.0% 35.0% 16.0% 30.0% 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 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 Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None C-Max None C-Max None Max None Max
Intersection Summary
Area Type: Other
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow, Master Intersection Natural Cycle: 65
Control Type: Actuated-Coordinated
Splits and Phases: 2: Calhoun St. & Avenue 48

3.2-13
1082
Item 2.

HCM 7th Signalized Intersection Summary Existing (2024) PM Peak Hour 2: Calhoun St. & Avenue 48
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 54 583 281 30 400 38 121 260 36 67 404 96 Future Volume (veh/h) 54 583 281 30 400 38 121 260 36 67 404 96 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 56 601 290 31 412 39 125 268 37 69 416 99 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 72 1484 691 51 2016 188 156 958 131 89 763 180 Arrive On Green 0.04 0.44 0.44 0.03 0.42 0.42 0.09 0.31 0.31 0.05 0.27 0.27 Sat Flow, veh/h 1781 3404 1585 1781 4751 443 1781 3141 429 1781 2853 673 Grp Volume(v), veh/h 56 601 290 31 293 158 125 150 155 69 258 257 Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1781 1702 1791 1781 1777 1793 1781 1777 1749 Q Serve(g_s), s 3.1 12.1 12.6 1.7 5.4 5.6 6.9 6.4 6.6 3.8 12.4 12.6 Cycle Q Clear(g_c), s 3.1 12.1 12.6 1.7 5.4 5.6 6.9 6.4 6.6 3.8 12.4 12.6 Prop In Lane 1.00 1.00 1.00 0.25 1.00 0.24 1.00 0.38
Lane Grp Cap(c), veh/h 72 1484 691 51 1444 760 156 542 547 89 475 468 V/C Ratio(X) 0.77 0.40 0.42 0.60 0.20 0.21 0.80 0.28 0.28 0.77 0.54 0.55 Avail Cap(c_a), veh/h 187 1484 691 134 1444 760 294 542 547 205 475 468 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.5 19.3 19.5 48.0 18.1 18.2 44.8 26.4 26.4 46.9 31.4 31.5 Incr Delay (d2), s/veh 15.9 0.8 1.9 10.8 0.3 0.6 9.1 1.3 1.3 13.1 4.4 4.6 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 1.6 4.5 4.6 0.9 2.0 2.2 3.3 2.8 2.9 2.0 5.6 5.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 63.4 20.1 21.3 58.8 18.5 18.8 53.9 27.7 27.7 60.1 35.8 36.0 LnGrp LOS ECCEBBDCCEDD
Approach Vol, veh/h 947 482 430 584
Approach Delay, s/veh 23.1 21.2 35.3 38.8
Approach LOS CCDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.4 48.1 13.3 31.3 8.6 46.9 9.5 35.0 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 7.5 32.5 16.5 25.5 10.5 29.5 11.5 30.5 Max Q Clear Time (g_c+I1), s 3.7 14.6 8.9 14.6 5.1 7.6 5.8 8.6 Green Ext Time (p_c), s 0.0 5.1 0.2 2.1 0.0 2.4 0.0 1.5 Intersection Summary
HCM 7th Control Delay, s/veh 28.6
HCM 7th LOS C

3.2-14
1083
Item 2.

Lanes, Volumes, Timings Existing (2024) PM Peak Hour
3: Calhoun St. & Avenue 49
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 35 20 392 23 28 552
Future Volume (vph) 35 20 392 23 28 552
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 100
Storage Lanes 1 0 0 1
Taper Length (ft) 60 60
Link Speed (mph) 30 45 45
Link Distance (ft) 1354 2442 287
Travel Time (s) 30.8 37.0 4.3
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Shared Lane Traffic (%)
Sign Control Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized

3.2-15
1084
Item 2.

HCM 7th AWSC Existing (2024) PM Peak Hour
3: Calhoun St. & Avenue 49
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Intersection Delay, s/veh 20.3
Intersection LOS C
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 35 20 392 23 28 552
Future Vol, veh/h 35 20 392 23 28 552
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 37 21 413 24 29 581
Number of Lanes 101011
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 1
Conflicting Approach Left NB WB
Conflicting Lanes Left 1 0 1
Conflicting Approach Right SB WB
Conflicting Lanes Right 2 1 0
HCM Control Delay, s/veh 9.9 14.7 25.3

HCM LOS A B D
Lane NBLn1 WBLn1 SBLn1 SBLn2
Vol Left, % 0% 64% 100% 0%
Vol Thru, % 94% 0% 0% 100%
Vol Right, % 6% 36% 0% 0%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 415 55 28 552
LT Vol 0 35 28 0
Through Vol 392 0 0 552
RT Vol 23 20 0 0
Lane Flow Rate 437 58 29 581
Geometry Grp 4a 2 5 5
Degree of Util (X) 0.589 0.099 0.045 0.814
Departure Headway (Hd) 4.857 6.16 5.544 5.041
Convergence, Y/N Yes Yes Yes Yes
Cap 738 576 644 715
Service Time 2.908 4.258 3.294 2.79
HCM Lane V/C Ratio 0.592 0.101 0.045 0.813
HCM Control Delay, s/veh 14.7 9.9 8.6 26.1
HCM Lane LOS B A A D
HCM 95th-tile Q 3.9 0.3 0.1 8.6

3.2-16
1085
Item 2.

Lanes, Volumes, Timings Existing (2024) PM Peak Hour
4: Calhoun St. & Avenue 50
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 53 422 43 10 318 120 56 202 66 150 275 64 Future Volume (vph) 53 422 43 10 318 120 56 202 66 150 275 64 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 115 0 100 0 100 0
Storage Lanes 1 0 1 0 1 0 1 0
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 50 45 45
Link Distance (ft) 2636 2238 1460 368
Travel Time (s) 35.9 30.5 22.1 5.6
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Shared Lane Traffic (%)
Turn Type Prot NA Prot NA Prot NA Prot NA
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases
Detector Phase 5 2 1 6 3 8 7 4
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.5 22.5 9.5 22.5 9.5 22.5 9.5 22.5
Total Split (s) 16.0 37.0 11.0 32.0 16.0 26.0 26.0 36.0 Total Split (%) 16.0% 37.0% 11.0% 32.0% 16.0% 26.0% 26.0% 36.0% 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 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 Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None C-Max None C-Max None Max None Max
Intersection Summary
Area Type: Other
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 65
Control Type: Actuated-Coordinated
Splits and Phases: 4: Calhoun St. & Avenue 50

3.2-17
1086
Item 2.

HCM 7th Signalized Intersection Summary Existing (2024) PM Peak Hour 4: Calhoun St. & Avenue 50
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 53 422 43 10 318 120 56 202 66 150 275 64 Future Volume (veh/h) 53 422 43 10 318 120 56 202 66 150 275 64 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 55 440 45 10 331 125 58 210 69 156 286 67 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 71 1468 149 22 1073 398 75 663 212 191 903 208 Arrive On Green 0.04 0.45 0.45 0.01 0.42 0.42 0.04 0.25 0.25 0.11 0.31 0.31 Sat Flow, veh/h 1781 3256 332 1781 2537 941 1781 2649 846 1781 2867 661 Grp Volume(v), veh/h 55 239 246 10 230 226 58 139 140 156 175 178 Grp Sat Flow(s),veh/h/ln 1781 1777 1811 1781 1777 1701 1781 1777 1718 1781 1777 1751 Q Serve(g_s), s 3.1 8.5 8.6 0.6 8.6 8.8 3.2 6.4 6.7 8.6 7.5 7.7 Cycle Q Clear(g_c), s 3.1 8.5 8.6 0.6 8.6 8.8 3.2 6.4 6.7 8.6 7.5 7.7 Prop In Lane 1.00 0.18 1.00 0.55 1.00 0.49 1.00 0.38
Lane Grp Cap(c), veh/h 71 801 816 22 752 719 75 444 430 191 560 552 V/C Ratio(X) 0.77 0.30 0.30 0.46 0.31 0.31 0.77 0.31 0.33 0.82 0.31 0.32 Avail Cap(c_a), veh/h 205 801 816 116 752 719 205 444 430 383 560 552 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.6 17.4 17.5 49.1 19.1 19.2 47.4 30.5 30.6 43.7 26.0 26.1 Incr Delay (d2), s/veh 16.1 1.0 0.9 14.6 1.1 1.1 15.3 1.8 2.0 8.4 1.5 1.5 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 3.4 3.5 0.3 3.5 3.4 1.7 2.8 2.9 4.1 3.2 3.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 63.7 18.4 18.4 63.7 20.2 20.3 62.7 32.3 32.6 52.1 27.5 27.6 LnGrp LOS EBBECCE CCDCC
Approach Vol, veh/h 540 466 337 509
Approach Delay, s/veh 23.0 21.2 37.7 35.1
Approach LOS CCDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 5.7 49.6 8.7 36.0 8.5 46.8 15.2 29.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 6.5 32.5 11.5 31.5 11.5 27.5 21.5 21.5 Max Q Clear Time (g_c+I1), s 2.6 10.6 5.2 9.7 5.1 10.8 10.6 8.7 Green Ext Time (p_c), s 0.0 2.4 0.0 1.8 0.0 2.1 0.3 1.1 Intersection Summary
HCM 7th Control Delay, s/veh 28.5
HCM 7th LOS C

3.2-18
1087
Item 2.

Lanes, Volumes, Timings Existing (2024) PM Peak Hour
5: Jackson St. & Odlum Dr.

Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 64 22 20 462 612 73
Future Volume (vph) 64 22 20 462 612 73
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) 590 968 636
Travel Time (s) 13.4 13.2 8.7
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Shared Lane Traffic (%)
Sign Control Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized

3.2-19
1088
Item 2.

HCM 7th AWSC Existing (2024) PM Peak Hour
5: Jackson St. & Odlum Dr.

Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Intersection Delay, s/veh 23
Intersection LOS C
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 64 22 20 462 612 73
Future Vol, veh/h 64 22 20 462 612 73
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 67 23 21 481 638 76
Number of Lanes 111121
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 3 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 3 2 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay, s/veh 12.1 35.5 15.6

HCM LOS B E C
Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1 SBLn2 SBLn3
Vol Left, % 100% 0% 100% 0% 0% 0% 0%
Vol Thru, % 0% 100% 0% 0% 100% 100% 0%
Vol Right, % 0% 0% 0% 100% 0% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 20 462 64 22 306 306 73
LT Vol 20 0 64 0 0 0 0
Through Vol 0 462 0 0 306 306 0
RT Vol 0 0 0 22 0 0 73
Lane Flow Rate 21 481 67 23 319 319 76
Geometry Grp 6666666
Degree of Util (X) 0.04 0.858 0.155 0.046 0.554 0.554 0.08 Departure Headway (Hd) 6.924 6.42 8.383 7.16 6.255 6.255 3.796 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 516 563 426 497 574 574 936
Service Time 4.679 4.175 6.171 4.947 4.011 4.011 1.551
HCM Lane V/C Ratio 0.041 0.854 0.157 0.046 0.556 0.556 0.081 HCM Control Delay, s/veh 10 36.6 12.7 10.3 16.6 16.6 6.9 HCM Lane LOS AEBBCCA
HCM 95th-tile Q 0.1 9.3 0.5 0.1 3.4 3.4 0.3

3.2-20
1089
Item 2.

Calhoun Street Subdivision Traffic Analysis
15830-04 TA Report.docx
APPENDIX 3.3: TRAFFIC SIGNAL WARRANT ANALYSIS WORKSHEETS

1090
Item 2.

Calhoun Street Subdivision Traffic Analysis
15830-04 TA Report.docx
This Page Intentionally Left Blank

1091
Item 2.

California MUTCD 2016 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
Traffic Conditions = EXISTING (2024) AM PEAK HOUR WARRANTS Major Street Name = Calhoun St. Total of Both Approaches (VPH) = 1,293 Number of Approach Lanes Major Street = 2
Minor Street Name = Dr. Carreon Bl. High Volume Approach (VPH) = 390 Number of Approach Lanes Minor Street = 1
Intersection ID: #1
(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 1293
390
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\_15600_16000\_15800\15830\02_LOS\Signal Warrants\01 - Existing\01R_AM.xls\Fig 4C-4 (Rural Peak)

3.3-1
1092
Item 2.

California MUTCD 2016 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
Traffic Conditions = EXISTING (2024) PM PEAK HOUR WARRANTS Major Street Name = Calhoun St. Total of Both Approaches (VPH) = 989 Number of Approach Lanes Major Street = 2
Minor Street Name = Dr. Carreon Bl. High Volume Approach (VPH) = 366 Number of Approach Lanes Minor Street = 1
Intersection ID: #1
(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 989 366
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\_15600_16000\_15800\15830\02_LOS\Signal Warrants\01 - Existing\01R_PM.xls\Fig 4C-4 (Rural Peak)

3.3-2
1093
Item 2.

California MUTCD 2016 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
Traffic Conditions = EXISTING (2024) AM PEAK HOUR WARRANTS Major Street Name = Calhoun St. Total of Both Approaches (VPH) = 1,072 Number of Approach Lanes Major Street = 1
Minor Street Name = Avenue 49 High Volume Approach (VPH) = 87 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 1072 87 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\_15600_16000\_15800\15830\02_LOS\Signal Warrants\01 - Existing\03R_AM.xls\Fig 4C-4 (Rural Peak)

3.3-3
1094
Item 2.

California MUTCD 2016 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
Traffic Conditions = EXISTING (2024) PM PEAK HOUR WARRANTS Major Street Name = Calhoun St. Total of Both Approaches (VPH) = 995 Number of Approach Lanes Major Street = 1
Minor Street Name = Avenue 49 High Volume Approach (VPH) = 55 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 995 55 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\_15600_16000\_15800\15830\02_LOS\Signal Warrants\01 - Existing\03R_PM.xls\Fig 4C-4 (Rural Peak)

3.3-4
1095
Item 2.

California MUTCD 2016 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
Traffic Conditions = EXISTING (2024) AM PEAK HOUR WARRANTS Major Street Name = Jackson St. Total of Both Approaches (VPH) = 1,088 Number of Approach Lanes Major Street = 2
Minor Street Name = Avenue 49 - Odlum Dr. High Volume Approach (VPH) = 121 Number of Approach Lanes Minor Street = 1
Intersection ID: #5
(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 1088 121
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\_15600_16000\_15800\15830\02_LOS\Signal Warrants\01 - Existing\05R_AM.xls\Fig 4C-4 (Rural Peak)

3.3-5
1096
Item 2.

California MUTCD 2016 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
Traffic Conditions = EXISTING (2024) PM PEAK HOUR WARRANTS Major Street Name = Jackson St. Total of Both Approaches (VPH) = 1,167 Number of Approach Lanes Major Street = 2
Minor Street Name = Avenue 49 - Odlum Dr. High Volume Approach (VPH) = 86 Number of Approach Lanes Minor Street = 1
Intersection ID: #5
(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 1167
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\_15600_16000\_15800\15830\02_LOS\Signal Warrants\01 - Existing\05R_PM.xls\Fig 4C-4 (Rural Peak)

3.3-6
1097
Item 2.

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 Coachella CHK DATE
Major Street: Jackson St. Critical Approach Speed (Major) 45 mph Minor Street: Avenue 49 - Odlum Dr. Critical Approach Speed (Minor) 25 mph Major Street Approach Lanes = 2 lane Minor Street Approach Lanes 1 lane Major Street Future ADT = 21,208 vpd Minor Street Future ADT = 1,179 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 + 21,208 1 1,179 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 + 21,208 1 1,179 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
70% 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 XX ADT
EAC (2026)
JC 09/03/24

RURAL (R)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Signal Warrants\Daily.xlsx\EAC_05

3.3-7
1098
Item 2.

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 Coachella CHK DATE
Major Street: Calhoun St. Critical Approach Speed (Major) 45 mph Minor Street: Access 1 Critical Approach Speed (Minor) 25 mph Major Street Approach Lanes = 1 lane Minor Street Approach Lanes 1 lane Major Street Future ADT = 13,958 vpd Minor Street Future ADT = 882 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 13,958 1 882 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 13,958 1 882 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
53% 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 (2026)
JC 09/03/24

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\_15600_16000\_15800\15830\02_LOS\Signal Warrants\Daily.xlsx\EAP_06

3.3-8
1099
Item 2.

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 Coachella CHK DATE
Major Street: Access 2 Critical Approach Speed (Major) 30 mph Minor Street: Avenue 49 Critical Approach Speed (Minor) 25 mph Major Street Approach Lanes = 1 lane Minor Street Approach Lanes 1 lane Major Street Future ADT = 378 vpd Minor Street Future ADT = 378 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
1 378 1 378 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
1 378 1 378 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
5% 3%
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 XX ADT
EAP (2026)
JC 09/03/24

URBAN (U)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Signal Warrants\Daily.xlsx\EAP_07

3.3-9
1100
Item 2.

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 Coachella CHK DATE
Major Street: Access 2 Critical Approach Speed (Major) 45 mph Minor Street: Avenue 49 Critical Approach Speed (Minor) 25 mph Major Street Approach Lanes = 1 lane Minor Street Approach Lanes 1 lane Major Street Future ADT = 378 vpd Minor Street Future ADT = 378 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
1 378 1 378 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
1 378 1 378 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
7% 5%
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 XX ADT
EAPC (2026)
JC 09/03/24

RURAL (R)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Signal Warrants\Daily.xlsx\EAPC_07

3.3-10
1101
Item 2.

Calhoun Street Subdivision Traffic Analysis
15830-04 TA Report.docx
APPENDIX 5.1: EAP (2026) CONDITIONS

INTERSECTION OPERATIONS ANALYSIS WORKSHEETS
1102
Item 2.

Calhoun Street Subdivision Traffic Analysis
15830-04 TA Report.docx
This Page Intentionally Left Blank

1103
Item 2.

Lanes, Volumes, Timings EAP (2026) AM Peak Hour
1: Calhoun St. & Dr. Carreon Bl.

Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\03 - EAP & EAPC.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 82 188 66 29 291 88 252 553 89 83 270 148 Future Volume (vph) 82 188 66 29 291 88 252 553 89 83 270 148 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 75 0 105 0 100 0 100 100
Storage Lanes 1 1 1 0 1 1 1 1
Taper Length (ft) 90 60 90 90
Link Speed (mph) 40 40 45 40
Link Distance (ft) 2582 982 2694 905
Travel Time (s) 44.0 16.7 40.8 15.4
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 (%)
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized

5.1-1
1104
Item 2.

HCM 7th AWSC EAP (2026) AM Peak Hour
1: Calhoun St. & Dr. Carreon Bl.

Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\03 - EAP & EAPC.syn Urban Crossroads, Inc.

Intersection
Intersection Delay, s/veh 129.4
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 82 188 66 29 291 88 252 553 89 83 270 148 Future Vol, veh/h 82 188 66 29 291 88 252 553 89 83 270 148 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 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 87 200 70 31 310 94 268 588 95 88 287 157
Number of Lanes 111110111120
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2333
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3332
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 3323
HCM Control Delay, s/veh 27.3 136.4 219.1 32.3

HCM LOS D F F D
Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 100% 0% 0%
Vol Thru, % 0% 100% 0% 0% 100% 0% 0% 77% 0% 100% 38%
Vol Right, % 0% 0% 100% 0% 0% 100% 0% 23% 0% 0% 62%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 252 553 89 82 188 66 29 379 83 180 238 LT Vol 252 0 0 82 0 0 29 0 83 0 0
Through Vol 0 553 0 0 188 0 0 291 0 180 90
RT Vol 0 0 89 0 0 66 0 88 0 0 148
Lane Flow Rate 268 588 95 87 200 70 31 403 88 191 253
Geometry Grp 66666666666
Degree of Util (X) 0.788 1.649 0.247 0.283 0.623 0.205 0.096 1.19 0.274 0.568 0.72 Departure Headway (Hd) 11.311 10.79 10.059 12.953 12.433 11.704 11.979 11.316 12.478 11.954 11.497 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 322 341 359 279 292 309 301 323 290 304 316
Service Time 9.011 8.49 7.759 10.653 10.133 9.404 9.679 9.016 10.178 9.654 9.197 HCM Lane V/C Ratio 0.832 1.724 0.265 0.312 0.685 0.227 0.103 1.248 0.303 0.628 0.801 HCM Control Delay, s/veh 45.6 330.8 16 20.7 33.7 17.4 15.9 145.6 19.8 29.3 38.9 HCM Lane LOS E F CCDCCFCDE
HCM 95th-tile Q 6.4 33.3 1 1.1 3.9 0.8 0.3 16.3 1.1 3.3 5.2

5.1-2
1105
Item 2.

