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ATT 2.b.viv.1. - Traffic Appendices

Murrieta City Council
May 20, 2025

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ATT 2.b.viv.1. - Traffic Appendices
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May 20, 2025
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Murrieta City Council
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Whitewood I Traffic Analysis

14984-03 TA Report
APPENDIX 1.1: TRAFFIC STUDY SCOPING AGREEMENT

Whitewood I Traffic Analysis

14984-03 TA Report
This Page Intentionally Left Blank
Traffic Impact Analysis – May 2020
Preparation Guidelines 22
Exhibit A

SCOPING AGREEMENT FOR TRAFFIC IMPACT ANALYSIS
This letter acknowledges the City of Murrieta Public Works/Engineering Department requirements for traffic impact analysis of the following project. The analysis must follow the City Traffic Impact Analysis Preparation Guidelines dated May 2020.

Case No. (Required for submittal)________________________________________________________________ Related Cases - ______________________________________________________________________________ SP No. ______________________________________________________________________________________ EIR No. _____________________________________________________________________________________ GPA No._____________________________________________________________________________________ CZ No. ______________________________________________________________________________________ Project Name: ________________________________________________________________________________ Project Address: ______________________________________________________________________________ Project Description: ____________________________________________________________________________ Consultant Developer
Name: __________________________________ __________________________________ Address: __________________________________ __________________________________ Telephone: __________________________________ __________________________________ A. Trip Generation Source: (ITE 9th Edition or other)
Current GP Land Use Proposed Land Use
Current Zoning Proposed Zoning
Current Trip Generation Proposed Trip Generation
In Out Total In Out Total
AM Trips
PM Trips
Internal Trip Allowance Yes No ( % Trip Discount)
Pass-By Trip Allowance Yes No ( % Trip Discount)
A pass-by trip discount of up to 25% is allowed for appropriate land uses. The pass-by trips at adjacent study area intersections and project driveways shall be indicated on a report figure.

B. Trip Geographic Distribution: N___% S___% E___% W___% (attach exhibit for detailed assignment)
C. Background Traffic
Project Build-out Year: Annual Ambient Growth Rate: % 130 single famiily attached DUs, 132 multifamily (low-rise) residential DUs 32 83
115
84 57
141
Whitewood I
NEC of Whitewood Rd. & Clinton Keith Rd.

Urban Crossroads - Charlene So
1133 Camelback St. #8329, Newport Beach, CA
949-861-0177
240 Newport Center Dr., Suite 200, Newport Beach, CA
Multiple Family
Multiple Family
MF-2
MF-2
20 30
20 30
2024

2.0 Sancerra - Adam Smith
949-466-9604
(Owner Representative)

1.1-1
Traffic Impact Analysis – May 2020
Preparation Guidelines 23
Exhibit A – Scoping Agreement – Page 2
Phase Year(s) _________________________________________________________ Other area projects to be analyzed:

Model/Forecast methodology:

D. Study intersections: (NOTE: Subject to revision after other projects, trip generation and distribution are determined, or comments from other agencies.)

1. 6.

2. 7.

3. 8.

4. 9.

5. 10.

E. Study Roadway Segments: (NOTE: Subject to revision after other projects, trip generation and distribution are determined, or comments from other agencies.)

1. 6.

2. 7.

3. 8.

4. 9.

5. 10.

F. Site Plan (please attach reduced copy)
G. Specific issues to be addressed in the Study (in addition to the standard analysis described in the Guideline) (To be filled out by Engineering Department) H. Existing Conditions
Traffic count data must be new or recent. Provide traffic count dates if using other than new counts.

Date of counts________________________________________________________________________________ I. Potential Screening Checks
Is your project screened from specific analyses (see Pages 6-13 of the guidelines related to LOS assessment and Pages 14-18 related to VMT assessment)
Is the project screened from LOS assessment? Yes No LOS screening justification (see Pages 6-13 of the guidelines):

Is the project screened from VMT assessment? Yes No
VMT screening justification (see Pages 14-18 of the guidelines):

Not Applicable
New projects to be provided by the City's Planning Department Not Applicable
I-215 SB Ramps & Clinton Keith Rd.

I-215 NB Ramps & Clinton Keith Rd.

Warm Springs Pkwy. & Clinton Keith Rd.

Whitewood Rd. & Moorefield St./Driveway 1
Whitewood Rd. N of Clinton Keith Rd.

Clinton Keith Rd. E of Whitewood Rd.

New counts be collected after August 10, 2022 when local schools are back in session Project qualifies for limited analysis. The Project is consistent or below the development densities identified in the City's GPLU and Zoning.

Arendt Ln. & Driveway 2
Arendt Ln. & Clinton Keith Rd.

1.1-2
Traffic Impact Analysis – May 2020
Preparation Guidelines 24
J. VMT Scoping
For projects that are not screened, identify the following:
• Travel Demand Forecasting Model Used:
• Attach proposed Model Land Use Inputs and Assumed Conversion Factors (attach) Recommended by:
______________________________ __________________
Consultant’s Representative Date
Scoping Agreement Submitted on _____________________
Revised on _________________________
Approved Scoping Agreement:
______________________________ ________________
City Of Murrieta Engineering Date
Department
RIVCOM Model. However, modeling is not required for limited analysis. 9/12/2022
9/15/2022
9/15/2022

1.1-3

14984-02 TA Scope REV

September 15, 2022
Mr. Brian Stephenson
City of Murrieta
1 Town Square
Murrieta, CA 92562

WHITEWOOD I TRAFFIC ANALYSIS SCOPING AGREEMENT
Mr. Brian Stephenson,
The firm of Urban Crossroads, Inc. is pleased to submit this scoping letter regarding the traffic a
nalysis for Whitewood I development (Project), which is located northeast corner of Whitewood Road and Clinton Keith Road in the City of Murrieta. This letter describes the proposed Project trip generation, trip distribution, and analysis methodology, which have been used to establish the draft proposed Project study area and analysis locations. The following scope of work is based on the City’s Traffic Impact Analysis Preparation Guidelines (dated March 2021) (City Guidelines).

PROPOSED PROJECT
The Project is proposed to consist of 130 single family attached residential dwelling units and 132 multifamily residential (low -rise) dwelling units for a total of 262 units (see Exhibit 1) . The proposed Project is anticipated to have an opening year of 2024 . Access is proposed on Whitewood Avenue (via Driveway 1 which will align with Moorefield Street to the west ) and another driveway on Arendt Lane (Driveway 2, where Arendt Lane will provide access to Clinton Keith Road). Both proposed driveways would allow for full access.

1.1-4
Mr. Brian Stephenson
City of Murrieta
September 15, 2022

Page 2 of 9 ends

14984-02 TA Scope REV
EXHIBIT 1: PRELIMINARY SITE PLAN

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. In order to develop the traffic characteristics of the proposed project, trip-generation statistics published in the Institute of Transportation Engineers (ITE) Trip Generat ion Manual (11th Edition, 2021) was used to estimate the trip generation. Trip generation rates are summarized on Table 1.

The trip generation summary illustrating daily and peak hour trip generation estimates fo r the proposed Project are shown on Table 1. The proposed Project is anticipated to generate 1, 826 two-way vehicle trip-ends per day with 115 AM peak hour trips and 141 PM peak hour (see Table 1).

1.1-5
Mr. Brian Stephenson
City of Murrieta
September 15, 2022

Page 3 of 9 ends

14984-02 TA Scope REV
TABLE 1: PROJECT TRIP GENERATION SUMMARY

TRIP DISTRIBUTION
The Project trip distribution represents the directional orientation of traffic to and from the Project site. 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 uses and surrounding regional access routes are considered, to identify the route where the Project traffic would distribute. Exhibit 2 shows the Project trip distribution patterns.

ITE LU AM Peak Hour PM Peak Hour
Land Use1 Code Units2 In Out Total In Out Total
Trip Generation Rates:

Single Family Attached 215 DU 0.15 0.33 0.48 0.32 0.25 0.57 7.20 Multifamily Residential (Low-Rise) 220 DU 0.10 0.30 0.40 0.32 0.19 0.51 6.74 1 Trip Generation Source: Institute of Transportation Engineers (ITE), Trip Generation Manual , 11th Edition (2021). 2 DU = Dwelling Units
Land Use Quantity Units1 In Out Total In Out Total
Trip Generation Summary:

Single Family Attached 130 DU 19 43 62 42 32 74 936
Multifamily Residential (Low-Rise) 132 DU 13 40 53 42 25 67 890 Total 32 83 115 84 57 141 1,826
1 DU = Dwelling Units
Daily
AM Peak Hour PM Peak Hour
Daily

1.1-6
Mr. Brian Stephenson
City of Murrieta
September 15, 2022

Page 4 of 9 ends

14984-02 TA Scope REV
EXHIBIT 2: PROJECT TRIP DISTRIBUTION

ANALYSIS SCENARIOS
Consistent with the City’s TIA Guidelines, intersection analysis will be provided for the following scenarios:
• Existing (2022) Conditions
• Opening Year Cumulative (2024) Without Project
• Opening Year Cumulative (2024) With Project
All study area intersections will be evaluated using the Highway Capacity Manual (HCM) 6th Edition analysis methodology.