Lanes, Volumes, Timings EAP (2026) AM Peak Hour
1: Calhoun St. & Dr. Carreon Bl. WITH IMPROVEMENTS
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\103 - EAP & EAPC IMP.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 82 188 66 29 291 88 252 553 89 83 270 148 Future Volume (vph) 82 188 66 29 291 88 252 553 89 83 270 148 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 75 0 105 0 100 0 100 100
Storage Lanes 1 1 1 0 1 1 1 1
Taper Length (ft) 90 60 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 40 40 45 40
Link Distance (ft) 2582 982 2694 905
Travel Time (s) 44.0 16.7 40.8 15.4
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 Perm Prot NA
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases 2 8
Detector Phase 5 2 2 1 6 3 8 8 7 4
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) 9.5 22.5 22.5 9.5 22.5 9.5 22.5 22.5 9.5 22.5 Total Split (s) 12.2 35.2 35.2 10.5 33.5 29.1 42.0 42.0 12.3 25.2 Total Split (%) 12.2% 35.2% 35.2% 10.5% 33.5% 29.1% 42.0% 42.0% 12.3% 25.2% 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 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 4.5 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max None Max Max None Max Intersection Summary
Area Type: Other
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 80
Control Type: Actuated-Coordinated
Splits and Phases: 1: Calhoun St. & Dr. Carreon Bl.

5.1-3
1106
Item 2.

HCM 7th Signalized Intersection Summary EAP (2026) AM Peak Hour 1: Calhoun St. & Dr. Carreon Bl. WITH IMPROVEMENTS
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\103 - EAP & EAPC IMP.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 82 188 66 29 291 88 252 553 89 83 270 148 Future Volume (veh/h) 82 188 66 29 291 88 252 553 89 83 270 148 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 87 200 70 31 310 94 268 588 95 88 287 157 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, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 111 661 560 51 441 134 305 701 594 112 597 318 Arrive On Green 0.06 0.35 0.35 0.03 0.32 0.32 0.17 0.38 0.38 0.06 0.27 0.27 Sat Flow, veh/h 1781 1870 1585 1781 1377 418 1781 1870 1585 1781 2240 1192 Grp Volume(v), veh/h 87 200 70 31 0 404 268 588 95 88 226 218 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 0 1795 1781 1870 1585 1781 1777 1656 Q Serve(g_s), s 4.8 7.7 3.0 1.7 0.0 19.7 14.7 28.7 4.0 4.9 10.7 11.1 Cycle Q Clear(g_c), s 4.8 7.7 3.0 1.7 0.0 19.7 14.7 28.7 4.0 4.9 10.7 11.1 Prop In Lane 1.00 1.00 1.00 0.23 1.00 1.00 1.00 0.72
Lane Grp Cap(c), veh/h 111 661 560 51 0 574 305 701 594 112 474 441 V/C Ratio(X) 0.79 0.30 0.13 0.60 0.00 0.70 0.88 0.84 0.16 0.79 0.48 0.49 Avail Cap(c_a), veh/h 137 661 560 107 0 574 438 701 594 139 474 441 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 0.83 0.83 0.83 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.2 23.4 21.9 48.0 0.0 29.8 40.4 28.5 20.8 46.2 30.8 31.0 Incr Delay (d2), s/veh 20.9 1.2 0.5 10.8 0.0 7.1 11.4 9.7 0.5 20.6 3.4 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 2.7 3.5 1.1 0.9 0.0 9.2 7.1 13.7 1.5 2.7 4.9 4.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 67.1 24.6 22.3 58.8 0.0 36.9 51.9 38.2 21.3 66.8 34.2 34.9 LnGrp LOS ECCE DDDCECC
Approach Vol, veh/h 357 435 951 532
Approach Delay, s/veh 34.5 38.5 40.4 39.9
Approach LOS CDDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.4 39.8 21.6 31.2 10.7 36.5 10.8 42.0 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 6.0 30.7 24.6 20.7 7.7 29.0 7.8 37.5 Max Q Clear Time (g_c+I1), s 3.7 9.7 16.7 13.1 6.8 21.7 6.9 30.7 Green Ext Time (p_c), s 0.0 1.2 0.5 1.5 0.0 1.3 0.0 2.2 Intersection Summary
HCM 7th Control Delay, s/veh 39.0
HCM 7th LOS D

5.1-4
1107
Item 2.

Lanes, Volumes, Timings EAP (2026) AM Peak Hour
2: Calhoun St. & Avenue 48
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\03 - EAP & EAPC.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 68 400 115 38 625 96 282 571 83 62 240 70 Future Volume (vph) 68 400 115 38 625 96 282 571 83 62 240 70 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 110 0 105 0 100 0
Storage Lanes 1 0 1 0 1 0 1 0
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 50 45 45
Link Distance (ft) 1021 1428 2333 2694
Travel Time (s) 13.9 19.5 35.3 40.8
Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Shared Lane Traffic (%)
Turn Type Prot NA Prot NA Prot NA Prot NA
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases
Detector Phase 5 2 1 6 3 8 7 4
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.5 22.5 9.5 22.5 9.5 22.5 9.5 22.5
Total Split (s) 14.8 31.4 11.4 28.0 34.6 42.8 14.4 22.6 Total Split (%) 14.8% 31.4% 11.4% 28.0% 34.6% 42.8% 14.4% 22.6% 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 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 Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None C-Max None C-Max None Max None Max
Intersection Summary
Area Type: Other
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow, Master Intersection Natural Cycle: 80
Control Type: Actuated-Coordinated
Splits and Phases: 2: Calhoun St. & Avenue 48

5.1-5
1108
Item 2.

HCM 7th Signalized Intersection Summary EAP (2026) AM Peak Hour 2: Calhoun St. & Avenue 48
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\03 - EAP & EAPC.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 68 400 115 38 625 96 282 571 83 62 240 70 Future Volume (veh/h) 68 400 115 38 625 96 282 571 83 62 240 70 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 82 482 139 46 753 116 340 688 100 75 289 84 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 105 1375 384 64 1446 221 379 1193 173 97 613 175 Arrive On Green 0.06 0.35 0.35 0.04 0.32 0.32 0.21 0.38 0.38 0.05 0.22 0.22 Sat Flow, veh/h 1781 3966 1109 1781 4469 683 1781 3114 452 1781 2729 778 Grp Volume(v), veh/h 82 412 209 46 572 297 340 392 396 75 186 187 Grp Sat Flow(s),veh/h/ln 1781 1702 1671 1781 1702 1747 1781 1777 1789 1781 1777 1730 Q Serve(g_s), s 4.5 9.0 9.4 2.6 13.7 13.8 18.6 17.5 17.5 4.2 9.1 9.4 Cycle Q Clear(g_c), s 4.5 9.0 9.4 2.6 13.7 13.8 18.6 17.5 17.5 4.2 9.1 9.4 Prop In Lane 1.00 0.66 1.00 0.39 1.00 0.25 1.00 0.45
Lane Grp Cap(c), veh/h 105 1180 579 64 1102 566 379 681 685 97 399 388 V/C Ratio(X) 0.78 0.35 0.36 0.72 0.52 0.52 0.90 0.58 0.58 0.78 0.47 0.48 Avail Cap(c_a), veh/h 183 1180 579 123 1102 566 536 681 685 176 399 388 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.4 24.3 24.4 47.7 27.5 27.6 38.3 24.4 24.4 46.7 33.6 33.7 Incr Delay (d2), s/veh 11.6 0.8 1.7 13.8 1.8 3.5 13.7 3.5 3.5 12.4 3.9 4.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 3.5 3.7 1.3 5.4 5.9 9.1 7.5 7.6 2.1 4.2 4.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 58.0 25.1 26.1 61.5 29.2 31.0 52.0 28.0 28.0 59.1 37.5 37.9 LnGrp LOS ECCECCDCCEDD
Approach Vol, veh/h 703 915 1128 448
Approach Delay, s/veh 29.3 31.4 35.2 41.3
Approach LOS CCDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 8.1 39.2 25.8 27.0 10.4 36.9 9.9 42.8 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 6.9 26.9 30.1 18.1 10.3 23.5 9.9 38.3 Max Q Clear Time (g_c+I1), s 4.6 11.4 20.6 11.4 6.5 15.8 6.2 19.5 Green Ext Time (p_c), s 0.0 3.1 0.7 1.1 0.0 3.0 0.0 4.3 Intersection Summary
HCM 7th Control Delay, s/veh 33.7
HCM 7th LOS C

5.1-6
1109
Item 2.

Lanes, Volumes, Timings EAP (2026) AM Peak Hour
3: Calhoun St. & Avenue 49
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\03 - EAP & EAPC.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 14 2 2 52 2 38 2 729 30 15 418 5
Future Volume (vph) 14 2 2 52 2 38 2 729 30 15 418 5
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 100 0 100 0
Storage Lanes 0 0 0 0 1 0 1 1
Taper Length (ft) 60 60 90 60
Link Speed (mph) 30 30 45 45
Link Distance (ft) 636 1354 680 287
Travel Time (s) 14.5 30.8 10.3 4.3
Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Shared Lane Traffic (%)
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized

5.1-7
1110
Item 2.

HCM 7th AWSC EAP (2026) AM Peak Hour
3: Calhoun St. & Avenue 49
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\03 - EAP & EAPC.syn Urban Crossroads, Inc.

Intersection
Intersection Delay, s/veh 165.1
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 14 2 2 52 2 38 2 729 30 15 418 5
Future Vol, veh/h 14 2 2 52 2 38 2 729 30 15 418 5
Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 16 2 2 60 2 44 2 848 35 17 486 6
Number of Lanes 010010110111
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1132
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3211
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2311
HCM Control Delay, s/veh 12.2 13.3 267.6 25.2

HCM LOS B B F D
Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2 SBLn3
Vol Left, % 100% 0% 78% 57% 100% 0% 0%
Vol Thru, % 0% 96% 11% 2% 0% 100% 0%
Vol Right, % 0% 4% 11% 41% 0% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 2 759 18 92 15 418 5
LT Vol 2 0 14 52 15 0 0
Through Vol 0 729 2 2 0 418 0
RT Vol 0 30 2 38 0 0 5
Lane Flow Rate 2 883 21 107 17 486 6
Geometry Grp 6655555
Degree of Util (X) 0.004 1.539 0.047 0.218 0.03 0.763 0.008 Departure Headway (Hd) 6.812 6.278 9.082 8.32 6.683 6.174 5.461 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 528 582 397 434 539 588 659
Service Time 4.514 3.981 6.782 6.02 4.383 3.874 3.161
HCM Lane V/C Ratio 0.004 1.517 0.053 0.247 0.032 0.827 0.009 HCM Control Delay, s/veh 9.5 268.3 12.2 13.3 9.6 26 8.2 HCM Lane LOS A F B B A D A
HCM 95th-tile Q 0 45.8 0.1 0.8 0.1 6.9 0

5.1-8
1111
Item 2.

Lanes, Volumes, Timings EAP (2026) AM Peak Hour
3: Calhoun St. & Avenue 49 WITH IMPROVEMENTS
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\103 - EAP & EAPC IMP.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 14 2 2 52 2 38 2 729 30 15 418 5
Future Volume (vph) 14 2 2 52 2 38 2 729 30 15 418 5
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 100 0 100 0
Storage Lanes 0 0 0 0 1 0 1 1
Taper Length (ft) 60 60 90 60
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 30 30 45 45
Link Distance (ft) 636 1354 680 287
Travel Time (s) 14.5 30.8 10.3 4.3
Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Shared Lane Traffic (%)
Turn Type Perm NA Perm NA Prot NA Prot NA Perm
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 8 6
Detector Phase 4 4 8 8 5 2 1 6 6
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) 22.5 22.5 22.5 22.5 9.5 22.5 9.5 22.5 22.5 Total Split (s) 22.8 22.8 22.8 22.8 9.6 67.6 9.6 67.6 67.6 Total Split (%) 22.8% 22.8% 22.8% 22.8% 9.6% 67.6% 9.6% 67.6% 67.6% 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
Total Lost Time (s) 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 C-Max None C-Max C-Max Intersection Summary
Area Type: Other
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 80
Control Type: Actuated-Coordinated
Splits and Phases: 3: Calhoun St. & Avenue 49

5.1-9
1112
Item 2.

HCM 7th Signalized Intersection Summary EAP (2026) AM Peak Hour 3: Calhoun St. & Avenue 49 WITH IMPROVEMENTS
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\103 - EAP & EAPC IMP.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 14 2 2 52 2 38 2 729 30 15 418 5 Future Volume (veh/h) 14 2 2 52 2 38 2 729 30 15 418 5
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 16 2 2 60 2 44 2 848 35 17 486 6
Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 161 20 13 125 9 56 5 1352 56 34 1448 1227
Arrive On Green 0.09 0.09 0.09 0.09 0.09 0.09 0.00 0.76 0.76 0.02 0.77 0.77 Sat Flow, veh/h 1093 231 147 785 106 632 1781 1783 74 1781 1870 1585 Grp Volume(v), veh/h 20 0 0 106 0 0 2 0 883 17 486 6
Grp Sat Flow(s),veh/h/ln 1470 0 0 1523 0 0 1781 0 1857 1781 1870 1585 Q Serve(g_s), s 0.0 0.0 0.0 5.6 0.0 0.0 0.1 0.0 21.9 0.9 7.9 0.1 Cycle Q Clear(g_c), s 1.1 0.0 0.0 6.8 0.0 0.0 0.1 0.0 21.9 0.9 7.9 0.1 Prop In Lane 0.80 0.10 0.57 0.42 1.00 0.04 1.00 1.00
Lane Grp Cap(c), veh/h 194 0 0 1900050 1408 34 1448 1227 V/C Ratio(X) 0.10 0.00 0.00 0.56 0.00 0.00 0.42 0.00 0.63 0.51 0.34 0.00 Avail Cap(c_a), veh/h 329 0 0 332 0 0 91 0 1408 91 1448 1227 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 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 42.1 0.0 0.0 44.6 0.0 0.0 49.8 0.0 5.6 48.6 3.4 2.6 Incr Delay (d2), s/veh 0.2 0.0 0.0 2.5 0.0 0.0 48.5 0.0 2.1 11.4 0.6 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 0.0 0.0 2.7 0.0 0.0 0.1 0.0 6.2 0.5 2.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 42.3 0.0 0.0 47.1 0.0 0.0 98.3 0.0 7.7 60.0 4.1 2.6 LnGrp LOS D D F AEAA
Approach Vol, veh/h 20 106 885 509
Approach Delay, s/veh 42.3 47.1 7.9 5.9
Approach LOS D D A A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 6.4 80.3 13.3 4.8 81.9 13.3
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.1 63.1 18.3 5.1 63.1 18.3 Max Q Clear Time (g_c+I1), s 2.9 23.9 3.1 2.1 9.9 8.8
Green Ext Time (p_c), s 0.0 7.4 0.0 0.0 3.1 0.3
Intersection Summary
HCM 7th Control Delay, s/veh 10.4
HCM 7th LOS B

5.1-10
1113
Item 2.

Lanes, Volumes, Timings EAP (2026) AM Peak Hour
4: Calhoun St. & Avenue 50
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\03 - EAP & EAPC.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 46 218 25 30 447 182 101 369 163 139 275 101 Future Volume (vph) 46 218 25 30 447 182 101 369 163 139 275 101 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 115 0 100 0 100 0
Storage Lanes 1 0 1 0 1 0 1 0
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 50 45 45
Link Distance (ft) 2636 2238 1460 368
Travel Time (s) 35.9 30.5 22.1 5.6
Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Shared Lane Traffic (%)
Turn Type Prot NA Prot NA Prot NA Prot NA
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases
Detector Phase 5 2 1 6 3 8 7 4
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.5 22.5 9.5 22.5 9.5 22.5 9.5 22.5
Total Split (s) 13.4 36.8 11.0 34.4 18.0 29.9 22.3 34.2 Total Split (%) 13.4% 36.8% 11.0% 34.4% 18.0% 29.9% 22.3% 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 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 Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None C-Max None C-Max None Max None Max
Intersection Summary
Area Type: Other
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 65
Control Type: Actuated-Coordinated
Splits and Phases: 4: Calhoun St. & Avenue 50

5.1-11
1114
Item 2.

HCM 7th Signalized Intersection Summary EAP (2026) AM Peak Hour 4: Calhoun St. & Avenue 50
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\03 - EAP & EAPC.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 46 218 25 30 447 182 101 369 163 139 275 101 Future Volume (veh/h) 46 218 25 30 447 182 101 369 163 139 275 101 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 55 260 30 36 532 217 120 439 194 165 327 120 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 71 1309 150 56 984 400 150 648 284 199 760 274 Arrive On Green 0.04 0.41 0.41 0.03 0.40 0.40 0.08 0.27 0.27 0.11 0.30 0.30 Sat Flow, veh/h 1781 3214 367 1781 2465 1002 1781 2405 1053 1781 2559 922 Grp Volume(v), veh/h 55 143 147 36 383 366 120 323 310 165 225 222 Grp Sat Flow(s),veh/h/ln 1781 1777 1804 1781 1777 1690 1781 1777 1681 1781 1777 1704 Q Serve(g_s), s 3.1 5.2 5.3 2.0 16.5 16.6 6.6 16.3 16.5 9.1 10.2 10.5 Cycle Q Clear(g_c), s 3.1 5.2 5.3 2.0 16.5 16.6 6.6 16.3 16.5 9.1 10.2 10.5 Prop In Lane 1.00 0.20 1.00 0.59 1.00 0.63 1.00 0.54
Lane Grp Cap(c), veh/h 71 724 735 56 709 675 150 479 453 199 528 506 V/C Ratio(X) 0.78 0.20 0.20 0.64 0.54 0.54 0.80 0.68 0.68 0.83 0.43 0.44 Avail Cap(c_a), veh/h 159 724 735 116 709 675 240 479 453 317 528 506 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.6 19.1 19.1 47.9 23.0 23.0 45.0 32.6 32.7 43.5 28.3 28.4 Incr Delay (d2), s/veh 16.3 0.6 0.6 11.4 2.9 3.1 9.5 7.4 8.1 9.7 2.5 2.7 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 2.1 2.2 1.0 6.9 6.6 3.2 7.6 7.4 4.4 4.5 4.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 63.9 19.7 19.7 59.3 25.9 26.2 54.4 40.1 40.8 53.2 30.8 31.2 LnGrp LOS EBBE CCDDDDCC
Approach Vol, veh/h 345 785 753 612
Approach Delay, s/veh 26.8 27.6 42.7 37.0
Approach LOS CCDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.7 45.2 12.9 34.2 8.5 44.4 15.7 31.4 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 6.5 32.3 13.5 29.7 8.9 29.9 17.8 25.4 Max Q Clear Time (g_c+I1), s 4.0 7.3 8.6 12.5 5.1 18.6 11.1 18.5 Green Ext Time (p_c), s 0.0 1.4 0.1 2.2 0.0 3.2 0.2 2.0 Intersection Summary
HCM 7th Control Delay, s/veh 34.3
HCM 7th LOS C

5.1-12
1115
Item 2.

Lanes, Volumes, Timings EAP (2026) AM Peak Hour
5: Jackson St. & Odlum Dr./Avenue 49
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\03 - EAP & EAPC.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 93 2 33 9 2 23 7 562 4 10 536 27
Future Volume (vph) 93 2 33 9 2 23 7 562 4 10 536 27
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 50 0 0 100 150 100 205
Storage Lanes 0 1 0 0 1 0 1 0
Taper Length (ft) 60 60 60 60
Link Speed (mph) 30 30 50 50
Link Distance (ft) 590 2033 968 636
Travel Time (s) 13.4 46.2 13.2 8.7
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Shared Lane Traffic (%)
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized

5.1-13
1116
Item 2.

HCM 7th AWSC EAP (2026) AM Peak Hour
5: Jackson St. & Odlum Dr./Avenue 49
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\03 - EAP & EAPC.syn Urban Crossroads, Inc.

Intersection
Intersection Delay, s/veh 74.2
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 93 2 33 9 2 23 7 562 4 10 536 27
Future Vol, veh/h 93 2 33 9 2 23 7 562 4 10 536 27
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 104 2 37 10 2 26 8 631 4 11 602 30
Number of Lanes 011010110120
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1232
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3221
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2312
HCM Control Delay, s/veh 14.3 12.5 140.9 24.6

HCM LOS B B F C
Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2 SBLn3
Vol Left, % 100% 0% 98% 0% 26% 100% 0% 0%
Vol Thru, % 0% 99% 2% 0% 6% 0% 100% 87%
Vol Right, % 0% 1% 0% 100% 68% 0% 0% 13%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 7 566 95 33 34 10 357 206
LT Vol 7 0 93 0 9 10 0 0
Through Vol 0 562 2 0 2 0 357 179
RT Vol 0 4 0 33 23 0 0 27
Lane Flow Rate 8 636 107 37 38 11 401 231
Geometry Grp 66666666
Degree of Util (X) 0.016 1.23 0.26 0.078 0.089 0.023 0.767 0.436 Departure Headway (Hd) 7.476 6.964 9.332 8.105 8.967 7.848 7.338 7.244 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 478 521 387 445 402 459 498 501
Service Time 5.229 4.716 7.032 5.805 6.667 5.548 5.038 4.944 HCM Lane V/C Ratio 0.017 1.221 0.276 0.083 0.095 0.024 0.805 0.461 HCM Control Delay, s/veh 10.4 142.5 15.3 11.5 12.5 10.7 30.3 15.4 HCM Lane LOS B F C B B B D C
HCM 95th-tile Q 0 24.4 1 0.3 0.3 0.1 6.7 2.2

5.1-14
1117
Item 2.