STUDY AREA INTERSECTIONS
Based on the Project’s anticipated travel patterns and trip generation characteristics, the following study area intersection locations shown on Exhibit 3 and listed below are recommended for analysis:

# Intersection
1 I-215 SB Ramps & Clinton Keith Rd.
2 I-215 NB Ramps & Clinton Keith Rd.
3 Warm Springs Pkwy. & Clinton Keith Rd.
4 Whitewood Rd. & Moorefield St./Dwy 1
5 Whitewood Rd. & Clinton Keith Rd.
6 Arendt Ln. & Driveway 2
7 Arendt Ln. & Clinton Keith Rd.

1.1-7
Mr. Brian Stephenson
City of Murrieta
September 15, 2022

Page 5 of 9 ends

14984-02 TA Scope REV

STUDY AREA ROADWAY SEGMENTS
The following study area roadway segments listed below are recommended for analysis:

EXHIBIT 3: STUDY AREA

EXISTING COUNT DATA
As local schools are back in session (with in-person instruction), we are proposing to conduct new traffic counts on a typical weekday when local schools are open and operating on normal bell schedules. No additional adjustments are proposed for the purposes of establishing the existing baseline conditions. Traffic counts will be conducted when local schools are back in session for the 2022-2023 school year (begins August 10, 2022).

GENERAL PLAN CONSISTENCY REQUIREMENTS
Consistent with the City’s TIA Guidelines, the following criteria will be applied for the traffic analysis.

Signalized Intersection Operating Requirements
• Any signalized study intersection operating at an acceptable LOS D or better without project traffic in which the addition of project traffic causes the intersection to degrade to a LOS E or F shall identify improvements to improve operations to LOS D or better. • Any signalized study intersection that is operating at LOS E or F without project traffic where the project increases delay by 5.0 or more seconds shall identify improvements to offset the increase in delay.

# Roadway Segment
1 Whitewood Rd. North of Clinton Keith Rd.
2 Clinton Keith Rd. East of Whitewood Rd.

1.1-8
Mr. Brian Stephenson
City of Murrieta
September 15, 2022

Page 6 of 9 ends

14984-02 TA Scope REV
Unsignalized Intersection General Plan Consistency Requirements An operational improvement would be required if the study determines that either section a) or both sections b) and c) occur:
• a) The addition of project related traffic causes the intersection to degrade from an acceptable LOS D or better to LOS E or F.

OR
• b) The project adds 5.0 seconds or more of delay to an intersection that is already projected to operate without project traffic at a LOS E or F,
AND
• c) The intersection meets the peak hour traffic signal warrant after the addition of project traffic.

If the conditions above are satisfied, improvements should be identified that achieve the following:
• LOS D or better for case a) above or to pre-project LOS and delay for case b) above.

Roadway Segment General Plan Consistency Requirements
Consistent with the acceptable LOS for the City, the following roadway segment requirements should be considered, and improvements recommended if the project exceeds the noted operational goals:
• Any study roadway segment operating at a LOS C or better without project traffic in which the addition of project traffic causes the segment to degrade to an LOS E or F should identify improvements to achieve LOS C.
• As an exception, LOS “D” may be allowed in the North Murrieta Business Corridor, Clint on Keith/Mitchell, Golden Triangle North (Central Murrieta), South Murrieta Business Corridor, or other Focus Areas, or other employment centers
• Any roadway segment that operates unacceptably in the no project scenario where the project adds traffic in ex cess of 5% of the roadway capacity (e.g. , a volume-to-capacity ratio increase of 0.05) should identify improvements to add capacity to the segment.

AMBIENT GROWTH
Consistent with other studies performed in the area, an ambient growth rate of 2.0% per year is proposed for the study area intersections to approximate background traffic growth not identified by nearby cumulative development projects. The rate will be compounded over a 2- year period (i.e., 1.022years = 1.0404 or 4.04% for 2024).

SIGNAL TIMING
It is requested that the City provide any signal timing that should be considered for signalized study area intersections within the City.

1.1-9
Mr. Brian Stephenson
City of Murrieta
September 15, 2022

Page 7 of 9 ends

14984-02 TA Scope REV

CUMULATIVE PROJECTS
The cumulative projects are listed on Table 2 and are shown graphically on Exhibit 4. It is requested that the City provide an updated list of cumulative development projects for inclusion in the traffic study.

SPECIAL ISSUES
The following special issues will also be addressed:
• Traffic Signal Warrant Analysis : Traffic signal warrant analysis will be performed for all full- access unsignalized study area intersections utilizing the California MUTCD peak -hour warrants for existing intersections, and the Caltrans daily (Planning level) warrant for new intersections. • Site Access Evaluation : The turn pocket lengths will be determined through peak hour traffic simulations developed using Synchro and SimTraffic software in an effort to identify the required storage capacity for turn lanes at each Project driveway. • Right Turn Analysis: Conduct a right turn lane analysis for the intersection of Arendt Lane at Clinton Keith Road.

If you have any questions or comments, I can be reached at [email protected].

Respectfully submitted,

URBAN CROSSROADS, INC.

Charlene So, PE
Principal

1.1-10
Mr. Brian Stephenson
City of Murrieta
September 15, 2022

Page 8 of 9 ends

14984-02 TA Scope REV
TABLE 2: CUMULATIVE DEVELOPMENT LAND USE SUMMARY

# Project Name Land Use1 Quantity Units1
MUR1 The Orchard (DPO-03-161) Shopping Center 186.000 TSF Shopping Center 78.489 TSF
Hotel 91 RM
Automobile Parts/Service Center 4.000 TSF
Tire Store 5.000 TSF
Shopping Center 11.650 TSF
High Turnover (Sit-Down) Restauran 3.000 TSF
Fast-Food with Drive-Thru Window 5.000 TSF
Drive-in Bank 5.000 TSF
MUR4 McElwain and Linnel (DP-2019-1887) Hotel 120 RM
Medical Office 116.200 TSF
High Turnover (Sit-Down) Restauran 9.300 TSF
Hotel 206 RM
MUR6 Murrieta-Whitewood Skilled Nursing Facility (DP-2015-708) Nursing Facility 74.613 TSF MUR7 Vineyard II (DP-2018-1656) Shopping Center 79.900 TSF MUR8 Murrieta Highlands (PRE-2022-2506) Single Family Residential 222 DU MUR9 Meadowlark (DP-2018-1624) Multi-Family Low-Rise 83 DU Gas Station/Car-Wash 3.600 TSF
Convenience Store 3.560 TSF
Daycare 10.000 TSF
Car-Wash 4.100 TSF
MUR12 Whitewood Multifamily (DP-2021-2347) Multifamily Low Rise 324 DU Multifamily Low Rise 153 DU
Multifamily Mid-Rise 330 DU
MUR14 Kaiser (MDP-2014-347, DP-2014-348, DP-2020-2155) Medical Office 90.000 TSF MUR15 Physicians Hospital/Loma Linda Hospital (CUP-007- 2499/DPO-008-2608)
Hospital 124 Beds
Single Family Residential 578 DU
Multifamily Low Rise 172 DU
Shopping Center 346.302 TSF
Single Family Residential 237 DU
Multifamily Low Rise 199 DU
Business Park 267.000 TSF
Strip Retail 5.000 TSF
Gas Station with Market 5.158 TSF
Coffee Shop with Drive-Thru 0.886 TSF
MUR19 Baxter Multifamily Housing (DP-2022-2633) Multifamily Housing (Low-Rise) 508 DU MUR20 Antelope Square (DP-2021-2412) Retail Building 3.124 TSF Coffee Shop with Drive-Thru 2.522 TSF
1 DU = Dwelling Units; TSF = Thousand Square Feet; RM = Rooms 76 Gas Station/C-Store (DP-2019-1846)
MUR11 Express Carwash and Learning Center (CUP-2020-2179) MUR13 Murrieta Apartments (DP-2021-2355)
MUR18 Clinton Keith Road & Mitchell (DP-2021-2466)
MUR2 Vineyard Shopping Center (DPO-2012-3260)
MUR3 Curci Property (DP-2018-1691)
MUR5 Makena Hills (EA-2017-1315) / (DP-2021-2271)
Discovery Village (TTM-2022-2515)MUR17
MUR16 Murrieta Hills (TTM 35853)
MUR10

1.1-11
Mr. Brian Stephenson
City of Murrieta
September 15, 2022

Page 9 of 9 ends

14984-02 TA Scope REV
EXHIBIT 4: CUMULATIVE DEVELOPMENT LOCATION MAP

1.1-12
Whitewood I Traffic Analysis

14984-03 TA Report REV2
APPENDIX 1.2: SITE ADJACENT QUEUES

Whitewood I Traffic Analysis

14984-03 TA Report REV2
This Page Intentionally Left Blank
Queuing and Blocking Report Whitewood I (JN:14984)
Opening Year Cumulative (2024) With Project Conditions - AM Peak Hour 03/22/2023 Opening Year Cumulative (2024) With Project Conditions - AM Peak Hour SimTraffic Report Urban Crossroads, Inc. Page 1
Intersection: 4: Whitewood Rd. & Moorefield St.

Movement EB WB NB SB SB SB
Directions Served LTR LTR L L T TR
Maximum Queue (ft) 255 488 31 149 680 680
Average Queue (ft) 235 430 8 27 652 654
95th Queue (ft) 256 554 30 120 695 684
Link Distance (ft) 234 460 638 638
Upstream Blk Time (%) 96 81 63 84
Queuing Penalty (veh) 0 0 0 0
Storage Bay Dist (ft) 95 100
Storage Blk Time (%) 0 16
Queuing Penalty (veh) 0 0
Intersection: 5: Clinton Keith Rd. & Whitewood Rd.

Movement EB EB EB EB EB WB WB WB WB WB WB NB
Directions Served L L T T TR L L T T T R L
Maximum Queue (ft) 327 340 2585 2585 2572 252 265 1270 1277 1260 310 365 Average Queue (ft) 325 339 2555 2531 2207 251 264 1250 548 398 105 364 95th Queue (ft) 332 339 2571 2690 3197 256 266 1313 1249 933 284 366 Link Distance (ft) 2538 2538 2538 1251 1251 1251
Upstream Blk Time (%) 99 45 10 57 1 0
Queuing Penalty (veh) 0 0 0 403 4 1
Storage Bay Dist (ft) 315 315 240 240 350 340
Storage Blk Time (%) 19 90 0 24 89 4 3 0 97
Queuing Penalty (veh) 65 308 2 118 444 16 8 0 283
Intersection: 5: Clinton Keith Rd. & Whitewood Rd.

Movement NB NB B38 SB SB SB SB
Directions Served T TR T L L T TR
Maximum Queue (ft) 552 123 2500 127 160 552 550
Average Queue (ft) 521 36 2417 48 109 434 526
95th Queue (ft) 536 94 2689 102 197 632 540
Link Distance (ft) 446 2442 514 514
Upstream Blk Time (%) 91 89 6 44
Queuing Penalty (veh) 0 0 39 297
Storage Bay Dist (ft) 155 135 135
Storage Blk Time (%) 0 0 0 0 41
Queuing Penalty (veh) 0 0 1 1 80

1.2-1
Queuing and Blocking Report Whitewood I (JN:14984)
Opening Year Cumulative (2024) With Project Conditions - AM Peak Hour 03/22/2023 Opening Year Cumulative (2024) With Project Conditions - AM Peak Hour SimTraffic Report Urban Crossroads, Inc. Page 2
Intersection: 6: Arendt Ln. & Driveway 2
Movement EB
Directions Served LR
Maximum Queue (ft) 49
Average Queue (ft) 23
95th Queue (ft) 48
Link Distance (ft) 437
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 7: Clinton Keith Rd. & Arendt Ln.

Movement EB EB EB EB WB WB WB WB SB
Directions Served L TTTTTTR L R
Maximum Queue (ft) 41 53 74 112 1488 1486 1487 15 120
Average Queue (ft) 4 9 16 27 1011 988 850 0 33
95th Queue (ft) 23 37 54 79 1831 1824 1720 7 97
Link Distance (ft) 1251 1251 1251 1458 1458 1458 554
Upstream Blk Time (%) 35 21 4
Queuing Penalty (veh) 0 0 0
Storage Bay Dist (ft) 100 100
Storage Blk Time (%) 8
Queuing Penalty (veh) 0
Network Summary
Network wide Queuing Penalty: 2071

1.2-2
Queuing and Blocking Report Whitewood I (JN:14984)
Opening Year Cumulative (2024) With Project Conditions - PM Peak Hour 03/22/2023 Opening Year Cumulative (2024) With Project Conditions - PM Peak Hour SimTraffic Report Urban Crossroads, Inc. Page 1
Intersection: 4: Whitewood Rd. & Moorefield St.

Movement EB WB NB SB SB SB
Directions Served LTR LTR L L T TR
Maximum Queue (ft) 262 474 50 23 684 685
Average Queue (ft) 234 410 12 1 555 587
95th Queue (ft) 255 543 38 9 850 809
Link Distance (ft) 234 460 638 638
Upstream Blk Time (%) 96 59 38 54
Queuing Penalty (veh) 0 0 0 0
Storage Bay Dist (ft) 95 100
Storage Blk Time (%) 6
Queuing Penalty (veh) 0
Intersection: 5: Clinton Keith Rd. & Whitewood Rd.

Movement EB EB EB EB EB WB WB WB WB WB WB NB
Directions Served L L T T TR L L T T T R L
Maximum Queue (ft) 327 340 2575 2578 2568 152 261 307 300 276 119 365 Average Queue (ft) 325 339 2555 2538 2260 72 107 199 208 185 57 364 95th Queue (ft) 330 341 2566 2636 3331 134 196 277 282 265 95 365 Link Distance (ft) 2538 2538 2538 1251 1251 1251
Upstream Blk Time (%) 98 42 8
Queuing Penalty (veh) 0 0 0
Storage Bay Dist (ft) 315 315 240 240 350 340
Storage Blk Time (%) 17 87 1 0 2 91
Queuing Penalty (veh) 83 414 4 0 5 715
Intersection: 5: Clinton Keith Rd. & Whitewood Rd.

Movement NB NB B38 SB SB SB SB
Directions Served T TR T L L T TR
Maximum Queue (ft) 547 178 2500 147 160 556 546
Average Queue (ft) 520 67 2464 86 126 342 524
95th Queue (ft) 534 152 2483 163 196 589 535
Link Distance (ft) 446 2442 514 514
Upstream Blk Time (%) 80 99 1 27
Queuing Penalty (veh) 0 0 7 199
Storage Bay Dist (ft) 155 135 135
Storage Blk Time (%) 4 4 4 12 20
Queuing Penalty (veh) 32 26 8 22 49

1.2-3
Queuing and Blocking Report Whitewood I (JN:14984)
Opening Year Cumulative (2024) With Project Conditions - PM Peak Hour 03/22/2023 Opening Year Cumulative (2024) With Project Conditions - PM Peak Hour SimTraffic Report Urban Crossroads, Inc. Page 2
Intersection: 6: Arendt Ln. & Driveway 2
Movement EB
Directions Served LR
Maximum Queue (ft) 49
Average Queue (ft) 22
95th Queue (ft) 49
Link Distance (ft) 437
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 7: Clinton Keith Rd. & Arendt Ln.