Lanes, Volumes, Timings EAP (2026) AM Peak Hour
5: Jackson St. & Odlum Dr./Avenue 49 WITH IMPROVEMENTS
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\103 - EAP & EAPC IMP.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 93 2 33 9 2 23 7 562 4 10 536 27
Future Volume (vph) 93 2 33 9 2 23 7 562 4 10 536 27
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 50 0 0 100 150 100 205
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 2033 968 636
Travel Time (s) 13.4 46.2 13.2 8.7
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 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 4 4 4 8 8 5 2 1 6 6
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) 26.0 26.0 26.0 26.0 26.0 10.0 64.0 10.0 64.0 64.0 Total Split (%) 26.0% 26.0% 26.0% 26.0% 26.0% 10.0% 64.0% 10.0% 64.0% 64.0% 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: 100
Actuated Cycle Length: 100
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 60
Control Type: Actuated-Coordinated
Splits and Phases: 5: Jackson St. & Odlum Dr./Avenue 49

5.1-15
1118
Item 2.

HCM 7th Signalized Intersection Summary EAP (2026) AM Peak Hour 5: Jackson St. & Odlum Dr./Avenue 49 WITH IMPROVEMENTS
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\103 - EAP & EAPC IMP.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 93 2 33 9 2 23 7 562 4 10 536 27 Future Volume (veh/h) 93 2 33 9 2 23 7 562 4 10 536 27
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 104 2 37 10 2 26 8 631 4 11 602 30 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 200 3 274 54 29 82 18 1261 8 23 2425 1082
Arrive On Green 0.17 0.17 0.17 0.17 0.17 0.17 0.01 0.68 0.68 0.01 0.68 0.68 Sat Flow, veh/h 747 19 1585 51 169 475 1781 1856 12 1781 3554 1585 Grp Volume(v), veh/h 106 0 37 38 0 0 8 0 635 11 602 30
Grp Sat Flow(s),veh/h/ln 765 0 1585 694 0 0 1781 0 1868 1781 1777 1585 Q Serve(g_s), s 0.0 0.0 2.0 0.3 0.0 0.0 0.4 0.0 16.5 0.6 6.5 0.6 Cycle Q Clear(g_c), s 15.1 0.0 2.0 15.3 0.0 0.0 0.4 0.0 16.5 0.6 6.5 0.6 Prop In Lane 0.98 1.00 0.26 0.68 1.00 0.01 1.00 1.00
Lane Grp Cap(c), veh/h 203 0 274 165 0 0 18 0 1269 23 2425 1082 V/C Ratio(X) 0.52 0.00 0.14 0.23 0.00 0.00 0.45 0.00 0.50 0.47 0.25 0.03 Avail Cap(c_a), veh/h 262 0 341 230 0 0 98 0 1269 98 2425 1082 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 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.4 0.0 35.0 35.5 0.0 0.0 49.2 0.0 7.8 49.0 6.1 5.1 Incr Delay (d2), s/veh 2.1 0.0 0.2 0.7 0.0 0.0 16.8 0.0 1.4 13.9 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 2.6 0.0 0.8 0.8 0.0 0.0 0.3 0.0 5.4 0.4 1.9 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 42.5 0.0 35.3 36.2 0.0 0.0 66.1 0.0 9.2 62.8 6.3 5.2 LnGrp LOS D DD E AEAA
Approach Vol, veh/h 143 38 643 643
Approach Delay, s/veh 40.6 36.2 9.9 7.2
Approach LOS D D A A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 5.8 72.4 21.8 5.5 72.7 21.8
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.5 59.5 21.5 5.5 59.5 21.5 Max Q Clear Time (g_c+I1), s 2.6 18.5 17.1 2.4 8.5 17.3 Green Ext Time (p_c), s 0.0 4.1 0.2 0.0 4.1 0.0
Intersection Summary
HCM 7th Control Delay, s/veh 12.4
HCM 7th LOS B

5.1-16
1119
Item 2.

Lanes, Volumes, Timings EAP (2026) AM Peak Hour
6: Calhoun St. & Access 1
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\03 - EAP & EAPC.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 56 42 16 703 449 21
Future Volume (vph) 56 42 16 703 449 21
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 100 0
Storage Lanes 1 0 1 0
Taper Length (ft) 60 60
Link Speed (mph) 30 45 45
Link Distance (ft) 293 1762 680
Travel Time (s) 6.7 26.7 10.3
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

5.1-17
1120
Item 2.

HCM 7th TWSC EAP (2026) AM Peak Hour
6: Calhoun St. & Access 1
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\03 - EAP & EAPC.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 2.2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 56 42 16 703 449 21
Future Vol, veh/h 56 42 16 703 449 21
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 100 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 59 44 17 740 473 22
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1257 484 495 0 - 0
Stage 1 484 -----
Stage 2 774 -----
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 189 583 1069 - - -
Stage 1 620 -----
Stage 2 455 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 186 583 1069 - - -
Mov Cap-2 Maneuver 186 -----
Stage 1 610 -----
Stage 2 455 -----
Approach EB NB SB
HCM Control Delay, s/v27.33 0.19 0

HCM LOS D
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1069 - 262 - -
HCM Lane V/C Ratio 0.016 - 0.393 - -
HCM Control Delay (s/veh) 8.4 - 27.3 - -
HCM Lane LOS A - D - -
HCM 95th %tile Q(veh) 0 - 1.8 - -

5.1-18
1121
Item 2.

Lanes, Volumes, Timings EAP (2026) AM Peak Hour
7: Access 2 & Avenue 49
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\03 - EAP & EAPC.syn Urban Crossroads, Inc.

Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 2 10 5 2 28 14
Future Volume (vph) 2 10 5 2 28 14
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Link Speed (mph) 30 30 30
Link Distance (ft) 2033 636 356
Travel Time (s) 46.2 14.5 8.1
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Shared Lane Traffic (%)
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized

5.1-19
1122
Item 2.

HCM 7th TWSC EAP (2026) AM Peak Hour
7: Access 2 & Avenue 49
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\03 - EAP & EAPC.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 6.6
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 2 10 5 2 28 14
Future Vol, veh/h 2 10 5 2 28 14
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 2 11 5 2 29 15
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 13 0 20 7
Stage 1 - - - - 7 -
Stage 2 - - - - 13 -
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 - - 1606 - 997 1075
Stage 1 - - - - 1016 -
Stage 2 - - - - 1010 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1606 - 994 1075
Mov Cap-2 Maneuver - - - - 994 -
Stage 1 - - - - 1016 -
Stage 2 - - - - 1007 -
Approach EB WB NB
HCM Control Delay, s/v 0 5.18 8.69

HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 1019 - - 1286 -
HCM Lane V/C Ratio 0.043 - - 0.003 -
HCM Control Delay (s/veh) 8.7 - - 7.2 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.1 - - 0 -

5.1-20
1123
Item 2.

Lanes, Volumes, Timings EAP (2026) PM Peak Hour
1: Calhoun St. & Dr. Carreon Bl.

Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\03 - EAP & EAPC.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 49 202 146 29 149 70 86 271 28 62 545 87 Future Volume (vph) 49 202 146 29 149 70 86 271 28 62 545 87 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 75 0 105 0 100 0 100 100
Storage Lanes 1 1 1 0 1 1 1 1
Taper Length (ft) 90 60 90 90
Link Speed (mph) 40 40 45 40
Link Distance (ft) 2582 982 2694 905
Travel Time (s) 44.0 16.7 40.8 15.4
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Shared Lane Traffic (%)
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized

5.1-21
1124
Item 2.

HCM 7th AWSC EAP (2026) PM Peak Hour
1: Calhoun St. & Dr. Carreon Bl.

Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\03 - EAP & EAPC.syn Urban Crossroads, Inc.

Intersection
Intersection Delay, s/veh 41.7
Intersection LOS E
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 49 202 146 29 149 70 86 271 28 62 545 87 Future Vol, veh/h 49 202 146 29 149 70 86 271 28 62 545 87 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 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 53 217 157 31 160 75 92 291 30 67 586 94
Number of Lanes 111110111120
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2333
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3332
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 3323
HCM Control Delay, s/veh 23.1 28.6 37.5 59.3

HCM LOS C D E F
Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 100% 0% 0%
Vol Thru, % 0% 100% 0% 0% 100% 0% 0% 68% 0% 100% 68%
Vol Right, % 0% 0% 100% 0% 0% 100% 0% 32% 0% 0% 32%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 86 271 28 49 202 146 29 219 62 363 269 LT Vol 86 0 0 49 0 0 29 0 62 0 0
Through Vol 0 271 0 0 202 0 0 149 0 363 182
RT Vol 0 0 28 0 0 146 0 70 0 0 87
Lane Flow Rate 92 291 30 53 217 157 31 235 67 391 289
Geometry Grp 66666666666
Degree of Util (X) 0.274 0.821 0.079 0.156 0.613 0.412 0.093 0.657 0.185 1.029 0.742 Departure Headway (Hd) 10.79 10.272 9.548 10.812 10.299 9.581 10.904 10.18 9.997 9.481 9.247 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 335 356 378 334 352 378 331 358 361 387 393
Service Time 8.49 7.972 7.248 8.512 7.999 7.281 8.604 7.88 7.697 7.181 6.947 HCM Lane V/C Ratio 0.275 0.817 0.079 0.159 0.616 0.415 0.094 0.656 0.186 1.01 0.735 HCM Control Delay, s/veh 17.5 46.3 13.1 15.5 28 18.8 14.7 30.4 15 85.3 34.3 HCM Lane LOS C E B C D C B D B F D
HCM 95th-tile Q 1.1 7.2 0.3 0.5 3.9 2 0.3 4.4 0.7 12.8 5.9

5.1-22
1125
Item 2.

Lanes, Volumes, Timings EAP (2026) PM Peak Hour
1: Calhoun St. & Dr. Carreon Bl. WITH IMPROVEMENTS
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\103 - EAP & EAPC IMP.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 49 202 146 29 149 70 86 271 28 62 545 87 Future Volume (vph) 49 202 146 29 149 70 86 271 28 62 545 87 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 75 0 105 0 100 0 100 100
Storage Lanes 1 1 1 0 1 1 1 1
Taper Length (ft) 90 60 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 40 40 45 40
Link Distance (ft) 2582 982 2694 905
Travel Time (s) 44.0 16.7 40.8 15.4
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Shared Lane Traffic (%)
Turn Type Prot NA Perm Prot NA Prot NA Perm Prot NA
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases 2 8
Detector Phase 5 2 2 1 6 3 8 8 7 4
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) 9.5 22.5 22.5 9.5 22.5 9.5 22.5 22.5 9.5 22.5 Total Split (s) 13.0 34.0 34.0 12.0 33.0 18.0 38.0 38.0 16.0 36.0 Total Split (%) 13.0% 34.0% 34.0% 12.0% 33.0% 18.0% 38.0% 38.0% 16.0% 36.0% 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 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 4.5 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max None Max Max None Max Intersection Summary
Area Type: Other
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 65
Control Type: Actuated-Coordinated
Splits and Phases: 1: Calhoun St. & Dr. Carreon Bl.

5.1-23
1126
Item 2.

HCM 7th Signalized Intersection Summary EAP (2026) PM Peak Hour 1: Calhoun St. & Dr. Carreon Bl. WITH IMPROVEMENTS
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\103 - EAP & EAPC IMP.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 49 202 146 29 149 70 86 271 28 62 545 87 Future Volume (veh/h) 49 202 146 29 149 70 86 271 28 62 545 87 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 53 217 157 31 160 75 92 291 30 67 586 94 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, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 69 762 646 51 479 225 118 627 531 87 974 156 Arrive On Green 0.04 0.41 0.41 0.03 0.40 0.40 0.07 0.34 0.34 0.05 0.32 0.32 Sat Flow, veh/h 1781 1870 1585 1781 1204 564 1781 1870 1585 1781 3068 491 Grp Volume(v), veh/h 53 217 157 31 0 235 92 291 30 67 339 341 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 0 1769 1781 1870 1585 1781 1777 1782 Q Serve(g_s), s 2.9 7.8 6.5 1.7 0.0 9.2 5.1 12.3 1.3 3.7 16.1 16.2 Cycle Q Clear(g_c), s 2.9 7.8 6.5 1.7 0.0 9.2 5.1 12.3 1.3 3.7 16.1 16.2 Prop In Lane 1.00 1.00 1.00 0.32 1.00 1.00 1.00 0.28
Lane Grp Cap(c), veh/h 69 762 646 51 0 704 118 627 531 87 564 566 V/C Ratio(X) 0.77 0.28 0.24 0.60 0.00 0.33 0.78 0.46 0.06 0.77 0.60 0.60 Avail Cap(c_a), veh/h 151 762 646 134 0 704 240 627 531 205 564 566 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 0.96 0.96 0.96 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.6 19.9 19.5 48.0 0.0 20.9 46.0 26.2 22.5 47.0 28.8 28.8 Incr Delay (d2), s/veh 16.5 0.9 0.9 10.8 0.0 1.3 10.2 2.4 0.2 13.4 4.7 4.7 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 3.4 2.4 0.9 0.0 3.9 2.5 5.5 0.5 1.9 7.3 7.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 64.2 20.8 20.4 58.8 0.0 22.2 56.2 28.6 22.7 60.5 33.4 33.5 LnGrp LOS E C C E C E C C E C C
Approach Vol, veh/h 427 266 413 747
Approach Delay, s/veh 26.0 26.5 34.3 35.9
Approach LOS CCCD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.4 45.2 11.1 36.3 8.4 44.3 9.4 38.0 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 7.5 29.5 13.5 31.5 8.5 28.5 11.5 33.5 Max Q Clear Time (g_c+I1), s 3.7 9.8 7.1 18.2 4.9 11.2 5.7 14.3 Green Ext Time (p_c), s 0.0 1.6 0.1 3.3 0.0 1.1 0.0 1.5 Intersection Summary
HCM 7th Control Delay, s/veh 31.9
HCM 7th LOS C

5.1-24
1127
Item 2.

Lanes, Volumes, Timings EAP (2026) PM Peak Hour
2: Calhoun St. & Avenue 48
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\03 - EAP & EAPC.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 56 607 300 54 416 40 131 299 51 70 467 100 Future Volume (vph) 56 607 300 54 416 40 131 299 51 70 467 100 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 110 0 105 0 100 0
Storage Lanes 1 0 1 0 1 0 1 0
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 50 45 45
Link Distance (ft) 1021 1428 2333 2694
Travel Time (s) 13.9 19.5 35.3 40.8
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 (%)
Turn Type Prot NA Prot NA Prot NA Prot NA
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases
Detector Phase 5 2 1 6 3 8 7 4
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.5 22.5 9.5 22.5 9.5 22.5 9.5 22.5
Total Split (s) 14.0 35.0 14.0 35.0 21.0 36.0 15.0 30.0 Total Split (%) 14.0% 35.0% 14.0% 35.0% 21.0% 36.0% 15.0% 30.0% 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 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 Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None C-Max None C-Max None Max None Max
Intersection Summary
Area Type: Other
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow, Master Intersection Natural Cycle: 65
Control Type: Actuated-Coordinated
Splits and Phases: 2: Calhoun St. & Avenue 48

5.1-25
1128
Item 2.

HCM 7th Signalized Intersection Summary EAP (2026) PM Peak Hour 2: Calhoun St. & Avenue 48
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\03 - EAP & EAPC.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 56 607 300 54 416 40 131 299 51 70 467 100 Future Volume (veh/h) 56 607 300 54 416 40 131 299 51 70 467 100 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 58 626 309 56 429 41 135 308 53 72 481 103 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 75 1403 653 72 1950 184 167 957 163 93 797 170 Arrive On Green 0.04 0.41 0.41 0.04 0.41 0.41 0.09 0.31 0.31 0.05 0.27 0.27 Sat Flow, veh/h 1781 3404 1585 1781 4747 447 1781 3038 517 1781 2915 621 Grp Volume(v), veh/h 58 626 309 56 306 164 135 179 182 72 292 292 Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1781 1702 1790 1781 1777 1777 1781 1777 1759 Q Serve(g_s), s 3.2 13.2 14.2 3.1 5.8 5.9 7.4 7.7 7.8 4.0 14.3 14.5 Cycle Q Clear(g_c), s 3.2 13.2 14.2 3.1 5.8 5.9 7.4 7.7 7.8 4.0 14.3 14.5 Prop In Lane 1.00 1.00 1.00 0.25 1.00 0.29 1.00 0.35
Lane Grp Cap(c), veh/h 75 1403 653 72 1398 735 167 560 560 93 486 481 V/C Ratio(X) 0.77 0.45 0.47 0.77 0.22 0.22 0.81 0.32 0.33 0.77 0.60 0.61 Avail Cap(c_a), veh/h 169 1403 653 169 1398 735 294 560 560 187 486 481 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.4 21.2 21.5 47.5 19.1 19.1 44.4 26.1 26.1 46.8 31.6 31.6 Incr Delay (d2), s/veh 15.5 1.0 2.4 16.0 0.4 0.7 8.9 1.5 1.5 12.8 5.4 5.6 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 1.7 5.0 5.3 1.6 2.2 2.4 3.6 3.3 3.4 2.0 6.5 6.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 62.9 22.2 23.9 63.5 19.4 19.8 53.4 27.6 27.7 59.6 37.0 37.2 LnGrp LOS ECCEBBDCCEDD
Approach Vol, veh/h 993 526 496 656
Approach Delay, s/veh 25.1 24.2 34.6 39.6
Approach LOS CCCD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 8.6 45.7 13.9 31.8 8.7 45.6 9.7 36.0 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 9.5 30.5 16.5 25.5 9.5 30.5 10.5 31.5 Max Q Clear Time (g_c+I1), s 5.1 16.2 9.4 16.5 5.2 7.9 6.0 9.8 Green Ext Time (p_c), s 0.0 4.8 0.2 2.2 0.0 2.5 0.0 1.8 Intersection Summary
HCM 7th Control Delay, s/veh 30.3
HCM 7th LOS C

5.1-26
1129
Item 2.

Lanes, Volumes, Timings EAP (2026) PM Peak Hour
3: Calhoun St. & Avenue 49
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\03 - EAP & EAPC.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 9 2 2 36 2 21 2 446 24 29 636 16
Future Volume (vph) 9 2 2 36 2 21 2 446 24 29 636 16
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 100 0 100 0
Storage Lanes 0 0 0 0 1 0 1 1
Taper Length (ft) 60 60 90 60
Link Speed (mph) 30 30 45 45
Link Distance (ft) 636 1354 680 287
Travel Time (s) 14.5 30.8 10.3 4.3
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Shared Lane Traffic (%)
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized

5.1-27
1130
Item 2.

HCM 7th AWSC EAP (2026) PM Peak Hour
3: Calhoun St. & Avenue 49
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\03 - EAP & EAPC.syn Urban Crossroads, Inc.

Intersection
Intersection Delay, s/veh 46.2
Intersection LOS E
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 9 2 2 36 2 21 2 446 24 29 636 16
Future Vol, veh/h 9 2 2 36 2 21 2 446 24 29 636 16
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 9 2 2 38 2 22 2 469 25 31 669 17
Number of Lanes 010010110111
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1132
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3211
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2311
HCM Control Delay, s/veh 11.1 11.6 38.6 55.2

HCM LOSB B E F
Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2 SBLn3
Vol Left, % 100% 0% 69% 61% 100% 0% 0%
Vol Thru, % 0% 95% 15% 3% 0% 100% 0%
Vol Right, % 0% 5% 15% 36% 0% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 2 470 13 59 29 636 16
LT Vol 2 0 9 36 29 0 0
Through Vol 0 446 2 2 0 636 0
RT Vol 0 24 2 21 0 0 16
Lane Flow Rate 2 495 14 62 31 669 17
Geometry Grp 6655555
Degree of Util (X) 0.004 0.876 0.031 0.132 0.05 1.004 0.022 Departure Headway (Hd) 6.916 6.376 8.049 7.656 5.904 5.399 4.692 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 517 569 444 468 607 676 763
Service Time 4.659 4.12 5.818 5.416 3.63 3.125 2.419
HCM Lane V/C Ratio 0.004 0.87 0.032 0.132 0.051 0.99 0.022 HCM Control Delay, s/veh 9.7 38.7 11.1 11.6 8.9 58.5 7.5 HCM Lane LOS AEBBAFA
HCM 95th-tile Q 0 9.9 0.1 0.5 0.2 16 0.1

5.1-28
1131
Item 2.