Movement EB EB EB EB WB WB WB WB SB
Directions Served L TTTTTTR L R
Maximum Queue (ft) 57 94 108 122 194 179 141 28 66
Average Queue (ft) 10 11 20 30 60 43 33 2 19
95th Queue (ft) 36 49 69 96 151 126 101 14 48
Link Distance (ft) 1251 1251 1251 1458 1458 1458 554
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100 100
Storage Blk Time (%) 0 1
Queuing Penalty (veh) 0 0
Network Summary
Network wide Queuing Penalty: 1564

1.2-4
Whitewood I Traffic Analysis

14984-03 TA Report
APPENDIX 3.1: TRAFFIC COUNTS – OCTOBER 2022
Whitewood I Traffic Analysis

14984-03 TA Report
This Page Intentionally Left Blank
A816
DATE: CITY: Murrieta
JOB #: SC3654 LOCATION: Whitewood north of Clinton Keith AM PM
TIME 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL
0:00 15 0 0 0 0 0 15 12:00 104 6 1 0 1 0 112
0:15 14 0 0 0 0 0 14 12:15 112 5 2 1 1 0 121
0:30 10 0 0 0 0 0 10 12:30 99 5 0 2 0 0 106
0:45 7 0 0 0 0 0 7 12:45 117 1 2 1 0 0 121
1:00 9 0 0 0 0 0 9 13:00 113 4 1 1 0 0 119
1:15 4 0 0 0 0 0 4 13:15 113 3 0 3 0 0 119
1:30 3 0 0 0 0 0 3 13:30 150 3 1 2 0 0 156
1:45 2 0 0 0 0 0 2 13:45 123 5 3 2 0 0 133
2:00 9 0 0 0 0 0 9 14:00 136 3 1 2 0 0 142
2:15 5 0 0 0 0 0 5 14:15 133 1 0 0 0 0 134
2:30 4 0 0 0 0 0 4 14:30 144 2 0 1 0 1 148
2:45 6 0 0 0 0 0 6 14:45 132 3 2 2 0 1 140
3:00 2 0 0 0 0 0 2 15:00 116 2 2 0 0 0 120
3:15 4 0 0 0 0 0 4 15:15 137 6 0 1 0 1 145
3:30 6 0 0 0 0 0 6 15:30 191 6 0 0 0 0 197
3:45 11 0 0 0 0 0 11 15:45 225 6 0 1 0 1 233
4:00 5 0 0 0 0 0 5 16:00 218 7 0 2 0 1 228
4:15 1 0 0 0 0 0 1 16:15 206 8 0 2 0 0 216
4:30 9 0 0 1 0 0 10 16:30 222 6 0 1 0 0 229
4:45 13 1 0 0 0 0 14 16:45 199 4 0 0 0 0 203
5:00 15 0 0 0 0 0 15 17:00 230 7 0 1 0 0 238
5:15 9 0 0 0 0 0 9 17:15 227 2 0 0 0 0 229
5:30 18 0 0 0 0 0 18 17:30 217 5 0 0 0 0 222
5:45 33 1 0 0 0 0 34 17:45 212 2 0 0 0 0 214
6:00 40 0 0 1 0 0 41 18:00 221 2 0 0 0 0 223
6:15 44 2 0 0 0 0 46 18:15 177 5 1 0 0 0 183
6:30 47 2 0 2 0 0 51 18:30 203 3 0 0 0 0 206
6:45 63 1 0 0 0 2 66 18:45 168 1 0 0 0 0 169
7:00 44 1 0 0 0 0 45 19:00 142 1 0 0 0 0 143
7:15 44 3 0 0 0 1 48 19:15 158 4 0 0 0 0 162
7:30 73 3 2 1 0 0 79 19:30 94 2 0 0 0 0 96
7:45 115 5 0 1 0 1 122 19:45 98 2 0 0 0 0 100
8:00 118 1 2 1 0 0 122 20:00 139 1 1 0 0 0 141
8:15 148 4 0 0 0 0 152 20:15 116 3 0 0 0 0 119
8:30 119 2 1 1 0 0 123 20:30 106 0 0 0 0 0 106
8:45 127 3 2 2 0 1 135 20:45 84 1 0 0 0 0 85
9:00 92 3 0 1 0 0 96 21:00 78 1 0 0 0 0 79
9:15 78 0 2 0 0 0 80 21:15 74 0 0 0 0 0 74
9:30 97 2 0 2 0 0 101 21:30 58 2 0 0 0 0 60
9:45 89 1 2 0 0 0 92 21:45 53 0 0 0 0 0 53
10:00 71 3 0 1 0 0 75 22:00 38 0 0 0 0 0 38
10:15 84 4 0 2 0 0 90 22:15 33 0 0 0 0 0 33
10:30 85 2 2 1 0 0 90 22:30 35 0 0 0 0 0 35
10:45 86 3 1 0 0 0 90 22:45 23 0 0 0 0 0 23
11:00 107 3 3 3 0 0 116 23:00 34 0 0 0 0 0 34
11:15 102 5 0 2 0 0 109 23:15 18 0 1 0 0 0 19
11:30 105 3 1 3 0 0 112 23:30 22 0 0 0 0 0 22
11:45 126 5 1 1 0 0 133 23:45 19 0 0 0 0 0 19
TOTAL 2,318 63 19 26 0 5 2,431 TOTAL 6,067 130 18 25 2 5 6,247 AM PEAK HOUR 8:00 AM AM PEAK HOUR 3:45 PM
A
M PEAK VOLUME 532 AM PEAK VOLUME 906
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 8,385 193 37 51 2 10 8,678 CLASS 2 2-AXLE TRUCKS % OF TOTAL 96.6% 2.2% 0.4% 0.6% 0.0% 0.1% 100.0% CLASS 3 3-AXLE TRUCKS
CLASS 4 4 OR MORE AXLE TRUCKS
CLASS 5 RV TOTAL: ALL 16,610 371 63 100 4 15 17,163
CLASS 6 Buses % OF TOTAL 96.8% 2.2% 0.4% 0.6% 0.0% 0.1% 100.0%

24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
Prepared by AimTD LLC tel. 714 253 7888 [email protected]
Thursday, October 27, 2022

3.1-1
DATE: CITY: Murrieta
JOB #: SC3654 LOCATION: Whitewood north of Clinton Keith AM PM
TIME 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL
0:00 7 0 0 0 0 0 7 12:00 138 4 0 2 0 0 144
0:15 8 0 0 0 0 0 8 12:15 103 7 0 2 0 0 112
0:30 6 0 0 0 0 0 6 12:30 123 3 0 2 0 0 128
0:45 3 0 0 0 0 0 3 12:45 113 1 0 2 0 0 116
1:00 7 0 0 0 0 0 7 13:00 105 3 0 1 0 0 109
1:15 6 0 0 0 0 0 6 13:15 113 4 0 0 0 0 117
1:30 8 0 0 0 0 0 8 13:30 108 2 0 4 0 0 114
1:45 1 0 0 0 0 0 1 13:45 94 2 0 0 0 0 96
2:00 0 0 0 0 0 0 0 14:00 133 1 1 2 0 0 137
2:15 5 0 0 0 0 0 5 14:15 126 2 0 2 0 0 130
2:30 6 0 0 0 0 0 6 14:30 136 3 2 0 0 0 141
2:45 11 0 0 0 0 0 11 14:45 136 5 0 2 0 1 144
3:00 4 1 0 0 0 0 5 15:00 128 3 0 0 0 0 131
3:15 10 0 0 0 0 0 10 15:15 128 3 0 0 0 0 131
3:30 14 0 0 0 0 0 14 15:30 151 3 1 1 0 0 156
3:45 8 0 0 0 0 0 8 15:45 152 1 0 0 0 1 154
4:00 24 0 0 0 0 0 24 16:00 124 3 2 0 0 0 129
4:15 34 0 0 0 0 0 34 16:15 144 4 0 1 0 0 149
4:30 40 0 0 0 0 0 40 16:30 158 7 0 0 0 0 165
4:45 58 0 0 0 0 0 58 16:45 162 4 0 0 0 0 166
5:00 55 3 0 0 0 0 58 17:00 166 2 0 0 0 0 168
5:15 68 2 0 0 0 0 70 17:15 163 4 0 0 0 0 167
5:30 73 1 0 0 0 0 74 17:30 156 3 0 0 0 0 159
5:45 68 2 1 1 0 0 72 17:45 136 1 0 0 0 0 137
6:00 80 2 0 0 0 0 82 18:00 135 2 0 0 0 0 137
6:15 79 2 0 0 0 0 81 18:15 114 1 0 0 0 0 115
6:30 91 2 1 2 0 0 96 18:30 125 0 1 0 0 0 126
6:45 100 3 0 0 0 0 103 18:45 111 0 0 0 0 0 111
7:00 111 6 0 2 0 0 119 19:00 117 0 0 2 0 0 119
7:15 126 5 1 1 0 0 133 19:15 94 3 0 0 0 0 97
7:30 208 2 1 3 0 1 215 19:30 90 2 0 0 0 0 92
7:45 219 6 0 1 2 0 228 19:45 75 0 0 0 0 0 75
8:00 217 4 0 0 0 0 221 20:00 65 1 0 0 0 0 66
8:15 193 3 0 4 0 0 200 20:15 62 0 0 0 0 0 62
8:30 135 4 0 0 0 1 140 20:30 46 2 0 0 0 0 48
8:45 129 5 0 2 0 0 136 20:45 64 0 0 0 0 0 64
9:00 104 1 0 3 0 0 108 21:00 47 2 0 0 0 0 49
9:15 130 4 0 0 0 0 134 21:15 50 0 0 0 0 0 50
9:30 149 2 4 0 0 0 155 21:30 39 0 0 0 0 0 39
9:45 124 1 2 1 0 0 128 21:45 30 1 0 0 0 0 31
10:00 126 6 2 1 0 0 135 22:00 18 1 0 0 0 0 19
10:15 121 2 0 0 0 0 123 22:15 9 0 0 0 0 0 9
10:30 131 2 1 1 0 0 135 22:30 21 0 0 0 0 0 21
10:45 110 1 2 0 0 0 113 22:45 14 0 0 0 0 0 14
11:00 121 1 1 0 0 0 123 23:00 16 0 0 0 0 0 16
11:15 105 5 1 2 0 0 113 23:15 11 0 0 0 0 0 11
11:30 112 5 0 0 0 1 118 23:30 17 0 0 0 0 0 17
11:45 108 5 2 2 0 0 117 23:45 6 0 0 0 0 0 6
TOTAL 3,653 88 19 26 2 3 3,791 TOTAL 4,572 90 7 23 0 2 4,694 AM PEAK HOUR 7:30 AM AM PEAK HOUR 4:30 PM
AM PEAK VOLUME 864 AM PEAK VOLUME 666
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 8,225 178 26 49 2 5 8,485 CLASS 2 2-AXLE TRUCKS % OF TOTAL 96.9% 2.1% 0.3% 0.6% 0.0% 0.1% 100.0% CLASS 3 3-AXLE TRUCKS
CLASS 4 4 OR MORE AXLE TRUCKS
CLASS 5 RV
CLASS 6 BUS
24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
Prepared by AimTD LLC tel. 714 253 7888 [email protected]
Thursday, October 27, 2022