Lanes, Volumes, Timings EAP (2026) PM Peak Hour
3: Calhoun St. & Avenue 49 WITH IMPROVEMENTS
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\103 - EAP & EAPC IMP.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 9 2 2 36 2 21 2 446 24 29 636 16
Future Volume (vph) 9 2 2 36 2 21 2 446 24 29 636 16
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 100 0 100 0
Storage Lanes 0 0 0 0 1 0 1 1
Taper Length (ft) 60 60 90 60
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 30 30 45 45
Link Distance (ft) 636 1354 680 287
Travel Time (s) 14.5 30.8 10.3 4.3
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Shared Lane Traffic (%)
Turn Type Perm NA Perm NA Prot NA Prot NA Perm
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 8 6
Detector Phase 4 4 8 8 5 2 1 6 6
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) 22.5 22.5 22.5 22.5 9.5 22.5 9.5 22.5 22.5 Total Split (s) 23.0 23.0 23.0 23.0 10.0 65.0 12.0 67.0 67.0 Total Split (%) 23.0% 23.0% 23.0% 23.0% 10.0% 65.0% 12.0% 67.0% 67.0% 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
Total Lost Time (s) 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 C-Max None C-Max C-Max Intersection Summary
Area Type: Other
Cycle Length: 100
Actuated Cycle Length: 100
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: Calhoun St. & Avenue 49

5.1-29
1132
Item 2.

HCM 7th Signalized Intersection Summary EAP (2026) PM Peak Hour 3: Calhoun St. & Avenue 49 WITH IMPROVEMENTS
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\103 - EAP & EAPC IMP.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 9 2 2 36 2 21 2 446 24 29 636 16 Future Volume (veh/h) 9 2 2 36 2 21 2 446 24 29 636 16
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 9 2 2 38 2 22 2 469 25 31 669 17
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 114 25 14 106 5 29 5 1377 73 51 1512 1281
Arrive On Green 0.05 0.05 0.05 0.05 0.05 0.05 0.00 0.78 0.78 0.03 0.81 0.81 Sat Flow, veh/h 993 464 265 890 91 540 1781 1760 94 1781 1870 1585 Grp Volume(v), veh/h 13 0 0 62 0 0 2 0 494 31 669 17
Grp Sat Flow(s),veh/h/ln 1723 0 0 1521 0 0 1781 0 1853 1781 1870 1585 Q Serve(g_s), s 0.0 0.0 0.0 3.3 0.0 0.0 0.1 0.0 7.9 1.7 10.7 0.2 Cycle Q Clear(g_c), s 0.7 0.0 0.0 4.0 0.0 0.0 0.1 0.0 7.9 1.7 10.7 0.2 Prop In Lane 0.69 0.15 0.61 0.35 1.00 0.05 1.00 1.00
Lane Grp Cap(c), veh/h 154 0 0 1400050 1450 51 1512 1281 V/C Ratio(X) 0.08 0.00 0.00 0.44 0.00 0.00 0.42 0.00 0.34 0.60 0.44 0.01 Avail Cap(c_a), veh/h 347 0 0 334 0 0 98 0 1450 134 1512 1281 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 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 45.1 0.0 0.0 46.6 0.0 0.0 49.8 0.0 3.2 48.0 2.9 1.9 Incr Delay (d2), s/veh 0.2 0.0 0.0 2.2 0.0 0.0 48.5 0.0 0.6 10.8 0.9 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.0 0.0 1.6 0.0 0.0 0.1 0.0 1.9 0.9 2.2 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 45.3 0.0 0.0 48.8 0.0 0.0 98.3 0.0 3.9 58.8 3.8 1.9 LnGrp LOS D D F AEAA
Approach Vol, veh/h 13 62 496 717
Approach Delay, s/veh 45.3 48.8 4.3 6.1
Approach LOS D D A A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 7.4 82.7 9.9 4.8 85.3 9.9
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 7.5 60.5 18.5 5.5 62.5 18.5 Max Q Clear Time (g_c+I1), s 3.7 9.9 2.7 2.1 12.7 6.0
Green Ext Time (p_c), s 0.0 3.1 0.0 0.0 4.8 0.2
Intersection Summary
HCM 7th Control Delay, s/veh 7.9
HCM 7th LOS A

5.1-30
1133
Item 2.

Lanes, Volumes, Timings EAP (2026) PM Peak Hour
4: Calhoun St. & Avenue 50
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\03 - EAP & EAPC.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 63 439 45 10 331 148 58 226 69 170 295 72 Future Volume (vph) 63 439 45 10 331 148 58 226 69 170 295 72 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 115 0 100 0 100 0
Storage Lanes 1 0 1 0 1 0 1 0
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 50 45 45
Link Distance (ft) 2636 2238 1460 368
Travel Time (s) 35.9 30.5 22.1 5.6
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Shared Lane Traffic (%)
Turn Type Prot NA Prot NA Prot NA Prot NA
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases
Detector Phase 5 2 1 6 3 8 7 4
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.5 22.5 9.5 22.5 9.5 22.5 9.5 22.5
Total Split (s) 16.0 39.0 10.0 33.0 16.0 25.0 26.0 35.0 Total Split (%) 16.0% 39.0% 10.0% 33.0% 16.0% 25.0% 26.0% 35.0% 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 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 Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None C-Max None C-Max None Max None Max
Intersection Summary
Area Type: Other
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 65
Control Type: Actuated-Coordinated
Splits and Phases: 4: Calhoun St. & Avenue 50

5.1-31
1134
Item 2.

HCM 7th Signalized Intersection Summary EAP (2026) PM Peak Hour 4: Calhoun St. & Avenue 50
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\03 - EAP & EAPC.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 63 439 45 10 331 148 58 226 69 170 295 72 Future Volume (veh/h) 63 439 45 10 331 148 58 226 69 170 295 72 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 66 457 47 10 345 154 60 235 72 177 307 75 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 85 1494 153 22 1018 446 78 618 185 212 866 208 Arrive On Green 0.05 0.46 0.46 0.01 0.42 0.42 0.04 0.23 0.23 0.12 0.31 0.31 Sat Flow, veh/h 1781 3254 333 1781 2404 1054 1781 2696 806 1781 2841 683 Grp Volume(v), veh/h 66 249 255 10 253 246 60 153 154 177 190 192 Grp Sat Flow(s),veh/h/ln 1781 1777 1810 1781 1777 1681 1781 1777 1725 1781 1777 1747 Q Serve(g_s), s 3.7 8.8 8.9 0.6 9.6 9.9 3.3 7.3 7.6 9.7 8.3 8.6 Cycle Q Clear(g_c), s 3.7 8.8 8.9 0.6 9.6 9.9 3.3 7.3 7.6 9.7 8.3 8.6 Prop In Lane 1.00 0.18 1.00 0.63 1.00 0.47 1.00 0.39
Lane Grp Cap(c), veh/h 85 816 831 22 752 712 78 407 396 212 542 533 V/C Ratio(X) 0.77 0.30 0.31 0.46 0.34 0.35 0.77 0.38 0.39 0.83 0.35 0.36 Avail Cap(c_a), veh/h 205 816 831 98 752 712 205 407 396 383 542 533 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.1 17.0 17.0 49.1 19.4 19.5 47.3 32.5 32.6 43.1 27.0 27.1 Incr Delay (d2), s/veh 13.6 1.0 1.0 14.6 1.2 1.3 14.8 2.6 2.9 8.2 1.8 1.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.9 3.5 3.6 0.3 3.9 3.8 1.7 3.3 3.3 4.6 3.6 3.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 60.7 18.0 18.0 63.7 20.6 20.8 62.2 35.1 35.5 51.3 28.8 29.0 LnGrp LOS EBBECCE DDDCC
Approach Vol, veh/h 570 509 367 559
Approach Delay, s/veh 22.9 21.5 39.7 36.0
Approach LOS CCDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 5.7 50.4 8.9 35.0 9.3 46.8 16.4 27.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 34.5 11.5 30.5 11.5 28.5 21.5 20.5 Max Q Clear Time (g_c+I1), s 2.6 10.9 5.3 10.6 5.7 11.9 11.7 9.6 Green Ext Time (p_c), s 0.0 2.6 0.0 1.9 0.0 2.4 0.3 1.1 Intersection Summary
HCM 7th Control Delay, s/veh 29.3
HCM 7th LOS C

5.1-32
1135
Item 2.

Lanes, Volumes, Timings EAP (2026) PM Peak Hour
5: Jackson St. & Odlum Dr./Avenue 49
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\03 - EAP & EAPC.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 67 2 23 7 2 16 21 481 10 25 637 76 Future Volume (vph) 67 2 23 7 2 16 21 481 10 25 637 76
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 50 0 0 100 150 100 205
Storage Lanes 0 1 0 0 1 0 1 0
Taper Length (ft) 60 60 60 60
Link Speed (mph) 30 30 50 50
Link Distance (ft) 590 2033 968 636
Travel Time (s) 13.4 46.2 13.2 8.7
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Shared Lane Traffic (%)
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized

5.1-33
1136
Item 2.

HCM 7th AWSC EAP (2026) PM Peak Hour
5: Jackson St. & Odlum Dr./Avenue 49
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\03 - EAP & EAPC.syn Urban Crossroads, Inc.

Intersection
Intersection Delay, s/veh 35
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 67 2 23 7 2 16 21 481 10 25 637 76
Future Vol, veh/h 67 2 23 7 2 16 21 481 10 25 637 76
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 70 2 24 7 2 17 22 501 10 26 664 79
Number of Lanes 011010110120
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1232
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3221
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2312
HCM Control Delay, s/veh 12.9 11.7 54.8 24.9

HCM LOS B B F C
Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2 SBLn3
Vol Left, % 100% 0% 97% 0% 28% 100% 0% 0%
Vol Thru, % 0% 98% 3% 0% 8% 0% 100% 74%
Vol Right, % 0% 2% 0% 100% 64% 0% 0% 26%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 21 491 69 23 25 25 425 288
LT Vol 21 0 67 0 7 25 0 0
Through Vol 0 481 2 0 2 0 425 212
RT Vol 0 10 0 23 16 0 0 76
Lane Flow Rate 22 511 72 24 26 26 442 300
Geometry Grp 66666666
Degree of Util (X) 0.044 0.964 0.179 0.052 0.061 0.051 0.807 0.532 Departure Headway (Hd) 7.303 6.784 8.985 7.769 8.491 7.075 6.568 6.381 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 487 532 402 464 424 502 549 559
Service Time 5.099 4.579 6.687 5.471 6.198 4.874 4.367 4.18 HCM Lane V/C Ratio 0.045 0.961 0.179 0.052 0.061 0.052 0.805 0.537 HCM Control Delay, s/veh 10.4 56.7 13.6 10.9 11.7 10.3 31.6 16.3 HCM Lane LOS B F BBBBDC
HCM 95th-tile Q 0.1 12.6 0.6 0.2 0.2 0.2 7.8 3.1

5.1-34
1137
Item 2.

Lanes, Volumes, Timings EAP (2026) PM Peak Hour
5: Jackson St. & Odlum Dr./Avenue 49 WITH IMPROVEMENTS
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\103 - EAP & EAPC IMP.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 67 2 23 7 2 16 21 481 10 25 637 76 Future Volume (vph) 67 2 23 7 2 16 21 481 10 25 637 76
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 50 0 0 100 150 100 205
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 2033 968 636
Travel Time (s) 13.4 46.2 13.2 8.7
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 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 4 4 4 8 8 5 2 1 6 6
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) 27.0 27.0 27.0 27.0 27.0 13.0 60.0 13.0 60.0 60.0 Total Split (%) 27.0% 27.0% 27.0% 27.0% 27.0% 13.0% 60.0% 13.0% 60.0% 60.0% 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: 100
Actuated Cycle Length: 100
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 60
Control Type: Actuated-Coordinated
Splits and Phases: 5: Jackson St. & Odlum Dr./Avenue 49

5.1-35
1138
Item 2.

HCM 7th Signalized Intersection Summary EAP (2026) PM Peak Hour 5: Jackson St. & Odlum Dr./Avenue 49 WITH IMPROVEMENTS
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\103 - EAP & EAPC IMP.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 67 2 23 7 2 16 21 481 10 25 637 76 Future Volume (veh/h) 67 2 23 7 2 16 21 481 10 25 637 76 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 70 2 24 7 2 17 22 501 10 26 664 79 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 168 3 106 54 19 53 41 1411 28 46 2754 1228
Arrive On Green 0.07 0.07 0.07 0.07 0.07 0.07 0.02 0.77 0.77 0.03 0.78 0.78 Sat Flow, veh/h 1441 41 1585 128 290 790 1781 1827 36 1781 3554 1585 Grp Volume(v), veh/h 72 0 24 26 0 0 22 0 511 26 664 79
Grp Sat Flow(s),veh/h/ln 1482 0 1585 1208 0 0 1781 0 1864 1781 1777 1585 Q Serve(g_s), s 0.0 0.0 1.4 0.0 0.0 0.0 1.2 0.0 8.6 1.4 5.2 1.2 Cycle Q Clear(g_c), s 4.7 0.0 1.4 4.7 0.0 0.0 1.2 0.0 8.6 1.4 5.2 1.2 Prop In Lane 0.97 1.00 0.27 0.65 1.00 0.02 1.00 1.00
Lane Grp Cap(c), veh/h 170 0 106 127 0 0 41 0 1439 46 2754 1228 V/C Ratio(X) 0.42 0.00 0.23 0.21 0.00 0.00 0.54 0.00 0.36 0.57 0.24 0.06 Avail Cap(c_a), veh/h 392 0 357 370 0 0 151 0 1439 151 2754 1228 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 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 45.7 0.0 44.2 44.2 0.0 0.0 48.3 0.0 3.6 48.2 3.1 2.7 Incr Delay (d2), s/veh 1.7 0.0 1.1 0.8 0.0 0.0 10.7 0.0 0.7 10.6 0.2 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 0.0 0.6 0.6 0.0 0.0 0.6 0.0 2.1 0.7 1.1 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 47.3 0.0 45.2 45.0 0.0 0.0 59.0 0.0 4.3 58.7 3.3 2.8 LnGrp LOS D DD E AEAA
Approach Vol, veh/h 96 26 533 769
Approach Delay, s/veh 46.8 45.0 6.5 5.1
Approach LOS D D A A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 7.1 81.7 11.2 6.8 82.0 11.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 8.5 55.5 22.5 8.5 55.5 22.5 Max Q Clear Time (g_c+I1), s 3.4 10.6 6.7 3.2 7.2 6.7
Green Ext Time (p_c), s 0.0 3.1 0.3 0.0 4.7 0.1
Intersection Summary
HCM 7th Control Delay, s/veh 9.2
HCM 7th LOS A

5.1-36
1139
Item 2.

Lanes, Volumes, Timings EAP (2026) PM Peak Hour
6: Calhoun St. & Access 1
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\03 - EAP & EAPC.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 38 28 47 432 611 62
Future Volume (vph) 38 28 47 432 611 62
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 100 0
Storage Lanes 1 0 1 0
Taper Length (ft) 60 60
Link Speed (mph) 30 45 45
Link Distance (ft) 293 1762 680
Travel Time (s) 6.7 26.7 10.3
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

5.1-37
1140
Item 2.

HCM 7th TWSC EAP (2026) PM Peak Hour
6: Calhoun St. & Access 1
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\03 - EAP & EAPC.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 1.7
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 38 28 47 432 611 62
Future Vol, veh/h 38 28 47 432 611 62
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 100 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 40 29 49 455 643 65
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1229 676 708 0 - 0
Stage 1 676 -----
Stage 2 554 -----
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 196 454 890 - - -
Stage 1 505 -----
Stage 2 576 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 185 454 890 - - -
Mov Cap-2 Maneuver 185 -----
Stage 1 477 -----
Stage 2 576 -----
Approach EB NB SB
HCM Control Delay, s/v25.13 0.91 0

HCM LOS D
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 890 - 247 - -
HCM Lane V/C Ratio 0.056 - 0.281 - -
HCM Control Delay (s/veh) 9.3 - 25.1 - -
HCM Lane LOS A - D - -
HCM 95th %tile Q(veh) 0.2 - 1.1 - -

5.1-38
1141
Item 2.

Lanes, Volumes, Timings EAP (2026) PM Peak Hour
7: Access 2 & Avenue 49
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\03 - EAP & EAPC.syn Urban Crossroads, Inc.

Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 2 31 16 2 19 9
Future Volume (vph) 2 31 16 2 19 9
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Link Speed (mph) 30 30 30
Link Distance (ft) 2033 636 356
Travel Time (s) 46.2 14.5 8.1
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Shared Lane Traffic (%)
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized

5.1-39
1142
Item 2.

HCM 7th TWSC EAP (2026) PM Peak Hour
7: Access 2 & Avenue 49
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\03 - EAP & EAPC.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 4.6
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 2 31 16 2 19 9
Future Vol, veh/h 2 31 16 2 19 9
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 2 33 17 2 20 9
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 35 0 54 18
Stage 1 - - - - 18 -
Stage 2 - - - - 36 -
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 - - 1577 - 954 1060
Stage 1 - - - - 1004 -
Stage 2 - - - - 987 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1577 - 944 1060
Mov Cap-2 Maneuver - - - - 944 -
Stage 1 - - - - 1004 -
Stage 2 - - - - 976 -
Approach EB WB NB
HCM Control Delay, s/v 0 6.5 8.79

HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 978 - - 1575 -
HCM Lane V/C Ratio 0.03 - - 0.011 -
HCM Control Delay (s/veh) 8.8 - - 7.3 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.1 - - 0 -

5.1-40
1143
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Calhoun Street Subdivision Traffic Analysis
15830-04 TA Report.docx
APPENDIX 6.1: EAPC (2026) CONDITIONS

INTERSECTION OPERATIONS ANALYSIS WORKSHEETS

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Calhoun Street Subdivision Traffic Analysis
15830-04 TA Report.docx
This Page Intentionally Left Blank
1145
Item 2.

Lanes, Volumes, Timings EAPC (2026) AM Peak Hour
1: Calhoun St. & Dr. Carreon Bl.

Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\03 - EAP & EAPC.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 83 229 69 29 357 89 260 623 89 83 298 148 Future Volume (vph) 83 229 69 29 357 89 260 623 89 83 298 148 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 75 0 105 0 100 0 100 100
Storage Lanes 1 1 1 0 1 1 1 1
Taper Length (ft) 90 60 90 90
Link Speed (mph) 40 40 45 40
Link Distance (ft) 2582 982 2694 905
Travel Time (s) 44.0 16.7 40.8 15.4
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 (%)
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized

6.1-1
1146
Item 2.

HCM 7th AWSC EAPC (2026) AM Peak Hour
1: Calhoun St. & Dr. Carreon Bl.

Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\03 - EAP & EAPC.syn Urban Crossroads, Inc.

Intersection
Intersection Delay, s/veh 189.8
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 83 229 69 29 357 89 260 623 89 83 298 148 Future Vol, veh/h 83 229 69 29 357 89 260 623 89 83 298 148 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 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 88 244 73 31 380 95 277 663 95 88 317 157
Number of Lanes 111110111120
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2333
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3332
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 3323
HCM Control Delay, s/veh 38.3 235.1 308.9 39.5

HCM LOS E F F E
Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 100% 0% 0%
Vol Thru, % 0% 100% 0% 0% 100% 0% 0% 80% 0% 100% 40%
Vol Right, % 0% 0% 100% 0% 0% 100% 0% 20% 0% 0% 60%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 260 623 89 83 229 69 29 446 83 199 247 LT Vol 260 0 0 83 0 0 29 0 83 0 0
Through Vol 0 623 0 0 229 0 0 357 0 199 99
RT Vol 0 0 89 0 0 69 0 89 0 0 148
Lane Flow Rate 277 663 95 88 244 73 31 474 88 211 263
Geometry Grp 66666666666
Degree of Util (X) 0.843 1.93 0.258 0.292 0.774 0.219 0.099 1.447 0.282 0.645 0.773 Departure Headway (Hd) 12.223 11.697 10.96 13.812 13.289 12.555 12.663 12.023 13.546 13.017 12.573 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 299 318 329 262 275 288 285 308 267 279 289
Service Time 9.923 9.397 8.66 11.512 10.989 10.255 10.363 9.723 11.246 10.717 10.273 HCM Lane V/C Ratio 0.926 2.085 0.289 0.336 0.887 0.253 0.109 1.539 0.33 0.756 0.91 HCM Control Delay, s/veh 56.3 455.9 17.4 22.1 50.1 18.7 16.7 249.3 21.5 36.6 47.8 HCM Lane LOS F F C C F C C F C E E
HCM 95th-tile Q 7.2 41.2 1 1.2 5.8 0.8 0.3 23.6 1.1 4.1 5.9

6.1-2
1147
Item 2.

Lanes, Volumes, Timings EAPC (2026) AM Peak Hour
1: Calhoun St. & Dr. Carreon Bl. WITH IMPROVEMENTS
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\103 - EAP & EAPC IMP.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 83 229 69 29 357 89 260 623 89 83 298 148 Future Volume (vph) 83 229 69 29 357 89 260 623 89 83 298 148 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 75 0 105 0 100 0 100 100
Storage Lanes 1 1 1 0 1 1 1 1
Taper Length (ft) 90 60 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 40 40 45 40
Link Distance (ft) 2582 982 2694 905
Travel Time (s) 44.0 16.7 40.8 15.4
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 Perm Prot NA
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases 2 8
Detector Phase 5 2 2 1 6 3 8 8 7 4
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) 9.5 22.5 22.5 9.5 22.5 9.5 22.5 22.5 9.5 22.5 Total Split (s) 11.0 35.6 35.6 10.4 35.0 24.8 43.0 43.0 11.0 29.2 Total Split (%) 11.0% 35.6% 35.6% 10.4% 35.0% 24.8% 43.0% 43.0% 11.0% 29.2% 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 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 4.5 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max None Max Max None Max Intersection Summary
Area Type: Other
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 90
Control Type: Actuated-Coordinated
Splits and Phases: 1: Calhoun St. & Dr. Carreon Bl.

6.1-3
1148
Item 2.

HCM 7th Signalized Intersection Summary EAPC (2026) AM Peak Hour 1: Calhoun St. & Dr. Carreon Bl. WITH IMPROVEMENTS
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\103 - EAP & EAPC IMP.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 83 229 69 29 357 89 260 623 89 83 298 148 Future Volume (veh/h) 83 229 69 29 357 89 260 623 89 83 298 148 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 88 244 73 31 380 95 277 663 95 88 317 157 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, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 112 642 544 51 447 112 311 720 610 112 634 307 Arrive On Green 0.06 0.34 0.34 0.03 0.31 0.31 0.17 0.38 0.38 0.06 0.27 0.27 Sat Flow, veh/h 1781 1870 1585 1781 1444 361 1781 1870 1585 1781 2321 1124 Grp Volume(v), veh/h 88 244 73 31 0 475 277 663 95 88 241 233 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 0 1805 1781 1870 1585 1781 1777 1668 Q Serve(g_s), s 4.9 9.9 3.2 1.7 0.0 24.7 15.2 33.8 3.9 4.9 11.4 11.8 Cycle Q Clear(g_c), s 4.9 9.9 3.2 1.7 0.0 24.7 15.2 33.8 3.9 4.9 11.4 11.8 Prop In Lane 1.00 1.00 1.00 0.20 1.00 1.00 1.00 0.67
Lane Grp Cap(c), veh/h 112 642 544 51 0 559 311 720 610 112 486 456 V/C Ratio(X) 0.79 0.38 0.13 0.60 0.00 0.85 0.89 0.92 0.16 0.79 0.50 0.51 Avail Cap(c_a), veh/h 116 642 544 105 0 559 362 720 610 116 486 456 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 0.75 0.75 0.75 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.2 24.8 22.6 48.0 0.0 32.4 40.4 29.3 20.1 46.2 30.5 30.7 Incr Delay (d2), s/veh 28.6 1.7 0.5 10.8 0.0 15.0 16.8 15.3 0.4 28.6 3.6 4.0 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 3.0 4.5 1.2 0.9 0.0 12.5 7.8 16.9 1.4 3.0 5.2 5.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 74.8 26.5 23.1 58.8 0.0 47.3 57.2 44.5 20.5 74.8 34.1 34.7 LnGrp LOS E C C E D E D C E C C
Approach Vol, veh/h 405 506 1035 562
Approach Delay, s/veh 36.4 48.0 45.7 40.8
Approach LOS DDDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.4 38.8 21.9 31.8 10.8 35.5 10.8 43.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.9 31.1 20.3 24.7 6.5 30.5 6.5 38.5 Max Q Clear Time (g_c+I1), s 3.7 11.9 17.2 13.8 6.9 26.7 6.9 35.8 Green Ext Time (p_c), s 0.0 1.4 0.2 2.0 0.0 1.0 0.0 1.2 Intersection Summary
HCM 7th Control Delay, s/veh 43.6
HCM 7th LOS D

6.1-4
1149
Item 2.

Lanes, Volumes, Timings EAPC (2026) AM Peak Hour
2: Calhoun St. & Avenue 48
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\03 - EAP & EAPC.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 68 445 115 38 662 104 282 641 83 69 264 70 Future Volume (vph) 68 445 115 38 662 104 282 641 83 69 264 70 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 110 0 105 0 100 0
Storage Lanes 1 0 1 0 1 0 1 0
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 50 45 45
Link Distance (ft) 1021 1428 2333 2694
Travel Time (s) 13.9 19.5 35.3 40.8
Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Shared Lane Traffic (%)
Turn Type Prot NA Prot NA Prot NA Prot NA
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases
Detector Phase 5 2 1 6 3 8 7 4
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.5 22.5 9.5 22.5 9.5 22.5 9.5 22.5
Total Split (s) 14.0 33.0 11.4 30.4 33.0 40.8 14.8 22.6 Total Split (%) 14.0% 33.0% 11.4% 30.4% 33.0% 40.8% 14.8% 22.6% 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 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 Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None C-Max None C-Max None Max None Max
Intersection Summary
Area Type: Other
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow, Master Intersection Natural Cycle: 75
Control Type: Actuated-Coordinated
Splits and Phases: 2: Calhoun St. & Avenue 48

6.1-5
1150
Item 2.

HCM 7th Signalized Intersection Summary EAPC (2026) AM Peak Hour 2: Calhoun St. & Avenue 48
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\03 - EAP & EAPC.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 68 445 115 38 662 104 282 641 83 69 264 70 Future Volume (veh/h) 68 445 115 38 662 104 282 641 83 69 264 70 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 82 536 139 46 798 125 340 772 100 83 318 84 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 105 1467 371 64 1507 234 378 1148 149 107 588 153 Arrive On Green 0.06 0.36 0.36 0.04 0.34 0.34 0.21 0.36 0.36 0.06 0.21 0.21 Sat Flow, veh/h 1781 4061 1028 1781 4456 693 1781 3164 410 1781 2791 726 Grp Volume(v), veh/h 82 447 228 46 608 315 340 433 439 83 201 201 Grp Sat Flow(s),veh/h/ln 1781 1702 1685 1781 1702 1746 1781 1777 1797 1781 1777 1740 Q Serve(g_s), s 4.5 9.7 10.0 2.6 14.4 14.6 18.6 20.6 20.6 4.6 10.1 10.3 Cycle Q Clear(g_c), s 4.5 9.7 10.0 2.6 14.4 14.6 18.6 20.6 20.6 4.6 10.1 10.3 Prop In Lane 1.00 0.61 1.00 0.40 1.00 0.23 1.00 0.42
Lane Grp Cap(c), veh/h 105 1229 609 64 1151 590 378 645 652 107 374 366 V/C Ratio(X) 0.78 0.36 0.37 0.72 0.53 0.53 0.90 0.67 0.67 0.78 0.54 0.55 Avail Cap(c_a), veh/h 169 1229 609 123 1151 590 508 645 652 183 374 366 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.4 23.5 23.6 47.7 26.7 26.7 38.4 26.8 26.8 46.4 35.1 35.2 Incr Delay (d2), s/veh 11.7 0.8 1.8 13.8 1.7 3.4 15.4 5.5 5.5 11.6 5.4 5.8 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 2.3 3.7 4.0 1.3 5.7 6.2 9.3 9.1 9.2 2.3 4.7 4.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 58.1 24.3 25.4 61.5 28.4 30.1 53.7 32.3 32.3 57.9 40.5 41.1 LnGrp LOS ECCECCDCCEDD
Approach Vol, veh/h 757 969 1212 485
Approach Delay, s/veh 28.3 30.5 38.3 43.7
Approach LOS CCDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 8.1 40.6 25.7 25.6 10.4 38.3 10.5 40.8 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 6.9 28.5 28.5 18.1 9.5 25.9 10.3 36.3 Max Q Clear Time (g_c+I1), s 4.6 12.0 20.6 12.3 6.5 16.6 6.6 22.6 Green Ext Time (p_c), s 0.0 3.5 0.6 1.0 0.0 3.7 0.0 4.3 Intersection Summary
HCM 7th Control Delay, s/veh 34.7
HCM 7th LOS C

6.1-6
1151
Item 2.

Lanes, Volumes, Timings EAPC (2026) AM Peak Hour
3: Calhoun St. & Avenue 49
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\03 - EAP & EAPC.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 14 2 2 52 2 38 2 799 30 15 442 5
Future Volume (vph) 14 2 2 52 2 38 2 799 30 15 442 5
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 100 0 100 0
Storage Lanes 0 0 0 0 1 0 1 1
Taper Length (ft) 60 60 90 60
Link Speed (mph) 30 30 45 45
Link Distance (ft) 636 1354 680 287
Travel Time (s) 14.5 30.8 10.3 4.3
Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Shared Lane Traffic (%)
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized

6.1-7
1152
Item 2.

HCM 7th AWSC EAPC (2026) AM Peak Hour
3: Calhoun St. & Avenue 49
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\03 - EAP & EAPC.syn Urban Crossroads, Inc.

Intersection
Intersection Delay, s/veh 211.5
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 14 2 2 52 2 38 2 799 30 15 442 5
Future Vol, veh/h 14 2 2 52 2 38 2 799 30 15 442 5
Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 16 2 2 60 2 44 2 929 35 17 514 6
Number of Lanes 010010110111
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1132
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3211
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2311
HCM Control Delay, s/veh 12.6 13.7 338.9 29.4

HCM LOS B B F D
Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2 SBLn3
Vol Left, % 100% 0% 78% 57% 100% 0% 0%
Vol Thru, % 0% 96% 11% 2% 0% 100% 0%
Vol Right, % 0% 4% 11% 41% 0% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 2 829 18 92 15 442 5
LT Vol 2 0 14 52 15 0 0
Through Vol 0 799 2 2 0 442 0
RT Vol 0 30 2 38 0 0 5
Lane Flow Rate 2 964 21 107 17 514 6
Geometry Grp 6655555
Degree of Util (X) 0.004 1.702 0.047 0.22 0.03 0.808 0.008 Departure Headway (Hd) 6.886 6.355 9.408 8.606 6.809 6.299 5.585 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 523 578 383 420 529 581 645
Service Time 4.586 4.055 7.108 6.306 4.509 3.999 3.285
HCM Lane V/C Ratio 0.004 1.668 0.055 0.255 0.032 0.885 0.009 HCM Control Delay, s/veh 9.6 339.7 12.6 13.7 9.7 30.3 8.3 HCM Lane LOS A F B B A D A
HCM 95th-tile Q 0 56.1 0.1 0.8 0.1 8 0

6.1-8
1153
Item 2.

Lanes, Volumes, Timings EAPC (2026) AM Peak Hour
3: Calhoun St. & Avenue 49 WITH IMPROVEMENTS
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\103 - EAP & EAPC IMP.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 14 2 2 52 2 38 2 799 30 15 442 5
Future Volume (vph) 14 2 2 52 2 38 2 799 30 15 442 5
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 100 0 100 0
Storage Lanes 0 0 0 0 1 0 1 1
Taper Length (ft) 60 60 90 60
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 30 30 45 45
Link Distance (ft) 636 1354 680 287
Travel Time (s) 14.5 30.8 10.3 4.3
Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Shared Lane Traffic (%)
Turn Type Perm NA Perm NA Prot NA Prot NA Perm
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 8 6
Detector Phase 4 4 8 8 5 2 1 6 6
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) 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 9.6 67.8 9.6 67.8 67.8 Total Split (%) 22.6% 22.6% 22.6% 22.6% 9.6% 67.8% 9.6% 67.8% 67.8% 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
Total Lost Time (s) 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 C-Min None C-Min C-Min Intersection Summary
Area Type: Other
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 72.9 (73%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 90
Control Type: Actuated-Coordinated
Splits and Phases: 3: Calhoun St. & Avenue 49

6.1-9
1154
Item 2.

HCM 7th Signalized Intersection Summary EAPC (2026) AM Peak Hour 3: Calhoun St. & Avenue 49 WITH IMPROVEMENTS
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\103 - EAP & EAPC IMP.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 14 2 2 52 2 38 2 799 30 15 442 5 Future Volume (veh/h) 14 2 2 52 2 38 2 799 30 15 442 5
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 16 2 2 60 2 44 2 929 35 17 514 6
Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 161 20 13 125 9 56 5 1358 51 34 1448 1227
Arrive On Green 0.09 0.09 0.09 0.09 0.09 0.09 0.00 0.76 0.76 0.02 0.77 0.77 Sat Flow, veh/h 1093 231 147 785 106 632 1781 1791 67 1781 1870 1585 Grp Volume(v), veh/h 20 0 0 106 0 0 2 0 964 17 514 6
Grp Sat Flow(s),veh/h/ln 1470 0 0 1523 0 0 1781 0 1858 1781 1870 1585 Q Serve(g_s), s 0.0 0.0 0.0 5.6 0.0 0.0 0.1 0.0 26.1 0.9 8.5 0.1 Cycle Q Clear(g_c), s 1.1 0.0 0.0 6.8 0.0 0.0 0.1 0.0 26.1 0.9 8.5 0.1 Prop In Lane 0.80 0.10 0.57 0.42 1.00 0.04 1.00 1.00
Lane Grp Cap(c), veh/h 194 0 0 1900050 1409 34 1448 1227 V/C Ratio(X) 0.10 0.00 0.00 0.56 0.00 0.00 0.42 0.00 0.68 0.51 0.35 0.00 Avail Cap(c_a), veh/h 326 0 0 329 0 0 91 0 1409 91 1448 1227 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 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 42.1 0.0 0.0 44.6 0.0 0.0 49.8 0.0 6.1 48.6 3.5 2.6 Incr Delay (d2), s/veh 0.2 0.0 0.0 2.5 0.0 0.0 48.5 0.0 2.7 11.4 0.7 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 0.0 0.0 2.7 0.0 0.0 0.1 0.0 7.4 0.5 2.2 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 42.3 0.0 0.0 47.1 0.0 0.0 98.3 0.0 8.8 60.0 4.2 2.6 LnGrp LOS D D F AEAA
Approach Vol, veh/h 20 106 966 537
Approach Delay, s/veh 42.3 47.1 9.0 5.9
Approach LOS D D A A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 6.4 80.3 13.3 4.8 81.9 13.3
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.1 63.3 18.1 5.1 63.3 18.1 Max Q Clear Time (g_c+I1), s 2.9 28.1 3.1 2.1 10.5 8.8
Green Ext Time (p_c), s 0.0 8.5 0.0 0.0 3.3 0.3
Intersection Summary
HCM 7th Control Delay, s/veh 10.9
HCM 7th LOS B

6.1-10
1155
Item 2.

Lanes, Volumes, Timings EAPC (2026) AM Peak Hour
4: Calhoun St. & Avenue 50
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\03 - EAP & EAPC.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 46 242 29 30 502 224 113 397 163 154 284 101 Future Volume (vph) 46 242 29 30 502 224 113 397 163 154 284 101 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 115 0 100 0 100 0
Storage Lanes 1 0 1 0 1 0 1 0
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 50 45 45
Link Distance (ft) 2636 2238 1460 368
Travel Time (s) 35.9 30.5 22.1 5.6
Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Shared Lane Traffic (%)
Turn Type Prot NA Prot NA Prot NA Prot NA
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases
Detector Phase 5 2 1 6 3 8 7 4
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.5 22.5 9.5 22.5 9.5 22.5 9.5 22.5
Total Split (s) 12.0 40.0 11.0 39.0 19.8 28.0 21.0 29.2 Total Split (%) 12.0% 40.0% 11.0% 39.0% 19.8% 28.0% 21.0% 29.2% 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 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 Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None C-Max None C-Max None Max None Max
Intersection Summary
Area Type: Other
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 70
Control Type: Actuated-Coordinated
Splits and Phases: 4: Calhoun St. & Avenue 50

6.1-11
1156
Item 2.

HCM 7th Signalized Intersection Summary EAPC (2026) AM Peak Hour 4: Calhoun St. & Avenue 50
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\03 - EAP & EAPC.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 46 242 29 30 502 224 113 397 163 154 284 101 Future Volume (veh/h) 46 242 29 30 502 224 113 397 163 154 284 101 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 55 288 35 36 598 267 135 473 194 183 338 120 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 71 1379 166 56 1012 452 167 579 236 217 680 237 Arrive On Green 0.04 0.43 0.43 0.03 0.42 0.42 0.09 0.24 0.24 0.12 0.26 0.26 Sat Flow, veh/h 1781 3193 385 1781 2389 1066 1781 2463 1003 1781 2583 902 Grp Volume(v), veh/h 55 159 164 36 445 420 135 340 327 183 231 227 Grp Sat Flow(s),veh/h/ln 1781 1777 1801 1781 1777 1679 1781 1777 1690 1781 1777 1708 Q Serve(g_s), s 3.1 5.6 5.7 2.0 19.2 19.3 7.4 18.1 18.3 10.1 11.0 11.3 Cycle Q Clear(g_c), s 3.1 5.6 5.7 2.0 19.2 19.3 7.4 18.1 18.3 10.1 11.0 11.3 Prop In Lane 1.00 0.21 1.00 0.64 1.00 0.59 1.00 0.53
Lane Grp Cap(c), veh/h 71 767 778 56 753 711 167 418 397 217 467 449 V/C Ratio(X) 0.78 0.21 0.21 0.64 0.59 0.59 0.81 0.81 0.82 0.84 0.49 0.51 Avail Cap(c_a), veh/h 134 767 778 116 753 711 273 418 397 294 467 449 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.6 17.7 17.8 47.9 22.2 22.2 44.5 36.2 36.3 43.0 31.2 31.3 Incr Delay (d2), s/veh 16.4 0.6 0.6 11.4 3.4 3.6 9.0 15.9 17.3 15.2 3.7 4.0 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 1.6 2.2 2.3 1.0 8.0 7.6 3.6 9.3 9.1 5.2 5.0 4.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 64.0 18.3 18.4 59.3 25.5 25.8 53.5 52.1 53.6 58.2 34.9 35.3 LnGrp LOS EBBE CCDDDECD
Approach Vol, veh/h 378 901 802 641
Approach Delay, s/veh 25.0 27.0 52.9 41.7
Approach LOS CCDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.7 47.7 13.9 30.8 8.5 46.9 16.7 28.0 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 6.5 35.5 15.3 24.7 7.5 34.5 16.5 23.5 Max Q Clear Time (g_c+I1), s 4.0 7.7 9.4 13.3 5.1 21.3 12.1 20.3 Green Ext Time (p_c), s 0.0 1.6 0.1 1.9 0.0 4.1 0.2 1.2 Intersection Summary
HCM 7th Control Delay, s/veh 37.8
HCM 7th LOS D

6.1-12
1157
Item 2.

Lanes, Volumes, Timings EAPC (2026) AM Peak Hour
5: Jackson St. & Odlum Dr./Avenue 49
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\03 - EAP & EAPC.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 93 2 33 14 2 64 7 594 6 24 547 27
Future Volume (vph) 93 2 33 14 2 64 7 594 6 24 547 27
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 50 0 0 100 150 100 205
Storage Lanes 0 1 0 0 1 0 1 0
Taper Length (ft) 60 60 60 60
Link Speed (mph) 30 30 50 50
Link Distance (ft) 590 2033 968 636
Travel Time (s) 13.4 46.2 13.2 8.7
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Shared Lane Traffic (%)
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized

6.1-13
1158
Item 2.

HCM 7th AWSC EAPC (2026) AM Peak Hour
5: Jackson St. & Odlum Dr./Avenue 49
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\03 - EAP & EAPC.syn Urban Crossroads, Inc.

Intersection
Intersection Delay, s/veh 100
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 93 2 33 14 2 64 7 594 6 24 547 27
Future Vol, veh/h 93 2 33 14 2 64 7 594 6 24 547 27
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 104 2 37 16 2 72 8 667 7 27 615 30
Number of Lanes 011010110120
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1232
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3221
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2312
HCM Control Delay, s/veh 15.2 14.3 199.6 28.6

HCM LOS C B F D
Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2 SBLn3
Vol Left, % 100% 0% 98% 0% 18% 100% 0% 0%
Vol Thru, % 0% 99% 2% 0% 2% 0% 100% 87%
Vol Right, % 0% 1% 0% 100% 80% 0% 0% 13%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 7 600 95 33 80 24 365 209
LT Vol 7 0 93 0 14 24 0 0
Through Vol 0 594 2 0 2 0 365 182
RT Vol 0 6 0 33 64 0 0 27
Lane Flow Rate 8 674 107 37 90 27 410 235
Geometry Grp 66666666
Degree of Util (X) 0.017 1.373 0.269 0.081 0.209 0.057 0.812 0.46 Departure Headway (Hd) 7.847 7.33 9.972 8.735 9.219 8.367 7.855 7.762 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 454 499 363 413 392 431 463 468
Service Time 5.624 5.107 7.672 6.435 6.919 6.067 5.555 5.462 HCM Lane V/C Ratio 0.018 1.351 0.295 0.09 0.23 0.063 0.886 0.502 HCM Control Delay, s/veh 10.8 201.8 16.3 12.2 14.3 11.6 36.5 16.9 HCM Lane LOS B F C BBBEC
HCM 95th-tile Q 0.1 30.8 1.1 0.3 0.8 0.2 7.6 2.4

6.1-14
1159
Item 2.