3.1-2
A816
DATE: CITY: Murrieta
JOB #: SC3654 LOCATION: Clinton Keith east of Whitewood AM PM
TIME 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL
0:00 37 0 0 0 0 0 37 12:00 157 15 0 3 0 1 176
0:15 34 1 0 0 0 0 35 12:15 190 4 0 5 0 0 199
0:30 21 0 0 0 0 0 21 12:30 202 9 4 3 0 0 218
0:45 24 0 0 1 0 0 25 12:45 192 5 3 4 0 0 204
1:00 20 0 0 0 0 0 20 13:00 190 10 0 7 0 0 207
1:15 18 1 0 1 0 0 20 13:15 179 16 1 2 0 1 199
1:30 11 0 0 0 0 0 11 13:30 235 16 0 5 0 0 256
1:45 10 0 0 0 0 0 10 13:45 241 5 1 4 1 0 252
2:00 9 0 0 1 0 0 10 14:00 269 4 2 6 0 0 281
2:15 8 2 0 0 0 0 10 14:15 260 7 1 3 0 0 271
2:30 14 0 0 0 0 0 14 14:30 265 4 2 2 0 3 276
2:45 9 0 0 0 0 0 9 14:45 255 10 0 1 0 4 270
3:00 12 1 0 0 0 0 13 15:00 284 10 1 1 1 0 297
3:15 11 0 0 0 0 0 11 15:15 237 11 1 0 0 0 249
3:30 7 0 0 0 0 0 7 15:30 341 9 0 2 0 1 353
3:45 8 0 0 0 0 0 8 15:45 429 10 0 0 0 4 443
4:00 13 1 0 0 0 0 14 16:00 307 10 1 2 0 5 325
4:15 10 0 0 0 0 0 10 16:15 324 11 0 1 0 0 336
4:30 21 2 0 0 0 0 23 16:30 360 5 0 2 0 0 367
4:45 30 0 0 0 0 0 30 16:45 309 15 0 2 0 0 326
5:00 21 2 0 0 0 0 23 17:00 292 13 2 0 0 0 307
5:15 28 0 0 2 0 0 30 17:15 314 10 1 2 0 0 327
5:30 46 2 0 0 0 0 48 17:30 341 11 0 0 0 0 352
5:45 61 4 0 0 0 0 65 17:45 292 10 3 2 0 0 307
6:00 58 2 1 1 0 0 62 18:00 307 10 0 0 0 1 318
6:15 78 4 0 0 0 0 82 18:15 283 6 1 1 0 0 291
6:30 103 10 2 3 0 1 119 18:30 296 3 2 0 0 0 301
6:45 149 6 2 6 0 1 164 18:45 269 2 0 0 0 0 271
7:00 111 15 4 5 0 0 135 19:00 268 5 0 1 0 0 274
7:15 168 4 1 3 0 1 177 19:15 237 0 1 1 0 0 239
7:30 231 10 1 5 0 1 248 19:30 216 2 0 1 0 0 219
7:45 220 12 1 1 0 2 236 19:45 209 0 0 1 0 0 210
8:00 256 6 0 2 0 2 266 20:00 249 1 0 2 0 0 252
8:15 301 12 1 4 0 1 319 20:15 238 1 0 0 0 0 239
8:30 254 11 2 1 0 1 269 20:30 216 1 0 0 0 0 217
8:45 141 15 2 5 0 0 163 20:45 157 2 0 1 0 0 160
9:00 148 5 1 6 0 0 160 21:00 180 3 1 0 0 0 184
9:15 134 11 0 1 0 0 146 21:15 180 2 0 1 0 0 183
9:30 137 7 3 3 0 1 151 21:30 170 2 0 1 0 0 173
9:45 122 14 1 4 0 0 141 21:45 104 2 0 1 0 0 107
10:00 120 15 5 0 0 0 140 22:00 85 1 0 0 0 0 86
10:15 162 10 0 2 0 0 174 22:15 70 1 0 0 0 0 71
10:30 127 9 1 6 0 0 143 22:30 46 1 0 0 0 0 47
10:45 138 8 2 1 0 1 150 22:45 47 0 0 0 0 0 47
11:00 157 13 4 2 1 0 177 23:00 72 1 0 0 0 0 73
11:15 156 11 2 4 0 0 173 23:15 37 1 0 0 0 0 38
11:30 144 14 0 4 0 1 163 23:30 33 0 0 0 0 0 33
11:45 184 13 3 3 0 0 203 23:45 45 1 0 0 0 0 46
TOTAL 4,282 253 39 77 1 13 4,665 TOTAL 10,479 278 28 70 2 20 10,877 AM PEAK HOUR 7:45 AM AM PEAK HOUR 3:45 PM
A
M PEAK VOLUME 1,090 AM PEAK VOLUME 1,471
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 14,761 531 67 147 3 33 15,542 CLASS 2 2-AXLE TRUCKS % OF TOTAL 95.0% 3.4% 0.4% 0.9% 0.0% 0.2% 100.0% CLASS 3 3-AXLE TRUCKS
CLASS 4 4 OR MORE AXLE TRUCKS
CLASS 5 RV TOTAL: ALL 29,438 987 149 285 9 70 30,938
CLASS 6 Buses % OF TOTAL 95.2% 3.2% 0.5% 0.9% 0.0% 0.2% 100.0%

24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
Prepared by AimTD LLC tel. 714 253 7888 [email protected]
Thursday, October 27, 2022