Lanes, Volumes, Timings EAPC (2026) AM Peak Hour
5: Jackson St. & Odlum Dr./Avenue 49 WITH IMPROVEMENTS
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\103 - EAP & EAPC IMP.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 93 2 33 14 2 64 7 594 6 24 547 27
Future Volume (vph) 93 2 33 14 2 64 7 594 6 24 547 27
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 50 0 0 100 150 100 205
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 2033 968 636
Travel Time (s) 13.4 46.2 13.2 8.7
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 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 4 4 4 8 8 5 2 1 6 6
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) 25.0 25.0 25.0 25.0 25.0 10.0 64.0 11.0 65.0 65.0 Total Split (%) 25.0% 25.0% 25.0% 25.0% 25.0% 10.0% 64.0% 11.0% 65.0% 65.0% 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: 100
Actuated Cycle Length: 100
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 65
Control Type: Actuated-Coordinated
Splits and Phases: 5: Jackson St. & Odlum Dr./Avenue 49

6.1-15
1160
Item 2.

HCM 7th Signalized Intersection Summary EAPC (2026) AM Peak Hour 5: Jackson St. & Odlum Dr./Avenue 49 WITH IMPROVEMENTS
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\103 - EAP & EAPC IMP.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 93 2 33 14 2 64 7 594 6 24 547 27 Future Volume (veh/h) 93 2 33 14 2 64 7 594 6 24 547 27 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 104 2 37 16 2 72 8 667 7 27 615 30 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 172 3 325 42 26 105 18 1171 12 47 2310 1030
Arrive On Green 0.20 0.20 0.20 0.20 0.20 0.20 0.01 0.63 0.63 0.03 0.65 0.65 Sat Flow, veh/h 492 13 1585 0 128 511 1781 1847 19 1781 3554 1585 Grp Volume(v), veh/h 106 0 37 90 0 0 8 0 674 27 615 30
Grp Sat Flow(s),veh/h/ln 505 0 1585 639 0 0 1781 0 1867 1781 1777 1585 Q Serve(g_s), s 0.0 0.0 1.9 0.0 0.0 0.0 0.4 0.0 20.7 1.5 7.3 0.7 Cycle Q Clear(g_c), s 20.5 0.0 1.9 20.5 0.0 0.0 0.4 0.0 20.7 1.5 7.3 0.7 Prop In Lane 0.98 1.00 0.18 0.80 1.00 0.01 1.00 1.00
Lane Grp Cap(c), veh/h 175 0 325 173 0 0 18 0 1183 47 2310 1030 V/C Ratio(X) 0.61 0.00 0.11 0.52 0.00 0.00 0.45 0.00 0.57 0.57 0.27 0.03 Avail Cap(c_a), veh/h 175 0 325 173 0 0 98 0 1183 116 2310 1030 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 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.9 0.0 32.4 34.2 0.0 0.0 49.2 0.0 10.5 48.1 7.4 6.2 Incr Delay (d2), s/veh 5.9 0.0 0.2 2.7 0.0 0.0 16.8 0.0 2.0 10.6 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 2.9 0.0 0.7 2.0 0.0 0.0 0.3 0.0 7.4 0.8 2.3 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 45.8 0.0 32.5 37.0 0.0 0.0 66.1 0.0 12.5 58.7 7.7 6.3 LnGrp LOS D CD E BEAA
Approach Vol, veh/h 143 90 682 672
Approach Delay, s/veh 42.4 37.0 13.1 9.7
Approach LOS D D B A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 7.1 67.9 25.0 5.5 69.5 25.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 6.5 59.5 20.5 5.5 60.5 20.5 Max Q Clear Time (g_c+I1), s 3.5 22.7 22.5 2.4 9.3 22.5 Green Ext Time (p_c), s 0.0 4.5 0.0 0.0 4.2 0.0
Intersection Summary
HCM 7th Control Delay, s/veh 15.7
HCM 7th LOS B

6.1-16
1161
Item 2.

Lanes, Volumes, Timings EAPC (2026) AM Peak Hour
6: Calhoun St. & Access 1
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\03 - EAP & EAPC.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 56 42 16 773 473 21
Future Volume (vph) 56 42 16 773 473 21
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 100 0
Storage Lanes 1 0 1 0
Taper Length (ft) 60 60
Link Speed (mph) 30 45 45
Link Distance (ft) 293 1762 680
Travel Time (s) 6.7 26.7 10.3
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

6.1-17
1162
Item 2.

HCM 7th TWSC EAPC (2026) AM Peak Hour
6: Calhoun St. & Access 1
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\03 - EAP & EAPC.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 2.4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 56 42 16 773 473 21
Future Vol, veh/h 56 42 16 773 473 21
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 100 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 59 44 17 814 498 22
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1356 509 520 0 - 0
Stage 1 509 -----
Stage 2 847 -----
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 164 564 1046 - - -
Stage 1 604 -----
Stage 2 420 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 162 564 1046 - - -
Mov Cap-2 Maneuver 162 -----
Stage 1 594 -----
Stage 2 420 -----
Approach EB NB SB
HCM Control Delay, s/v32.17 0.17 0

HCM LOS D
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1046 - 233 - -
HCM Lane V/C Ratio 0.016 - 0.443 - -
HCM Control Delay (s/veh) 8.5 - 32.2 - -
HCM Lane LOS A - D - -
HCM 95th %tile Q(veh) 0 - 2.1 - -

6.1-18
1163
Item 2.

Lanes, Volumes, Timings EAPC (2026) AM Peak Hour
7: Access 2 & Avenue 49
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\03 - EAP & EAPC.syn Urban Crossroads, Inc.

Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 2 10 5 2 28 14
Future Volume (vph) 2 10 5 2 28 14
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Link Speed (mph) 30 30 30
Link Distance (ft) 2033 636 356
Travel Time (s) 46.2 14.5 8.1
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Shared Lane Traffic (%)
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized

6.1-19
1164
Item 2.

HCM 7th TWSC EAPC (2026) AM Peak Hour
7: Access 2 & Avenue 49
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\03 - EAP & EAPC.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 6.6
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 2 10 5 2 28 14
Future Vol, veh/h 2 10 5 2 28 14
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 2 11 5 2 29 15
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 13 0 20 7
Stage 1 - - - - 7 -
Stage 2 - - - - 13 -
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 - - 1606 - 997 1075
Stage 1 - - - - 1016 -
Stage 2 - - - - 1010 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1606 - 994 1075
Mov Cap-2 Maneuver - - - - 994 -
Stage 1 - - - - 1016 -
Stage 2 - - - - 1007 -
Approach EB WB NB
HCM Control Delay, s/v 0 5.18 8.69

HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 1019 - - 1286 -
HCM Lane V/C Ratio 0.043 - - 0.003 -
HCM Control Delay (s/veh) 8.7 - - 7.2 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.1 - - 0 -

6.1-20
1165
Item 2.

Lanes, Volumes, Timings EAPC (2026) PM Peak Hour
1: Calhoun St. & Dr. Carreon Bl.

Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\03 - EAP & EAPC.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 49 256 155 29 188 70 91 320 28 63 625 88 Future Volume (vph) 49 256 155 29 188 70 91 320 28 63 625 88 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 75 0 105 0 100 0 100 100
Storage Lanes 1 1 1 0 1 1 1 1
Taper Length (ft) 90 60 90 90
Link Speed (mph) 40 40 45 40
Link Distance (ft) 2582 982 2694 905
Travel Time (s) 44.0 16.7 40.8 15.4
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Shared Lane Traffic (%)
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized

6.1-21
1166
Item 2.

HCM 7th AWSC EAPC (2026) PM Peak Hour
1: Calhoun St. & Dr. Carreon Bl.

Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\03 - EAP & EAPC.syn Urban Crossroads, Inc.

Intersection
Intersection Delay, s/veh 83.2
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 49 256 155 29 188 70 91 320 28 63 625 88 Future Vol, veh/h 49 256 155 29 188 70 91 320 28 63 625 88 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 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 53 275 167 31 202 75 98 344 30 68 672 95
Number of Lanes 111110111120
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2333
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3332
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 3323
HCM Control Delay, s/veh 39.3 51.8 77.6 124.1

HCM LOSE F F F
Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 100% 0% 0%
Vol Thru, % 0% 100% 0% 0% 100% 0% 0% 73% 0% 100% 70%
Vol Right, % 0% 0% 100% 0% 0% 100% 0% 27% 0% 0% 30%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 91 320 28 49 256 155 29 258 63 417 296 LT Vol 91 0 0 49 0 0 29 0 63 0 0
Through Vol 0 320 0 0 256 0 0 188 0 417 208
RT Vol 0 0 28 0 0 155 0 70 0 0 88
Lane Flow Rate 98 344 30 53 275 167 31 277 68 448 319
Geometry Grp 66666666666
Degree of Util (X) 0.311 1.048 0.086 0.168 0.84 0.477 0.102 0.859 0.206 1.301 0.907 Departure Headway (Hd) 12.046 11.525 10.795 12.054 11.537 10.813 12.047 11.357 11.212 10.691 10.474 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 300 317 334 299 317 335 299 322 322 345 347
Service Time 9.746 9.225 8.495 9.754 9.237 8.513 9.747 9.057 8.912 8.391 8.174 HCM Lane V/C Ratio 0.327 1.085 0.09 0.177 0.868 0.499 0.104 0.86 0.211 1.299 0.919 HCM Control Delay, s/veh 20.1 99.5 14.5 17.2 53.4 23 16.1 55.8 16.8 185.3 60.9 HCM Lane LOS C F B C F C C F C F F
HCM 95th-tile Q 1.3 12.1 0.3 0.6 7.3 2.5 0.3 7.7 0.8 20.6 9

6.1-22
1167
Item 2.

Lanes, Volumes, Timings EAPC (2026) PM Peak Hour
1: Calhoun St. & Dr. Carreon Bl. WITH IMPROVEMENTS
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\103 - EAP & EAPC IMP.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 49 256 155 29 188 70 91 320 28 63 625 88 Future Volume (vph) 49 256 155 29 188 70 91 320 28 63 625 88 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 75 0 105 0 100 0 100 100
Storage Lanes 1 1 1 0 1 1 1 1
Taper Length (ft) 90 60 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 40 40 45 40
Link Distance (ft) 2582 982 2694 905
Travel Time (s) 44.0 16.7 40.8 15.4
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Shared Lane Traffic (%)
Turn Type Prot NA Perm Prot NA Prot NA Perm Prot NA
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases 2 8
Detector Phase 5 2 2 1 6 3 8 8 7 4
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) 9.5 22.5 22.5 9.5 22.5 9.5 22.5 22.5 9.5 22.5 Total Split (s) 12.0 36.0 36.0 11.0 35.0 17.0 39.0 39.0 14.0 36.0 Total Split (%) 12.0% 36.0% 36.0% 11.0% 35.0% 17.0% 39.0% 39.0% 14.0% 36.0% 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 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 4.5 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max None Max Max None Max Intersection Summary
Area Type: Other
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 65
Control Type: Actuated-Coordinated
Splits and Phases: 1: Calhoun St. & Dr. Carreon Bl.

6.1-23
1168
Item 2.

HCM 7th Signalized Intersection Summary EAPC (2026) PM Peak Hour 1: Calhoun St. & Dr. Carreon Bl. WITH IMPROVEMENTS
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\103 - EAP & EAPC IMP.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 49 256 155 29 188 70 91 320 28 63 625 88 Future Volume (veh/h) 49 256 155 29 188 70 91 320 28 63 625 88 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 53 275 167 31 202 75 98 344 30 68 672 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, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 69 742 629 51 504 187 125 645 547 88 1014 143 Arrive On Green 0.04 0.40 0.40 0.03 0.39 0.39 0.07 0.34 0.34 0.05 0.32 0.32 Sat Flow, veh/h 1781 1870 1585 1781 1301 483 1781 1870 1585 1781 3126 441 Grp Volume(v), veh/h 53 275 167 31 0 277 98 344 30 68 382 385 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 0 1783 1781 1870 1585 1781 1777 1791 Q Serve(g_s), s 2.9 10.4 7.1 1.7 0.0 11.3 5.4 14.8 1.3 3.8 18.5 18.5 Cycle Q Clear(g_c), s 2.9 10.4 7.1 1.7 0.0 11.3 5.4 14.8 1.3 3.8 18.5 18.5 Prop In Lane 1.00 1.00 1.00 0.27 1.00 1.00 1.00 0.25
Lane Grp Cap(c), veh/h 69 742 629 51 0 691 125 645 547 88 576 581 V/C Ratio(X) 0.77 0.37 0.27 0.60 0.00 0.40 0.79 0.53 0.05 0.77 0.66 0.66 Avail Cap(c_a), veh/h 134 742 629 116 0 691 223 645 547 169 576 581 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 0.95 0.95 0.95 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.6 21.3 20.3 48.0 0.0 22.2 45.8 26.3 21.9 47.0 29.1 29.1 Incr Delay (d2), s/veh 16.5 1.4 1.0 10.8 0.0 1.7 9.9 3.0 0.2 13.4 5.9 5.9 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 1.6 4.6 2.6 0.9 0.0 4.8 2.7 6.7 0.5 2.0 8.4 8.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 64.2 22.7 21.4 58.8 0.0 24.0 55.6 29.3 22.0 60.4 35.0 35.0 LnGrp LOS E C C E C E C C E C C
Approach Vol, veh/h 495 308 472 835
Approach Delay, s/veh 26.7 27.5 34.3 37.0
Approach LOS CCCD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.4 44.2 11.5 36.9 8.4 43.2 9.4 39.0 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 6.5 31.5 12.5 31.5 7.5 30.5 9.5 34.5 Max Q Clear Time (g_c+I1), s 3.7 12.4 7.4 20.5 4.9 13.3 5.8 16.8 Green Ext Time (p_c), s 0.0 1.9 0.1 3.4 0.0 1.4 0.0 1.8 Intersection Summary
HCM 7th Control Delay, s/veh 32.6
HCM 7th LOS C

6.1-24
1169
Item 2.

Lanes, Volumes, Timings EAPC (2026) PM Peak Hour
2: Calhoun St. & Avenue 48
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\03 - EAP & EAPC.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 56 658 300 54 468 48 131 345 51 80 546 100 Future Volume (vph) 56 658 300 54 468 48 131 345 51 80 546 100 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 110 0 105 0 100 0
Storage Lanes 1 0 1 0 1 0 1 0
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 50 45 45
Link Distance (ft) 1021 1428 2333 2694
Travel Time (s) 13.9 19.5 35.3 40.8
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 (%)
Turn Type Prot NA Prot NA Prot NA Prot NA
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases
Detector Phase 5 2 1 6 3 8 7 4
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.5 22.5 9.5 22.5 9.5 22.5 9.5 22.5
Total Split (s) 14.0 34.4 13.6 34.0 20.0 37.0 15.0 32.0 Total Split (%) 14.0% 34.4% 13.6% 34.0% 20.0% 37.0% 15.0% 32.0% 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 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 Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None C-Max None C-Max None Max None Max
Intersection Summary
Area Type: Other
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow, Master Intersection Natural Cycle: 65
Control Type: Actuated-Coordinated
Splits and Phases: 2: Calhoun St. & Avenue 48

6.1-25
1170
Item 2.

HCM 7th Signalized Intersection Summary EAPC (2026) PM Peak Hour 2: Calhoun St. & Avenue 48
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\03 - EAP & EAPC.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 56 658 300 54 468 48 131 345 51 80 546 100 Future Volume (veh/h) 56 658 300 54 468 48 131 345 51 80 546 100 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 58 678 309 56 482 49 135 356 53 82 563 103 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 75 1363 612 72 1857 186 167 1010 149 105 872 159 Arrive On Green 0.04 0.40 0.40 0.04 0.39 0.39 0.09 0.32 0.32 0.06 0.29 0.29 Sat Flow, veh/h 1781 3448 1547 1781 4716 473 1781 3106 459 1781 3001 547 Grp Volume(v), veh/h 58 669 318 56 346 185 135 202 207 82 333 333 Grp Sat Flow(s),veh/h/ln 1781 1702 1592 1781 1702 1785 1781 1777 1788 1781 1777 1772 Q Serve(g_s), s 3.2 14.8 15.1 3.1 6.9 7.0 7.4 8.7 8.8 4.5 16.3 16.4 Cycle Q Clear(g_c), s 3.2 14.8 15.1 3.1 6.9 7.0 7.4 8.7 8.8 4.5 16.3 16.4 Prop In Lane 1.00 0.97 1.00 0.26 1.00 0.26 1.00 0.31
Lane Grp Cap(c), veh/h 75 1346 629 72 1341 703 167 577 581 105 516 515 V/C Ratio(X) 0.77 0.50 0.51 0.78 0.26 0.26 0.81 0.35 0.36 0.78 0.64 0.65 Avail Cap(c_a), veh/h 169 1346 629 162 1341 703 276 577 581 187 516 515 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.4 22.8 22.8 47.5 20.5 20.5 44.5 25.7 25.8 46.4 31.0 31.0 Incr Delay (d2), s/veh 15.5 1.3 2.9 16.0 0.5 0.9 9.0 1.7 1.7 11.6 6.1 6.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.7 5.7 5.7 1.6 2.6 2.9 3.6 3.7 3.8 2.3 7.5 7.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 62.9 24.1 25.7 63.6 20.9 21.4 53.5 27.4 27.5 58.0 37.0 37.2 LnGrp LOS ECCECCDCCEDD
Approach Vol, veh/h 1045 587 544 748
Approach Delay, s/veh 26.7 25.1 33.9 39.4
Approach LOS CCCD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 8.6 44.0 13.9 33.6 8.7 43.9 10.4 37.0 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 9.1 29.9 15.5 27.5 9.5 29.5 10.5 32.5 Max Q Clear Time (g_c+I1), s 5.1 17.1 9.4 18.4 5.2 9.0 6.5 10.8 Green Ext Time (p_c), s 0.0 4.8 0.1 2.5 0.0 2.8 0.0 2.1 Intersection Summary
HCM 7th Control Delay, s/veh 31.0
HCM 7th LOS C

6.1-26
1171
Item 2.

Lanes, Volumes, Timings EAPC (2026) PM Peak Hour
3: Calhoun St. & Avenue 49
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\03 - EAP & EAPC.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 9 2 2 36 2 21 2 492 24 29 715 16
Future Volume (vph) 9 2 2 36 2 21 2 492 24 29 715 16
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 100 0 100 0
Storage Lanes 0 0 0 0 1 0 1 1
Taper Length (ft) 60 60 90 60
Link Speed (mph) 30 30 45 45
Link Distance (ft) 636 1354 680 287
Travel Time (s) 14.5 30.8 10.3 4.3
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Shared Lane Traffic (%)
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized

6.1-27
1172
Item 2.

HCM 7th AWSC EAPC (2026) PM Peak Hour
3: Calhoun St. & Avenue 49
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\03 - EAP & EAPC.syn Urban Crossroads, Inc.

Intersection
Intersection Delay, s/veh 75.4
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 9 2 2 36 2 21 2 492 24 29 715 16
Future Vol, veh/h 9 2 2 36 2 21 2 492 24 29 715 16
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 9 2 2 38 2 22 2 518 25 31 753 17
Number of Lanes 010010110111
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1132
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3211
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2311
HCM Control Delay, s/veh 11.4 11.9 52.9 96.8

HCM LOS B B F F
Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2 SBLn3
Vol Left, % 100% 0% 69% 61% 100% 0% 0%
Vol Thru, % 0% 95% 15% 3% 0% 100% 0%
Vol Right, % 0% 5% 15% 36% 0% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 2 516 13 59 29 715 16
LT Vol 2 0 9 36 29 0 0
Through Vol 0 492 2 2 0 715 0
RT Vol 0 24 2 21 0 0 16
Lane Flow Rate 2 543 14 62 31 753 17
Geometry Grp 6655555
Degree of Util (X) 0.004 0.953 0.031 0.132 0.051 1.143 0.022 Departure Headway (Hd) 7.162 6.625 8.424 8.001 5.973 5.467 4.76 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 503 554 427 451 602 670 755
Service Time 4.862 4.325 6.124 5.701 3.681 3.175 2.468
HCM Lane V/C Ratio 0.004 0.98 0.033 0.137 0.051 1.124 0.023 HCM Control Delay, s/veh 9.9 53.1 11.4 11.9 9 102.4 7.6 HCM Lane LOS A F B B A F A
HCM 95th-tile Q 0 12.4 0.1 0.5 0.2 23.7 0.1

6.1-28
1173
Item 2.