3.1-3
DATE: CITY: Murrieta
JOB #: SC3654 LOCATION: Clinton Keith east of Whitewood AM PM
TIME 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL
0:00 15 0 0 0 0 0 15 12:00 186 7 2 2 0 0 197
0:15 7 0 0 0 0 0 7 12:15 211 7 3 0 0 0 221
0:30 10 0 1 0 0 0 11 12:30 189 6 1 3 0 0 199
0:45 7 0 0 0 0 0 7 12:45 221 11 2 3 0 0 237
1:00 13 0 0 1 0 0 14 13:00 180 11 1 5 0 0 197
1:15 7 1 0 0 0 0 8 13:15 159 8 0 7 0 0 174
1:30 8 0 0 0 0 0 8 13:30 188 13 1 7 0 0 209
1:45 8 1 0 0 0 0 9 13:45 201 11 4 4 0 0 220
2:00 6 0 0 1 0 0 7 14:00 186 10 2 3 0 2 203
2:15 13 0 0 0 0 0 13 14:15 226 9 0 3 0 0 238
2:30 15 0 0 0 0 0 15 14:30 267 9 4 2 0 1 283
2:45 14 1 0 0 0 0 15 14:45 241 8 1 4 0 1 255
3:00 9 0 0 1 0 0 10 15:00 239 6 3 0 0 0 248
3:15 17 0 0 0 0 0 17 15:15 428 16 1 1 0 1 447
3:30 35 4 0 0 0 0 39 15:30 348 14 0 0 0 1 363
3:45 45 0 0 0 0 0 45 15:45 303 11 2 3 0 2 321
4:00 40 2 0 0 0 0 42 16:00 264 18 0 3 0 1 286
4:15 47 6 0 0 0 0 53 16:15 272 11 0 1 0 1 285
4:30 82 3 0 1 0 0 86 16:30 264 8 2 0 0 0 274
4:45 96 3 1 1 0 0 101 16:45 278 10 0 0 0 0 288
5:00 112 2 0 0 0 0 114 17:00 268 7 1 1 0 0 277
5:15 121 3 0 1 0 1 126 17:15 285 6 2 2 0 0 295
5:30 137 3 0 0 0 0 140 17:30 261 2 0 0 0 0 263
5:45 123 6 0 1 0 0 130 17:45 227 4 0 0 0 0 231
6:00 121 7 0 0 0 0 128 18:00 223 5 0 1 0 0 229
6:15 133 5 0 0 0 0 138 18:15 223 4 0 2 0 0 229
6:30 144 5 1 1 0 0 151 18:30 225 5 0 0 0 0 230
6:45 160 3 2 1 0 2 168 18:45 190 1 1 0 0 0 192
7:00 191 11 1 7 0 4 214 19:00 143 1 0 1 0 0 145
7:15 225 9 1 2 0 0 237 19:15 133 2 0 0 0 0 135
7:30 351 12 2 0 0 1 366 19:30 121 0 0 0 0 0 121
7:45 460 7 1 4 0 3 475 19:45 112 0 0 1 0 0 113
8:00 474 5 5 3 0 2 489 20:00 104 1 0 0 1 0 106
8:15 439 11 1 3 0 2 456 20:15 91 1 1 1 0 0 94
8:30 261 9 0 2 1 1 274 20:30 79 1 0 0 0 0 80
8:45 302 8 1 6 0 2 319 20:45 83 1 0 0 0 0 84
9:00 273 13 2 3 0 5 296 21:00 67 2 0 0 0 0 69
9:15 175 7 4 2 1 1 190 21:15 80 0 0 0 0 0 80
9:30 204 6 1 3 0 0 214 21:30 65 1 0 0 0 0 66
9:45 224 4 2 3 0 0 233 21:45 42 0 0 0 0 0 42
10:00 206 4 3 5 1 1 220 22:00 37 1 0 0 0 0 38
10:15 166 5 2 2 0 0 175 22:15 25 2 0 0 0 0 27
10:30 194 7 3 2 1 0 207 22:30 38 1 0 0 0 0 39
10:45 198 6 2 2 0 0 208 22:45 29 0 0 0 0 0 29
11:00 168 3 3 4 0 0 178 23:00 19 0 0 0 0 0 19
11:15 158 4 3 9 0 0 174 23:15 20 0 0 0 0 0 20
11:30 184 6 3 4 0 0 197 23:30 20 0 0 0 0 0 20
11:45 203 11 3 3 1 2 223 23:45 15 1 0 0 0 0 16
TOTAL 6,601 203 48 78 5 27 6,962 TOTAL 8,076 253 34 60 1 10 8,434 AM PEAK HOUR 7:30 AM AM PEAK HOUR 3:15 PM
AM PEAK VOLUME 1,786 AM PEAK VOLUME 1,417
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 14,677 456 82 138 6 37 15,396 CLASS 2 2-AXLE TRUCKS % OF TOTAL 95.3% 3.0% 0.5% 0.9% 0.0% 0.2% 100.0% CLASS 3 3-AXLE TRUCKS
CLASS 4 4 OR MORE AXLE TRUCKS
CLASS 5 RV
CLASS 6 BUS
24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
Prepared by AimTD LLC tel. 714 253 7888 [email protected]
Thursday, October 27, 2022

3.1-4

T42321
DATE: LOCATION: PROJECT #: SC3654
Thu, Oct 27, 22 NORTH & SOUTH: LOCATION #: 1
EAST & WEST: CONTROL: SIGNAL
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: X X X 0.5 0.5 2 X 3 1 X 3 1 0 0 0 0 X 0 X X
7:00 AM 0 0 0 44 0 90 0 264 54 0 137 78 667 0 0 0 0 0 0 59 0 0 7:15 AM 0 0 0 67 0 140 0 281 90 0 154 113 845 0 0 0 0 0 0 69 0 0 7:30 AM 0 0 0 61 0 177 0 307 97 0 186 150 978 0 0 0 0 0 0 57 0 0 7:45 AM 0 0 0 56 1 235 0 334 96 0 234 137 1,093 0 0 0 0 0 0 79 0 0 8:00 AM 0 0 0 87 0 205 0 342 86 0 253 127 1,100 0 0 0 0 0 0 45 0 0 8:15 AM 0 0 0 61 1 170 0 350 100 0 282 158 1,122 0 0 0 0 0 0 43 0 0 8:30 AM 0 0 0 55 2 144 0 274 122 0 259 120 976 0 0 0 0 0 0 37 0 0 8:45 AM 0 0 0 50 0 165 0 284 78 0 211 120 908 0 0 0 0 0 0 49 0 0 VOLUMES 0 0 0 481 4 1,326 0 2,436 723 0 1,716 1,003 7,689 0 0 0 0 0 0 438 0 0 APPROACH % 0% 0% 0% 27% 0% 73% 0% 77% 23% 0% 63% 37%
APP/DEPART 0 / 1,003 1,811 / 727 3,159 / 2,917 2,719 / 3,042 0

BEGIN PEAK HR
VOLUMES 0 0 0 265 2 787 0 1,333 379 0 955 572 4,293 0 224 0 0 APPROACH % 0% 0% 0% 25% 0% 75% 0% 78% 22% 0% 63% 37%
PEAK HR FACTOR 0.000 0.902 0.951 0.868 0.957
APP/DEPART 0 / 572 1,054 / 381 1,712 / 1,598 1,527 / 1,742 0 4:00 PM 0 0 0 64 0 157 0 354 85 0 334 141 1,135 0 0 0 0 0 0 55 25 0 4:15 PM 0 0 0 80 0 177 0 424 85 0 289 127 1,182 0 0 0 0 0 0 47 27 0 4:30 PM 0 0 0 91 0 181 0 416 82 0 265 113 1,148 0 0 0 0 0 0 54 28 0 4:45 PM 0 0 0 102 1 180 0 396 94 0 261 123 1,157 0 0 0 0 0 0 60 31 0 5:00 PM 0 0 0 86 1 154 0 417 78 0 295 118 1,149 0 0 0 0 0 0 42 30 0 5:15 PM 0 0 0 98 0 153 0 403 87 0 274 135 1,150 0 0 0 0 0 0 39 20 0 5:30 PM 0 0 0 102 0 163 0 411 86 0 278 117 1,157 0 0 0 0 0 0 51 26 0 5:45 PM 0 0 0 100 0 145 0 396 94 0 282 101 1,118 0 0 0 0 0 0 36 27 0 VOLUMES 0 0 0 723 2 1,310 0 3,217 691 0 2,278 975 9,196 0 0 0 0 0 0 384 214 0 APPROACH % 0% 0% 0% 36% 0% 64% 0% 82% 18% 0% 70% 30%
APP/DEPART 0 / 975 2,035 / 693 3,908 / 3,940 3,253 / 3,588 0

BEGIN PEAK HR
VOLUMES 0 0 0 359 2 692 0 1,653 339 0 1,110 481 4,636 0 203 116 0 APPROACH % 0% 0% 0% 34% 0% 66% 0% 83% 17% 0% 70% 30%
PEAK HR FACTOR 0.000 0.930 0.978 0.956 0.981
APP/DEPART 0 / 481 1,053 / 341 1,992 / 2,012 1,591 / 1,802 0 I-215 SB Ramps

NORTH SIDE
Clinton Keith WEST SIDE EAST SIDE Clinton Keith

SOUTH SIDE
I-215 SB Ramps

E SIDE W SIDE S SIDE N SIDE TOTAL E SIDE W SIDE S SIDE N SIDE TOTAL ES WS SS NS TOTAL 7:00 AM 0 0 2 0 2 0 0 2 0 2 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 1 0 1 0 0 1 0 1 0 0 0 0 0 7:45 AM 0 0 1 0 1 0 0 0 0 0 0 0 1 0 1 8:00 AM 0 0 59 0 59 0 0 59 0 59 0 0 0 0 0 8:15 AM 0 0 23 0 23 0 0 23 0 23 0 0 0 0 0 8:30 AM 0 0 29 0 29 0 0 28 0 28 0 0 1 0 1 8:45 AM 0 0 1 0 1 0 0 1 0 1 0 0 0 0 0 TOTAL 0 0 116 0 116 0 0 114 0 114 0 0 2 0 2 4:00 PM 0 0 7 0 7 0 0 7 0 7 0 0 0 0 0 4:15 PM 0 0 2 0 2 0 0 2 0 2 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 3 1 4 0 0 2 1 3 0 0 1 0 1 5:00 PM 0 0 0 1 1 0 0 0 1 1 0 0 0 0 0 5:15 PM 0 0 2 0 2 0 0 1 0 1 0 0 1 0 1 5:30 PM 0 0 1 0 1 0 0 0 0 0 0 0 1 0 1 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 15 2 17 0 0 12 2 14 0 0 3 0 3

BICYCLE CROSSINGS

AMPM AM
7:30 AM
PM
4:15 PM

ALL PED AND BIKE PEDESTRIAN CROSSINGS
RTOR

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Murrieta
I-215 SB Ramps
Clinton Keith

U-TURNS
I-215 SB Ramps I-215 SB Ramps Clinton Keith Clinton Keith Add U-Turns to Left Turns

3.1-5
3,846 2,636 6 1,204 TOTAL 1,978
2,035 1,310 2 7 23 PM 975
1,811 1,326 4 481 AM 1,003
2,719
3,253
5,972
6,630
3,588
3,042
1,003
975
1,978
1,716
2,278
3,994
TOTAL
PM
AM
0 0
0 0
0 0
AM
PM
TOTAL
5,653
3,217
2,436
1,414
691
723
2,917
3,940
6,857
7,067
3,908
3,159
727 AM 0 0 0 0
693 PM 0 0 0 0
1,420 TOTAL 0 0 0 0
2,107 1,479 4 624 TOTAL 1,053
1,053 692 2 3 59 PM 481
1,054 787 2 265 AM 572
1,527
1,591
3,118
3,544
1,802
1,742
572
481
1,053
955
1,110
2,065
TOTAL
PM
AM AM 7:30 AM
8:
45 AM
0 0
0 0
0 0
#N/A
AM
PM
TOTAL
2,986
1,653
1,333
PM 4:15 PM
3:
45 PM
718
339
379
1,598
2,012
3,610
3,704
1,992
1,712
381 AM 0 0 0 0
341 PM 0 0 0 0
722 Total 0 0 0 0
I-215 SB Ramps
AimTD LLC

TURNING MOVEMENT COUNTS
I-215 SB Ramps
Clinton Keith
Clinton Keith
Murrieta
SC3654

ALL HOURS
I-215 SB Ramps
I-215 SB Ramps
Clinton Keith
Clinton Keith

PEAK HOUR

3.1-6

DATE: LOCATION: Murrieta PROJECT #: SC3654
10/27/22 NORTH & SOUTH: I-215 SB Ramps LOCATION #: 1
THURSDAY EAST & WEST: Clinton Keith CONTROL: SIGNAL
CLASS 1: NOTES: AM ▲

PASSENGER PM N
VEHICLES MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: X X X 0.5 0.5 2 X 3 1 X 3 1 X 0 X X
7:00 AM 0 0 0 33 0 80 0 245 49 0 119 70 596 0 0 0 0 0 0 54 0 0 7:15 AM 0 0 0 60 0 128 0 263 86 0 142 108 787 0 0 0 0 0 0 63 0 0 7:30 AM 0 0 0 56 0 154 0 289 92 0 173 143 907 0 0 0 0 0 0 51 0 0 7:45 AM 0 0 0 50 1 225 0 319 89 0 220 133 1,037 0 0 0 0 0 0 76 0 0 8:00 AM 0 0 0 81 0 190 0 326 83 0 235 127 1,042 0 0 0 0 0 0 41 0 0 8:15 AM 0 0 0 52 1 159 0 333 100 0 263 154 1,062 0 0 0 0 0 0 41 0 0 8:30 AM 0 0 0 48 2 134 0 257 117 0 243 118 919 0 0 0 0 0 0 35 0 0 8:45 AM 0 0 0 47 0 144 0 266 71 0 197 116 841 0 0 0 0 0 0 43 0 0 VOLUMES 0 0 0 427 4 1,214 0 2,298 687 0 1,592 969 7,191 0 0 0 0 0 0 404 0 0 APPROACH % 0% 0% 0% 26% 0% 74% 0% 77% 23% 0% 62% 38%
APP/DEPART 0 / 969 1,645 / 691 2,985 / 2,725 2,561 / 2,806 0

BEGIN PEAK HR
VOLUMES 0 0 0 239 2 728 0 1,267 364 0 891 557 4,048 0 209 0 0 APPROACH % 0% 0% 0% 25% 0% 75% 0% 78% 22% 0% 62% 38%
PEAK HR FACTOR 0.000 0.878 0.942 0.868 0.953
APP/DEPART 0 / 557 969 / 366 1,631 / 1,506 1,448 / 1,619 0 4:00 PM 0 0 0 60 0 153 0 332 80 0 320 136 1,081 0 0 0 0 0 0 53 23 0 4:15 PM 0 0 0 80 0 172 0 397 82 0 274 123 1,128 0 0 0 0 0 0 46 25 0 4:30 PM 0 0 0 88 0 176 0 392 80 0 256 110 1,102 0 0 0 0 0 0 52 27 0 4:45 PM 0 0 0 93 1 176 0 379 89 0 255 122 1,115 0 0 0 0 0 0 59 29 0 5:00 PM 0 0 0 83 1 141 0 394 76 0 282 116 1,093 0 0 0 0 0 0 38 29 0 5:15 PM 0 0 0 93 0 148 0 377 83 0 263 133 1,097 0 0 0 0 0 0 37 20 0 5:30 PM 0 0 0 98 0 160 0 387 85 0 270 115 1,115 0 0 0 0 0 0 51 26 0 5:45 PM 0 0 0 98 0 140 0 375 92 0 274 99 1,078 0 0 0 0 0 0 34 27 0 VOLUMES 0 0 0 693 2 1,266 0 3,033 667 0 2,194 954 8,809 0 0 0 0 0 0 370 206 0 APPROACH % 0% 0% 0% 35% 0% 65% 0% 82% 18% 0% 70% 30%
APP/DEPART 0 / 954 1,961 / 669 3,700 / 3,726 3,148 / 3,460 0

BEGIN PEAK HR
VOLUMES 0 0 0 344 2 665 0 1,562 327 0 1,067 471 4,438 0 195 110 0 APPROACH % 0% 0% 0% 34% 0% 66% 0% 83% 17% 0% 69% 31%
PEAK HR FACTOR 0.000 0.936 0.986 0.966 0.984
APP/DEPART 0 / 471 1,011 / 329 1,889 / 1,906 1,538 / 1,732 0 I-215 SB Ramps

NORTH SIDE
Clinton Keith WEST SIDE EAST SIDE Clinton Keith

SOUTH SIDE
I-215 SB Ramps
AM
7:30 AM
PM
4:15 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

RTORU-TURNS
I-215 SB Ramps I-215 SB Ramps Clinton Keith Clinton Keith

3.1-7

DATE: LOCATION: Murrieta PROJECT #: SC3654
10/27/22 NORTH & SOUTH: I-215 SB Ramps LOCATION #: 1
THURSDAY EAST & WEST: Clinton Keith CONTROL: SIGNAL
CLASS 2: NOTES: AM ▲
2-AXLE PM N
WORK MD ◄ W E ►

VEHICLES/ OTHER S
TRUCKS OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: X X X 0.5 0.5 2 X 3 1 X 3 1 X 0 X X
7:00 AM 0 0 0 6 0 6 0 15 5 0 12 6 50 0 0 0 0 0 0 5 0 0 7:15 AM 0 0 0 5 0 7 0 12 3 0 10 4 41 0 0 0 0 0 0 4 0 0 7:30 AM 0 0 0 4 0 19 0 14 4 0 9 3 53 0 0 0 0 0 0 5 0 0 7:45 AM 0 0 0 5 0 6 0 11 5 0 10 3 40 0 0 0 0 0 0 1 0 0 8:00 AM 0 0 0 6 0 9 0 13 2 0 13 0 43 0 0 0 0 0 0 3 0 0 8:15 AM 0 0 0 8 0 8 0 14 0 0 14 2 46 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 5 0 7 0 10 3 0 9 2 36 0 0 0 0 0 0 1 0 0 8:45 AM 0 0 0 2 0 16 0 12 4 0 11 2 47 0 0 0 0 0 0 5 0 0 VOLUMES 0 0 0 41 0 78 0 101 26 0 88 22 356 0 0 0 0 0 0 24 0 0 APPROACH % 0% 0% 0% 34% 0% 66% 0% 80% 20% 0% 80% 20%
APP/DEPART 0 / 22 119 / 26 127 / 142 110 / 166 0