Lanes, Volumes, Timings EAPC (2026) PM Peak Hour
3: Calhoun St. & Avenue 49 WITH IMPROVEMENTS
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\103 - EAP & EAPC IMP.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 9 2 2 36 2 21 2 492 24 29 715 16
Future Volume (vph) 9 2 2 36 2 21 2 492 24 29 715 16
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 100 0 100 0
Storage Lanes 0 0 0 0 1 0 1 1
Taper Length (ft) 60 60 90 60
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 30 30 45 45
Link Distance (ft) 636 1354 680 287
Travel Time (s) 14.5 30.8 10.3 4.3
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Shared Lane Traffic (%)
Turn Type Perm NA Perm NA Prot NA Prot NA Perm
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 8 6
Detector Phase 4 4 8 8 5 2 1 6 6
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) 22.5 22.5 22.5 22.5 9.5 22.5 9.5 22.5 22.5 Total Split (s) 23.0 23.0 23.0 23.0 10.0 66.0 11.0 67.0 67.0 Total Split (%) 23.0% 23.0% 23.0% 23.0% 10.0% 66.0% 11.0% 67.0% 67.0% 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
Total Lost Time (s) 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 C-Max None C-Max C-Max Intersection Summary
Area Type: Other
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 70
Control Type: Actuated-Coordinated
Splits and Phases: 3: Calhoun St. & Avenue 49

6.1-29
1174
Item 2.

HCM 7th Signalized Intersection Summary EAPC (2026) PM Peak Hour 3: Calhoun St. & Avenue 49 WITH IMPROVEMENTS
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\103 - EAP & EAPC IMP.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 9 2 2 36 2 21 2 492 24 29 715 16 Future Volume (veh/h) 9 2 2 36 2 21 2 492 24 29 715 16
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 9 2 2 38 2 22 2 518 25 31 753 17
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 114 25 14 106 5 29 5 1384 67 51 1512 1281
Arrive On Green 0.05 0.05 0.05 0.05 0.05 0.05 0.00 0.78 0.78 0.03 0.81 0.81 Sat Flow, veh/h 993 464 265 890 91 540 1781 1770 85 1781 1870 1585 Grp Volume(v), veh/h 13 0 0 62 0 0 2 0 543 31 753 17
Grp Sat Flow(s),veh/h/ln 1723 0 0 1521 0 0 1781 0 1855 1781 1870 1585 Q Serve(g_s), s 0.0 0.0 0.0 3.3 0.0 0.0 0.1 0.0 9.0 1.7 12.9 0.2 Cycle Q Clear(g_c), s 0.7 0.0 0.0 4.0 0.0 0.0 0.1 0.0 9.0 1.7 12.9 0.2 Prop In Lane 0.69 0.15 0.61 0.35 1.00 0.05 1.00 1.00
Lane Grp Cap(c), veh/h 154 0 0 1400050 1451 51 1512 1281 V/C Ratio(X) 0.08 0.00 0.00 0.44 0.00 0.00 0.42 0.00 0.37 0.60 0.50 0.01 Avail Cap(c_a), veh/h 347 0 0 334 0 0 98 0 1451 116 1512 1281 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 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 45.1 0.0 0.0 46.6 0.0 0.0 49.8 0.0 3.4 48.0 3.1 1.9 Incr Delay (d2), s/veh 0.2 0.0 0.0 2.2 0.0 0.0 48.5 0.0 0.7 10.8 1.2 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 0.3 0.0 0.0 1.6 0.0 0.0 0.1 0.0 2.2 0.9 2.7 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 45.3 0.0 0.0 48.8 0.0 0.0 98.3 0.0 4.1 58.8 4.2 1.9 LnGrp LOS D D F AEAA
Approach Vol, veh/h 13 62 545 801
Approach Delay, s/veh 45.3 48.8 4.4 6.3
Approach LOS D D A A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 7.4 82.7 9.9 4.8 85.3 9.9
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 6.5 61.5 18.5 5.5 62.5 18.5 Max Q Clear Time (g_c+I1), s 3.7 11.0 2.7 2.1 14.9 6.0
Green Ext Time (p_c), s 0.0 3.5 0.0 0.0 5.7 0.2
Intersection Summary
HCM 7th Control Delay, s/veh 7.8
HCM 7th LOS A

6.1-30
1175
Item 2.

Lanes, Volumes, Timings EAPC (2026) PM Peak Hour
4: Calhoun St. & Avenue 50
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\03 - EAP & EAPC.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 63 501 59 10 371 176 66 244 69 218 326 72 Future Volume (vph) 63 501 59 10 371 176 66 244 69 218 326 72 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 115 0 100 0 100 0
Storage Lanes 1 0 1 0 1 0 1 0
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 50 45 45
Link Distance (ft) 2636 2238 1460 368
Travel Time (s) 35.9 30.5 22.1 5.6
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Shared Lane Traffic (%)
Turn Type Prot NA Prot NA Prot NA Prot NA
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases
Detector Phase 5 2 1 6 3 8 7 4
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.5 22.5 9.5 22.5 9.5 22.5 9.5 22.5
Total Split (s) 15.0 37.0 10.0 32.0 15.0 24.0 29.0 38.0 Total Split (%) 15.0% 37.0% 10.0% 32.0% 15.0% 24.0% 29.0% 38.0% 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 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 Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None C-Max None C-Max None Max None Max
Intersection Summary
Area Type: Other
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 70
Control Type: Actuated-Coordinated
Splits and Phases: 4: Calhoun St. & Avenue 50

6.1-31
1176
Item 2.

HCM 7th Signalized Intersection Summary EAPC (2026) PM Peak Hour 4: Calhoun St. & Avenue 50
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\03 - EAP & EAPC.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 63 501 59 10 371 176 66 244 69 218 326 72 Future Volume (veh/h) 63 501 59 10 371 176 66 244 69 218 326 72 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 66 522 61 10 386 183 69 254 72 227 340 75 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 85 1356 158 22 910 425 89 650 180 264 972 212 Arrive On Green 0.05 0.42 0.42 0.01 0.39 0.39 0.05 0.24 0.24 0.15 0.34 0.34 Sat Flow, veh/h 1781 3206 374 1781 2350 1099 1781 2747 762 1781 2901 632 Grp Volume(v), veh/h 66 289 294 10 290 279 69 162 164 227 207 208 Grp Sat Flow(s),veh/h/ln 1781 1777 1803 1781 1777 1673 1781 1777 1733 1781 1777 1757 Q Serve(g_s), s 3.7 11.2 11.3 0.6 12.0 12.2 3.8 7.7 8.0 12.4 8.7 9.0 Cycle Q Clear(g_c), s 3.7 11.2 11.3 0.6 12.0 12.2 3.8 7.7 8.0 12.4 8.7 9.0 Prop In Lane 1.00 0.21 1.00 0.66 1.00 0.44 1.00 0.36
Lane Grp Cap(c), veh/h 85 751 762 22 688 647 89 421 410 264 595 588 V/C Ratio(X) 0.77 0.38 0.39 0.46 0.42 0.43 0.77 0.39 0.40 0.86 0.35 0.35 Avail Cap(c_a), veh/h 187 751 762 98 688 647 187 421 410 436 595 588 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.1 19.9 19.9 49.1 22.5 22.5 46.9 32.1 32.2 41.6 25.0 25.1 Incr Delay (d2), s/veh 13.7 1.5 1.5 14.6 1.9 2.1 13.2 2.7 2.9 9.0 1.6 1.7 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.9 4.5 4.6 0.3 5.0 4.8 2.0 3.5 3.5 5.9 3.7 3.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 60.8 21.4 21.4 63.7 24.4 24.6 60.1 34.7 35.1 50.6 26.6 26.8 LnGrp LOS ECCECCECDDCC
Approach Vol, veh/h 649 579 395 642
Approach Delay, s/veh 25.4 25.2 39.3 35.1
Approach LOS CCDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 5.7 46.8 9.5 38.0 9.3 43.2 19.3 28.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 32.5 10.5 33.5 10.5 27.5 24.5 19.5 Max Q Clear Time (g_c+I1), s 2.6 13.3 5.8 11.0 5.7 14.2 14.4 10.0 Green Ext Time (p_c), s 0.0 2.9 0.0 2.2 0.0 2.5 0.4 1.1 Intersection Summary
HCM 7th Control Delay, s/veh 30.5
HCM 7th LOS C

6.1-32
1177
Item 2.

Lanes, Volumes, Timings EAPC (2026) PM Peak Hour
5: Jackson St. & Odlum Dr./Avenue 49
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\03 - EAP & EAPC.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 67 2 23 10 2 43 21 502 15 71 673 76 Future Volume (vph) 67 2 23 10 2 43 21 502 15 71 673 76 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 50 0 0 100 150 100 205
Storage Lanes 0 1 0 0 1 0 1 0
Taper Length (ft) 60 60 60 60
Link Speed (mph) 30 30 50 50
Link Distance (ft) 590 2033 968 636
Travel Time (s) 13.4 46.2 13.2 8.7
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Shared Lane Traffic (%)
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized

6.1-33
1178
Item 2.

HCM 7th AWSC EAPC (2026) PM Peak Hour
5: Jackson St. & Odlum Dr./Avenue 49
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\03 - EAP & EAPC.syn Urban Crossroads, Inc.

Intersection
Intersection Delay, s/veh 47.9
Intersection LOS E
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 67 2 23 10 2 43 21 502 15 71 673 76
Future Vol, veh/h 67 2 23 10 2 43 21 502 15 71 673 76
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 70 2 24 10 2 45 22 523 16 74 701 79
Number of Lanes 011010110120
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1232
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3221
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2312
HCM Control Delay, s/veh 13.7 12.8 83.5 30.7

HCM LOS B B F D
Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2 SBLn3
Vol Left, % 100% 0% 97% 0% 18% 100% 0% 0%
Vol Thru, % 0% 97% 3% 0% 4% 0% 100% 75%
Vol Right, % 0% 3% 0% 100% 78% 0% 0% 25%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 21 517 69 23 55 71 449 300
LT Vol 21 0 67 0 10 71 0 0
Through Vol 0 502 2 0 2 0 449 224
RT Vol 0 15 0 23 43 0 0 76
Lane Flow Rate 22 539 72 24 57 74 467 313
Geometry Grp 66666666
Degree of Util (X) 0.047 1.069 0.183 0.053 0.134 0.15 0.881 0.574 Departure Headway (Hd) 7.671 7.144 9.533 8.31 8.737 7.508 6.999 6.819 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 464 506 379 434 413 481 523 532
Service Time 5.465 4.937 7.233 6.01 6.437 5.208 4.699 4.519 HCM Lane V/C Ratio 0.047 1.065 0.19 0.055 0.138 0.154 0.893 0.588 HCM Control Delay, s/veh 10.8 86.5 14.4 11.5 12.8 11.5 42 18.3 HCM Lane LOS B F BBBBEC
HCM 95th-tile Q 0.1 16.4 0.7 0.2 0.5 0.5 9.8 3.6

6.1-34
1179
Item 2.

Lanes, Volumes, Timings EAPC (2026) PM Peak Hour
5: Jackson St. & Odlum Dr./Avenue 49 WITH IMPROVEMENTS
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\103 - EAP & EAPC IMP.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 67 2 23 10 2 43 21 502 15 71 673 76 Future Volume (vph) 67 2 23 10 2 43 21 502 15 71 673 76 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 50 0 0 100 150 100 205
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 2033 968 636
Travel Time (s) 13.4 46.2 13.2 8.7
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 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 4 4 4 8 8 5 2 1 6 6
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) 25.0 25.0 25.0 25.0 25.0 12.0 58.0 17.0 63.0 63.0 Total Split (%) 25.0% 25.0% 25.0% 25.0% 25.0% 12.0% 58.0% 17.0% 63.0% 63.0% 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: 100
Actuated Cycle Length: 100
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 60
Control Type: Actuated-Coordinated
Splits and Phases: 5: Jackson St. & Odlum Dr./Avenue 49

6.1-35
1180
Item 2.

HCM 7th Signalized Intersection Summary EAPC (2026) PM Peak Hour 5: Jackson St. & Odlum Dr./Avenue 49 WITH IMPROVEMENTS
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\103 - EAP & EAPC IMP.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 67 2 23 10 2 43 21 502 15 71 673 76 Future Volume (veh/h) 67 2 23 10 2 43 21 502 15 71 673 76 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 70 2 24 10 2 45 22 523 16 74 701 79 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 168 3 123 48 13 69 41 1324 41 96 2716 1211
Arrive On Green 0.08 0.08 0.08 0.08 0.08 0.08 0.02 0.73 0.73 0.05 0.76 0.76 Sat Flow, veh/h 1248 36 1585 76 161 890 1781 1805 55 1781 3554 1585 Grp Volume(v), veh/h 72 0 24 57 0 0 22 0 539 74 701 79
Grp Sat Flow(s),veh/h/ln 1284 0 1585 1127 0 0 1781 0 1860 1781 1777 1585 Q Serve(g_s), s 0.0 0.0 1.4 0.1 0.0 0.0 1.2 0.0 10.9 4.1 5.8 1.2 Cycle Q Clear(g_c), s 5.6 0.0 1.4 5.7 0.0 0.0 1.2 0.0 10.9 4.1 5.8 1.2 Prop In Lane 0.97 1.00 0.18 0.79 1.00 0.03 1.00 1.00
Lane Grp Cap(c), veh/h 171 0 123 130 0 0 41 0 1364 96 2716 1211 V/C Ratio(X) 0.42 0.00 0.19 0.44 0.00 0.00 0.54 0.00 0.40 0.77 0.26 0.07 Avail Cap(c_a), veh/h 345 0 325 328 0 0 134 0 1364 223 2716 1211 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 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 45.1 0.0 43.2 44.1 0.0 0.0 48.3 0.0 5.0 46.7 3.5 2.9 Incr Delay (d2), s/veh 1.6 0.0 0.8 2.3 0.0 0.0 10.7 0.0 0.9 12.4 0.2 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 0.0 0.6 1.4 0.0 0.0 0.6 0.0 3.1 2.1 1.3 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 46.8 0.0 43.9 46.4 0.0 0.0 59.0 0.0 5.9 59.1 3.7 3.0 LnGrp LOS D DD E AEAA
Approach Vol, veh/h 96 57 561 854
Approach Delay, s/veh 46.0 46.4 7.9 8.4
Approach LOS D D A A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 9.9 77.8 12.3 6.8 80.9 12.3
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 12.5 53.5 20.5 7.5 58.5 20.5 Max Q Clear Time (g_c+I1), s 6.1 12.9 7.6 3.2 7.8 7.7
Green Ext Time (p_c), s 0.1 3.3 0.3 0.0 5.1 0.2
Intersection Summary
HCM 7th Control Delay, s/veh 11.9
HCM 7th LOS B

6.1-36
1181
Item 2.

Lanes, Volumes, Timings EAPC (2026) PM Peak Hour
6: Calhoun St. & Access 1
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\03 - EAP & EAPC.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 38 28 47 478 690 62
Future Volume (vph) 38 28 47 478 690 62
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 100 0
Storage Lanes 1 0 1 0
Taper Length (ft) 60 60
Link Speed (mph) 30 45 45
Link Distance (ft) 293 1762 680
Travel Time (s) 6.7 26.7 10.3
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

6.1-37
1182
Item 2.

HCM 7th TWSC EAPC (2026) PM Peak Hour
6: Calhoun St. & Access 1
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\03 - EAP & EAPC.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 1.8
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 38 28 47 478 690 62
Future Vol, veh/h 38 28 47 478 690 62
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 100 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 40 29 49 503 726 65
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1361 759 792 0 - 0
Stage 1 759 -----
Stage 2 602 -----
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 163 406 829 - - -
Stage 1 462 -----
Stage 2 547 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 154 406 829 - - -
Mov Cap-2 Maneuver 154 -----
Stage 1 435 -----
Stage 2 547 -----
Approach EB NB SB
HCM Control Delay, s/v30.63 0.86 0

HCM LOS D
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 829 - 209 - -
HCM Lane V/C Ratio 0.06 - 0.333 - -
HCM Control Delay (s/veh) 9.6 - 30.6 - -
HCM Lane LOS A - D - -
HCM 95th %tile Q(veh) 0.2 - 1.4 - -

6.1-38
1183
Item 2.

Lanes, Volumes, Timings EAPC (2026) PM Peak Hour
7: Access 2 & Avenue 49
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\03 - EAP & EAPC.syn Urban Crossroads, Inc.

Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 2 31 16 2 19 9
Future Volume (vph) 2 31 16 2 19 9
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Link Speed (mph) 30 30 30
Link Distance (ft) 2033 636 356
Travel Time (s) 46.2 14.5 8.1
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Shared Lane Traffic (%)
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized

6.1-39
1184
Item 2.

HCM 7th TWSC EAPC (2026) PM Peak Hour
7: Access 2 & Avenue 49
Calhoun Street Subdivision Traffic Analysis Synchro 12 Report F:\UXRjobs\_15600_16000\_15800\15830\02_LOS\Synchro\03 - EAP & EAPC.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 4.6
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 2 31 16 2 19 9
Future Vol, veh/h 2 31 16 2 19 9
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 2 33 17 2 20 9
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 35 0 54 18
Stage 1 - - - - 18 -
Stage 2 - - - - 36 -
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 - - 1577 - 954 1060
Stage 1 - - - - 1004 -
Stage 2 - - - - 987 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1577 - 944 1060
Mov Cap-2 Maneuver - - - - 944 -
Stage 1 - - - - 1004 -
Stage 2 - - - - 976 -
Approach EB WB NB
HCM Control Delay, s/v 0 6.5 8.79

HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 978 - - 1575 -
HCM Lane V/C Ratio 0.03 - - 0.011 -
HCM Control Delay (s/veh) 8.8 - - 7.3 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.1 - - 0 -

6.1-40
1185
Item 2.

Initial Study/Mitigated Negative Declaration
City of Coachella Calhoun Street Housing Development/TTM 39051 November 2025 Initial Study/Mitigated Negative Declaration G
Appendix G
Calhoun Street Housing Development Vehicle Miles Traveled Screening Assessment 1186
Item 2.
15830-03 VMT.docx
June 18, 2024
Mr. Andrew Simmons, P.E.

City of Coachella
53990 Enterprise Way
Coachella, CA 92236

CALHOUN STREET SUBDIVISION VEHICLE MILES TRAVELED (VMT) SCREENING Mr. Andrew Simmons, P.E.,
Urban Crossroads, Inc. is pleased to provide the following Vehicle Miles Traveled (VMT) Screening for the Calhoun Street Subdivision development (Project), which is located at the southwest corner of Calhoun Street and Avenue 49 in the City of Coachella.

PROJECT OVERVIEW
It is our understanding that the Project is to consist of 258 dwelling units and an 1.5 acre park with dog run on approximately 40 acres. A preliminary site plan for the proposed Project is shown on Exhibit 1. Access to the Project is provided via two full access driveways (Access 1 at Calhoun Street and Access 2 at Avenue 49), and one right-in/right-out only access for the park (Access 3 at Calhoun Street).

BACKGROUND
Changes to California Environmental Quality Act (CEQA) Guidelines were adopted in December 2018, which requires 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) (1). Based on OPR’s Technical Advisory, the County of Riverside adopted their Transportation Analysis Guidelines for Level of Service Vehicle Miles Traveled (December of 2020) (County Guidelines) (2). The City of Coachella utilizes the adopted County Guidelines.

Consistent with County Guidelines, projects should evaluate available screening criteria based on their location and project type to determine if a presumption of a less than significant transportation impact can be made. The following project screening thresholds were selected for review based on their applicability to the proposed Project:
• Small Projects Screening
• High Quality Transit Areas (HQTA) Screening
• Map-Based Screening
• Local Essential Service Screening
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Item 2.
1188
Item 2.

Mr. Andrew Simmons, P.E.

City of Coachella
June 18, 2024

15830-03 VMT.docx

SMALL PROJECTS SCREENING
County Guidelines identify those projects forecasted to generate greenhouse gas (GHG) emissions below 3,000 Metric Tons of Carbon Dioxide Equivalent (MTCO2e) per year are also assumed to cause a less than significant VMT impact.1 The County Guidelines provides a list of land use types based on quantity (i.e., dwelling units or square footage) and provides a typical development potential to be below the 3,000 MTCO2e per year. Single Family Housing projects less than or equal to 110 dwelling units have been identified to meet the County threshold2 .

The Project quantity of 258 dwelling units is more than the residential VMT screening criteria.

Small Projects screening criteria is not met.

HIGH QUALITY TRANSIT AREAS (HQTA) SCREENING
Projects located within a Transit Priority Area (TPA) (i.e., within ½ mile of an existing “major transit stop”3 or an existing stop along a “high-quality transit corridor”4) may be presumed to have a less than significant impact absent substantial evidence to the contrary. The Project is not located within ½ mile of an existing major transit stop, or along a high-quality transit corridor.

HQTA screening criteria is not met.

MAP-BASED SCREENING
The County Guidelines note that “residential projects that locate in areas with low VMT, and that incorporate similar features (i.e., density, mix of uses, transit accessibility), will tend to exhibit similarly low VMT.”5 Urban Crossroads has obtained a VMT data table from County Staff for all TAZs within Riverside County that identifies VMT per capita for the purposes of identifying low VMT areas. The data utilizes the sub-regional Riverside Transportation Analysis Model (RIVTAM) to measure baseline VMT performance, and a comparison was made to the applicable impact threshold.

The Project’s TAZ was identified in the Riverside County Transportation Analysis Model (RIVTAM) as TAZ 4787.
1 County Guidelines; Page 19.
2 County Guidelines; Page 42, Table 1
3 Pub. Resources Code, § 21064.3 (“‘Major transit stop’ means a site containing an existing rail transit station, a ferry terminal served by either a bus or rail transit service, or the intersection of two or more major bus routes with a frequency of service interval of 15 minutes or less during the morning and afternoon peak commute periods.”).
4 Pub. Resources Code, § 21155 (“For purposes of this section, a high-quality transit corridor means a corridor with fixed route bus service with service intervals no longer than 15 minutes during peak commute hours.”). 5 Technical Advisory; Page 12
1189
Item 2.

Mr. Andrew Simmons, P.E.

City of Coachella
June 18, 2024

15830-03 VMT.docx
The County’s data table identifies the Project’s TAZ 4787 to generate 7.974 VMT per capita. The County regional threshold is 15.2 VMT per capita6
; therefore the Project is located in a low VMT
area.

Map-Based screening criteria is met for residential.

LOCAL ESSENTIAL SERVICE SCREENING
The introduction of new local essential services shortens non-discretionary trips by putting those goods and services closer to complimentary land uses, resulting in conditions which do not increase overall VMT. The park with dog run provides a local service to adjacent land uses that otherwise attract travelers from more distant locations; therefore, the park with dog run is presumed to not increase overall VMT.

Local Essential Service screening criteria is met for park with dog run.

CONCLUSION
In summary, the Project was evaluated consistent with available screening criteria as presented in the County Guidelines. The map based screening criteria is met for residential uses and the local essential service screening criteria is met for park with dog run, so a full analysis of VMT associated with site is not required. The Project is presumed to have a less than significant impact on VMT.

If you have any questions, please contact us at [email protected] for John or [email protected] for Marlie.

Respectfully submitted,
URBAN CROSSROADS, INC.

John Kain, AICP Marlie Whiteman, P.E.

Principal Senior Associate
6 County Guidelines; Page 22
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Item 2.
15830-03 VMT.docx

REFERENCES

1. Office of Planning and Research. Technical Advisory on Evaluating Transportation Impacts in CEQA. State of California : s.n., December 2018.

2. County of Riverside. Transportation Analysis Guidelines for Level of Service Vehicle Miles Traveled.

County of Riverside : s.n., December 2020.
1191
Item 2.

Calhoun Street Housing Development
Response to Comments

Calhoun Street Housing Development
Environmental Assessment EA 25-02
Tentative Tract Map TTM 39051
Conditional Use Permit 390
Planned Unit Development
Response to Comments
The City received 3 comment letters to the Initial Study/Mitigated Negative Declaration (ISMND) for the Calhoun Street Housing Development (Project). Comment Letters were received from the Department of Toxic Substance Control, U.S Fish and Wildlife Services, and the California Department of Fish and Wildlife. Responses to each letter are provided below.

The comment letters are provided in Appendix A.

A. Department of Toxic Substance Control
Letter dated November 21, 2025
Comment 1:

The Department of Toxic Substances Control (DTSC) reviewed the Mitigated Negative Declaration (MND) for the Calhoun Street Housing Development (Project). The proposed Project is a Tentative Tract Map, Environmental Assessment, Conditional Use Permit and Planned Unit Development for a single-family residential project. The Project is located on the southwest corner of Calhoun Street and Avenue 49 in the City of Coachella, California. The site encompasses 39.98 acres and is identified as Assessor’s Parcel Number (APN) 612-260-010.

The applicant proposes to subdivide the Project site for a future build out of a private, gated residential community containing 257 single-family homes and a public park with a total area of

3.53 acres. DTSC recommends and requests consideration of the following comments:

Response 1:

The commenter describes the Project, and no further response is required. Responses to individual issues raised by the commenter are provided individually below.

Comment 2:

1. When agricultural crops and/or land uses are proposed or rezoned for residential use, several contaminants of concern (COCs) can be present. The Lead Agency shall identify the amounts of Pesticides and Organochlorine Pesticides (OCPs) historically used on the property. If present, OCPs requiring further analysis aredichloro-diphenyl-trichloroethane, toxaphene, and dieldrin. Additionally, any level of arsenic present would require further analysis and sampling and must meet approved local area baselines or thresholds. If they do not, remedial action must take place to mitigate them below those thresholds. Additional COCs may be found in mixing/loading/storage areas, drainage ditches, farmhouses, or any other outbuildings and should be sampled and analyzed. If smudge pots had been routinely utilized, additional sampling for Polycyclic Aromatic Hydrocarbons and/or Total Petroleum 1192
Item 2.

Calhoun Street Housing Development
Response to Comments

Hydrocarbons may be required. These recommendations should be adhered to and become part of the environmental document. Please refer to the DTSC’s Human and Ecological Risk Office (HERO) webpage for the most recent guidance and screening levels.

Response 2:

The comment is noted. As noted in Section IX, Hazards and Hazardous Materials, the Project will be subject to all local, regional and state requirements, including the levels of the chemicals identified in the comment. Traditionally, high levels of agricultural chemicals have not been identified in Coachella Valley farming activities. The City thanks the commenter for the information provided, and will condition the Project to provide soil sampling results with the submittal of grading plans. This local requirement will assure that impacts associated with these chemicals remain less than significant.

Comment 3

2. DTSC recommends all imported soil/fill material be tested to ensure all COCs meet screening levels as outlined in DTSC's Preliminary Endangerment Assessment Guidance Manual.

Furthermore, DTSC advises referencing the DTSC Information Advisory Clean Imported Fill Material Fact Sheet if importing fill is necessary. To minimize the possibility of introducing contaminated soil/fill material there should be documentation of the origins of the soil/fill material and, if applicable, sampling be conducted to ensure that the imported soil/fill material are suitable for the intended land use. The soil sampling should include analysis based on the source of the soil/fill and knowledge of prior land use.

Response 3:

The City thanks the commenter for the information provided. Clean fill is a requirement for all imported soils into any project in the City, and its origin must be documented. Furthermore, the Project geologist will monitor grading and certify the pads for the Project, also insuring that oversight occurs during grading.

Comment 4:

3. The City of Coachella should consider soil testing as mentioned in comment #1. If, in the event any COC results are above DTSC residential screening levels, DTSC recommends the City of Coachella address the contaminations within the Project area through an Environmental Site Assessment and/or receive oversight from a self-certified local agency, DTSC or Regional Water Quality Control Board. If entering into one of DTSC’s voluntary agreements, please note that DTSC uses a single standard Request for Lead Agency Oversight Application for all agreement types. Please apply for DTSC oversight using this link:

Request for Agency Oversight Application. Submittal of the online application includes an agreement to pay costs incurred during agreement preparation. If you have any questions about the application portal, please contact the relevant Regional Brownfield Coordinator for your Project.
1193
Item 2.

Calhoun Street Housing Development
Response to Comments

Response 4:

The commenter’s recommendations are noted. Please also see Response 1.

Comment 5:

DTSC would like to thank you for the opportunity to comment on the MND for the Calhoun Street Housing Development. Thank you for your assistance in protecting California’s people and environment from the harmful effects of toxic substances. If you have any questions or would like clarification on DTSC’s comments, please respond to this letter or via our CEQA Review email for additional guidance.

Response 5:

The City thanks the Department for participating in the City’s CEQA process for this Project.

B. U.S. Fish and Wildlife Service
Letter dated December 4, 2025
Comment 1:

This letter is in response to the notice of availability dated November 18, 2025, soliciting comments on the draft Initial Study Mitigated Negative Declaration (ISMND) for the Calhoun Street Housing Development Project (Project), located in the City of Coachella, Riverside County, California. The proposed Project site is located on the southwest corner of Calhoun Street and Avenue 49 in the City of Coachella (City) and is bounded along the west perimeter by lands within the City of Indio, California.

We offer the following comments on the ISMND as they relate to potential impacts on public trust resources. The primary concern and mandate of the U.S. Fish and Wildlife Service (Service) is the conservation, protection, and enhancement of fish and wildlife resources and their habitats for the continuing benefit of the American people. The Service has legal responsibility for the welfare of migratory birds, anadromous fish, and threatened or endangered animals and plants listed under the Endangered Species Act of 1973 (Act), as amended (16 U.S.C. 1531 et seq.).

The comments provided herein are based on the information provided in the ISMND and our knowledge of sensitive and declining fish and wildlife resources.

The Project site is within the Coachella Valley Multiple Species Habitat Conservation Plan (CVMSHCP) Area, and the City is a Local Permittee to the CVMSHCP. The Project applicant proposes to subdivide the 39.98 acres (ac) Project site for a future build of a private, gated residential community containing 257 single-family homes and a 3.53-ac public park, with 3.13- ac for recreational open space and 0.40 ac for a landscaped retention basin. The proposed Project also includes right-of-way allowances for future road improvements along Avenue 49 and Calhoun Street. The Project site is surrounded by single-family residential land uses on the north, south, and west, and a vacant lot occurs on the east of the Project site. Currently, the Project site is zoned as “General Neighborhood” in the City’s General Plan 2035 Update. The applicant proposes a Planned Unit Development that would permit flexible standards for smaller lot sizes and a higher density for a private gated community than the Project site’s current designation allows.
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Item 2.

Calhoun Street Housing Development
Response to Comments

Response 1:

The comment relates the Service’s role and provides a project description. Responses to the Service’s primary concerns are provided below:

Comment 2:

NESTING BIRDS
The draft ISMND states that a field assessment occurred on February 29, 2024. The field assessment included the 39.98-ac Project site and a 500-foot buffer zone. The Project site, which previously hosted a date palm grove, contains rows of leftover date palms on the southern and western portions of the site. The northeast portion is graded and has not been used to grow dates since 2002. Sparse perennial vegetation occurs throughout the Project site, particularly under the remaining date palms and in the northwest corner, which contains a small irrigation reservoir. The draft ISMND states that due to existing site disturbances, including the previous date palm grove, grading, and recent off-road vehicle use and dumping of trash, the probability of special status-species occurring on the site is low. No special-status species, including nesting birds, were observed during the field assessment; however, the draft ISMND notes that due to the existing vegetative scrub and date palms, the Project site may still be used by resident and migratory nesting birds.

Due to the presence of sparse vegetation throughout the Project site, the Service agrees that special-status species have the potential to occur within the Project site. The presence of sparse vegetation, particularly cover of shrubs, is suitable habitat for ground-nesting birds. Moreover, the presence of bare ground on the northeast portion of the Project site also constitutes suitable nesting habitat for some ground-nesting birds. Therefore, the proposed development has the potential to impact nesting birds. However, the ISMND does not indicate that focused nesting bird surveys were completed, likely contributing to the lack of nesting bird observations during the field assessment. Focused nesting bird surveys, both within and outside of nesting season, are necessary to accurately confirm nesting bird presence or absence. A complete assessment of the biological resources within the Project area is required to assess the Project’s potential impacts to nesting birds. Please revise the ISMND to include a complete assessment of the Project’s potential impacts to nesting bird habitat, including completion of nesting bird surveys during the appropriate time of year, to determine the extent of nesting birds on the Project site.

The draft ISMND includes Mitigation Measure (MM) BIO-1, which states that “[b]ird nesting season for resident birds in Southern California occurs between February 1 and August 31.” Please note that the timing of nesting season is highly variable. Changing climate conditions have resulted in nesting birds breeding both earlier and later in the year than suggested in previous guidance. Nesting season may generally be considered to occur between January and October; however, timing varies on a species-by-species basis. Coordination with the Service and the California Department of Fish and Wildlife (CDFW; collectively, the Wildlife Agencies) is necessary to determine appropriate timing of nesting season surveys. Additionally, to address the variability in nesting season, we recommend that MM-BIO-1 be revised to require nesting bird surveys throughout construction, both within and outside of nesting season, to avoid any potential adverse effects to nesting.
1195
Item 2.

Calhoun Street Housing Development
Response to Comments

Response 2:

The comment is noted. However, the need for nesting bird surveys at this time is not supported by substantial evidence. The Project biologist and the Initial Study clearly identify that there is potential for nesting birds on the property, even in its degraded condition, provides an assessment of the likely species, and states that there could be impacts to MBTA covered species (pages 37-40). To mitigate any impacts on MBTA covered species, the Initial Study provides for pre-construction bird surveys consistent with MBTA requirements. Finally, as it relates to the commenter’s request that nesting bird surveys be conducted throughout construction, the request is made without evidence that birds could nest on the site once it is cleared of vegetation. The Initial Study correctly identified the impact, and provided mitigation which will reduce impacts to less than significant levels. No change is required.

Comment 3:

BURROWING OWL
The draft ISMND states that marginally suitable habitat for western burrowing owl (Athene cunicularia hypugaea; burrowing owl), a CVMSHCP-Covered Species, Service Bird of Conservation Concern, and candidate species under the California Endangered Species Act, occurs intermittently throughout the Project site, and suitable California ground squirrel burrows were observed during the field assessment. Additionally, the draft ISMND states that the Project site is largely disturbed. Burrowing owl are known to occupy disturbed habitat; therefore, due to the presence of disturbed habitat, sparse vegetation, and suitable burrows within the Project area, the Service agrees with the conclusion that suitable habitat for burrowing owl occurs on the Project site, and burrowing owls have the potential to inhabit the site. No burrowing owls or signs of burrowing owls were observed during the field assessment; however, the draft ISMND does not indicate completion of focused burrowing owl surveys. Focused burrowing owl surveys during the breeding season and nonbreeding season are necessary to accurately confirm burrowing owl presence or absence. Pursuant to the CDFW Staff Report on Burrowing Owl Mitigation (2012 or most recent version), for both breeding and non-breeding season surveys, a minimum of four survey visits are required to assess a site for burrowing owl presence. Given the lack of multiple, focused burrowing owl surveys, the total number of burrowing owl individuals or suitable and occupied burrows within the Project site and 500-foot buffer is unknown. Please revise the draft ISMND to include an accurate assessment of the Project’s potential impacts to burrowing owl, including focused survey results following the protocols outlined in the 2012 Staff Report on Burrowing Owl Mitigation.

MM BIO-2 states that burrowing owl avoidance surveys must be conducted immediately preceding development, including 14-30 days prior to initiating ground disturbance activities, and within 24 hours of ground disturbance, in compliance with the 2012 Staff Report on Burrowing Owl Mitigation. As stated in the 2012 Staff Report on Burrowing Owl Mitigation, burrowing owls may re-colonize a Project site should any time lapses between Project activities occur. Such time lapses would trigger subsequent take avoidance surveys, which may include a final survey conducted within 24 hours prior to ground disturbance. Due to the potential for burrowing owl to occur throughout the construction period, in addition to focused surveys (breeding season and 1196
Item 2.

Calhoun Street Housing Development
Response to Comments

non-breeding season) and take avoidance surveys prior to initiating ground disturbance, additional surveillance monitoring surveys for burrowing owls should be continued throughout construction to avoid any potential impacts to burrowing owl [see the 2012 Staff Report, Site Surveillance (page 9), Appendix D, Take Avoidance Surveys (page 29-30)].

MM BIO-2 also states that “Should burrowing owls be detected, CDFW shall be contacted as soon as possible to determine the next course of action. CDFW must grant permission to relocate burrowing owls.” As stated above, burrowing owl is a Covered Species under the CVMSHCP. The CVMSHCP is governed by both CDFW’s Natural Community Conservation Plan Permit and the Service’s section 10(a)(1)(B) permit issued under the Act. Although burrowing owl is not a federally listed species under the Act, a non-listed species covered in a Habitat Conservation Plan (HCP) must be treated as if it were already listed, and all conservation measures described in the HCP for that species must be fully implemented. Please revise MM BIO-2 to require that, if the focused surveys and/or pre-construction surveys confirm burrowing owl presence, the Project applicant shall submit a Burrowing Owl Plan that includes avoidance, minimization, and mitigation measures to both Wildlife Agencies for review and approval prior to any ground disturbance or vegetation removal. The Project proponent shall coordinate with the Wildlife Agencies on the appropriate avoidance, minimization, and mitigation measures to be included in the Burrowing Owl Plan. Per Section 4.4 and Section 8.5.2 of the CVMSHCP, relocation of burrowing owls must follow protocols accepted by the Wildlife Agencies, and active relocation and eviction/passive relocation must be determined through coordination with the Wildlife Agencies for all Covered Activities. As such, please revise MM BIO-2 to state that if avoidance of burrowing owl is not possible, the Project applicant shall coordinate with both Wildlife Agencies on a burrowing owl relocation plan. Additionally, please include language that states that the Project proponent shall submit the relocation plan to the Wildlife Agencies for review and approval. Both the Burrowing Owl Plan and relocation plan should be submitted to the Wildlife Agencies for review and approval as soon as possible to avoid project delays due to the burrowing owl breeding season. These measures are necessary for the City in fulfilling its obligations as a CVMSHCP Permittee.

Response 3:

The Initial Study clearly states that burrowing owl and their sign were not identified on the Project site (page 37-40). The habitat is marginal. Further, burrowing owl in the Coachella Valley are not migratory. Therefore, although an owl could relocate to the site prior to its construction, there is no need for seasonal surveys. On the other hand, BIO-2 clearly requires pre-construction surveys, which will establish conditions on the site prior to disturbance, and allow for their safe relocation, if necessary, at that time should they occur. In addition, the mitigation measure specifically states that pre-construction surveys be conducted in compliance with the CDFW Staff Report, which includes specific measures required for relocation plans if required. The Initial Study correctly identifies the potential impact and provides mitigation that will ensure that impacts to burrowing owl remain less than significant, if the species were to occur on the Project site. No change to the Initial Study is required.
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Item 2.

Calhoun Street Housing Development
Response to Comments

Comment 4:

WESTERN YELLOW BAT
The draft ISMND states that roosting habitat for the western yellow bat (Lasiurus xanthinus), a CVMSHCP-Covered Species, is absent on the Project site, and probability of foraging is low.

The draft ISMND concludes that the western yellow bat is absent from the Project site. Western yellow bat habitat includes valley foothill riparian, desert riparian, desert wash, and palm oasis habitats, and the species typically roosts in the skirt of dead fronds of fan palms. Western yellow bat has been documented to roost in both native and non-native palm trees, and additional information has shown that they may roost in the dead fronds of other plants with structural similarities to fan palms. Additionally, the species has also been documented to occur in open grassy areas, residential areas, over swimming pools, and in orchards. Dead palm fronds occur within the fallow date palm grove portion of the Project site, and the Project site and surrounding residential areas may provide foraging opportunities; therefore, the Service considers the Project site to contain suitable habitat for western yellow bat, and western yellow bat have the potential to occur within the Project site.

The draft ISMND indicates that western yellow bats were not observed during the field assessment. However, the draft ISMND does not indicate completion of focused bat surveys, likely contributing to the lack of western yellow bat observations during the field assessment.

Focused bat surveys are necessary to accurately confirm the presence or absence of specialstatus bat species. Please revise the draft ISMND to include a complete assessment of the Project’s potential impacts to bat habitat, including completion of focused bat surveys following accepted survey methods, to accurately determine the extent of bats on and adjacent to the proposed Project site. In addition to focused surveys, pre-construction clearance surveys are necessary to avoid any potential impacts to western yellow bat. Please revise the draft ISMND to require bat pre-construction surveys conducted by a qualified biologist, with detailed information regarding the survey methods, including the number of days of acoustic monitoring, emergence roost counts, and number of roost count observers included. Additionally, please note that multiple surveys are required during the maternity season to accurately document roost activity. A minimum of two surveys during the maternity season, one during spring and one during summer, are required. In addition to bat maternity season surveys, a winter survey and migration period survey should also be required to identify presence of bats in the Project site throughout the year. If special status bats are determined to be present at the Project site, please coordinate with the Service on implementation of the appropriate avoidance, minimization, and mitigation measures prior to beginning project activities.

We appreciate the opportunity to provide comments on the draft ISMND. If you have any questions regarding these comments, please contact Lory Salazar-Velasquez.

Response 4:

As stated in the IS (Table IV-1), there is no roosting habitat for western yellow bat, and it is a covered species under the CVMSHCP. The habitat on the site is highly degraded, and only scattered date palms remain. As such, there is no need for bat surveys, and the provisions of 1198
Item 2.

Calhoun Street Housing Development
Response to Comments