BEGIN PEAK HR
VOLUMES 0 0 0 23 0 42 0 52 11 0 46 8 182 0 9 0 0 APPROACH % 0% 0% 0% 35% 0% 65% 0% 83% 17% 0% 85% 15%
PEAK HR FACTOR 0.000 0.707 0.875 0.844 0.858
APP/DEPART 0 / 8 65 / 11 63 / 75 54 / 88 0 4:00 PM 0 0 0 3 0 4 0 17 3 0 13 1 41 0 0 0 0 0 0 2 1 0 4:15 PM 0 0 0 0 0 4 0 20 1 0 10 3 38 0 0 0 0 0 0 1 0 0 4:30 PM 0 0 0 2 0 4 0 18 1 0 8 1 34 0 0 0 0 0 0 1 0 0 4:45 PM 0 0 0 9 0 4 0 12 4 0 6 0 35 0 0 0 0 0 0 1 2 0 5:00 PM 0 0 0 3 0 12 0 17 0 0 11 2 45 0 0 0 0 0 0 4 0 0 5:15 PM 0 0 0 4 0 5 0 19 4 0 7 1 40 0 0 0 0 0 0 2 0 0 5:30 PM 0 0 0 2 0 3 0 20 1 0 6 2 34 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 1 0 3 0 16 1 0 6 2 29 0 0 0 0 0 0 1 0 0 VOLUMES 0 0 0 24 0 39 0 139 15 0 67 12 296 0 0 0 0 0 0 12 3 0 APPROACH % 0% 0% 0% 38% 0% 62% 0% 90% 10% 0% 85% 15%
APP/DEPART 0 / 12 63 / 15 154 / 163 79 / 106 0

BEGIN PEAK HR
VOLUMES 0 0 0 14 0 24 0 67 6 0 35 6 152 0 7 2 0 APPROACH % 0% 0% 0% 37% 0% 63% 0% 92% 8% 0% 85% 15%
PEAK HR FACTOR 0.000 0.633 0.869 0.788 0.844
APP/DEPART 0 / 6 38 / 6 73 / 81 41 / 59 0 I-215 SB Ramps

NORTH SIDE
Clinton Keith WEST SIDE EAST SIDE Clinton Keith

SOUTH SIDE
I-215 SB Ramps
AM
7:30 AM
PM
4:15 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

RTORU-TURNS
I-215 SB Ramps I-215 SB Ramps Clinton Keith Clinton Keith

3.1-8

DATE: LOCATION: Murrieta PROJECT #: SC3654
10/27/22 NORTH & SOUTH: I-215 SB Ramps LOCATION #: 1
THURSDAY EAST & WEST: Clinton Keith CONTROL: SIGNAL
CLASS 3: NOTES: AM ▲
3-AXLE PM N
TRUCKS MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: X X X 0.5 0.5 2 X 3 1 X 3 1 X 0 X X
7:00 AM 0 0 0 1 0 2 0 2 0 0 1 0 6 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 1 0 1 1 0 0 0 3 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 3 0 2 0 0 1 0 6 0 0 0 0 0 0 1 0 0 7:45 AM 0 0 0 0 0 2 0 1 0 0 1 0 4 0 0 0 0 0 0 1 0 0 8:00 AM 0 0 0 0 0 4 0 1 1 0 2 0 8 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 1 0 1 0 0 0 0 2 0 4 0 0 0 0 0 0 1 0 0 8:30 AM 0 0 0 1 0 2 0 2 0 0 1 0 6 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 1 0 1 0 1 0 0 1 0 4 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 4 0 16 0 10 2 0 9 0 41 0 0 0 0 0 0 3 0 0 APPROACH % 0% 0% 0% 20% 0% 80% 0% 83% 17% 0% 100% 0%
APP/DEPART 0 / 0 20 / 2 12 / 14 9 / 25 0

BEGIN PEAK HR
VOLUMES 0 0 0 1 0 10 0 4 1 0 6 0 22 0 3 0 0 APPROACH % 0% 0% 0% 9% 0% 91% 0% 80% 20% 0% 100% 0%
PEAK HR FACTOR 0.000 0.688 0.625 0.750 0.688
APP/DEPART 0 / 0 11 / 1 5 / 5 6 / 16 0
4:00 PM 0 0 0 0 0 0 0 3 1 0 0 1 5 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 2 0 0 2 0 4 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 1 0 2 0 0 0 2 5 0 0 0 0 0 0 1 0 0 4:45 PM 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 3 0 0 1 0 4 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 2 0 0 0 1 3 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 1 0 1 0 1 0 0 0 0 3 0 0 0 0 0 0 1 0 0 VOLUMES 0 0 0 1 0 2 0 15 1 0 3 4 26 0 0 0 0 0 0 2 0 0 APPROACH % 0% 0% 0% 33% 0% 67% 0% 94% 6% 0% 43% 57%
APP/DEPART 0 / 4 3 / 1 16 / 16 7 / 5 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 1 0 8 0 0 3 2 14 0 1 0 0 APPROACH % 0% 0% 0% 0% 0% 100% 0% 100% 0% 0% 60% 40%
PEAK HR FACTOR 0.000 0.250 0.667 0.625 0.700
APP/DEPART 0 / 2 1 / 0 8 / 8 5 / 4 0
I-215 SB Ramps

NORTH SIDE
Clinton Keith WEST SIDE EAST SIDE Clinton Keith

SOUTH SIDE
I-215 SB Ramps
AM
7:30 AM
PM
4:15 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

RTORU-TURNS
I-215 SB Ramps I-215 SB Ramps Clinton Keith Clinton Keith

3.1-9

DATE: LOCATION: Murrieta PROJECT #: SC3654
10/27/22 NORTH & SOUTH: I-215 SB Ramps LOCATION #: 1
THURSDAY EAST & WEST: Clinton Keith CONTROL: SIGNAL
CLASS 4: NOTES: AM ▲
4 OR MORE PM N
AXLE MD ◄ W E ►

TRUCKS OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: X X X 0.5 0.5 2 X 3 1 X 3 1 X 0 X X
7:00 AM 0 0 0 3 0 2 0 2 0 0 2 2 11 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 2 0 3 0 4 0 0 1 0 10 0 0 0 0 0 0 1 0 0 7:30 AM 0 0 0 1 0 1 0 2 1 0 1 3 9 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 1 0 2 0 1 2 0 2 1 9 0 0 0 0 0 0 1 0 0 8:00 AM 0 0 0 0 0 2 0 2 0 0 1 0 5 0 0 0 0 0 0 1 0 0 8:15 AM 0 0 0 0 0 2 0 3 0 0 1 2 8 0 0 0 0 0 0 1 0 0 8:30 AM 0 0 0 1 0 1 0 5 0 0 3 0 10 0 0 0 0 0 0 1 0 0 8:45 AM 0 0 0 0 0 4 0 5 2 0 2 1 14 0 0 0 0 0 0 1 0 0 VOLUMES 0 0 0 8 0 17 0 24 5 0 13 9 76 0 0 0 0 0 0 6 0 0 APPROACH % 0% 0% 0% 32% 0% 68% 0% 83% 17% 0% 59% 41%
APP/DEPART 0 / 9 25 / 5 29 / 32 22 / 30 0

BEGIN PEAK HR
VOLUMES 0 0 0 2 0 7 0 8 3 0 5 6 31 0 3 0 0 APPROACH % 0% 0% 0% 22% 0% 78% 0% 73% 27% 0% 45% 55%
PEAK HR FACTOR 0.000 0.750 0.917 0.688 0.861
APP/DEPART 0 / 6 9 / 3 11 / 10 11 / 12 0 4:00 PM 0 0 0 1 0 0 0 1 0 0 0 2 4 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 1 0 4 1 0 3 0 9 0 0 0 0 0 0 0 1 0 4:30 PM 0 0 0 1 0 0 0 2 1 0 1 0 5 0 0 0 0 0 0 0 1 0 4:45 PM 0 0 0 0 0 0 0 3 1 0 0 0 4 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 1 0 3 2 0 1 0 7 0 0 0 0 0 0 0 1 0 5:15 PM 0 0 0 1 0 0 0 4 0 0 1 0 6 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 2 0 0 0 2 0 0 2 0 6 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 3 1 0 1 0 5 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 5 0 2 0 22 6 0 9 2 46 0 0 0 0 0 0 0 3 0 APPROACH % 0% 0% 0% 71% 0% 29% 0% 79% 21% 0% 82% 18%
APP/DEPART 0 / 2 7 / 6 28 / 27 11 / 11 0

BEGIN PEAK HR
VOLUMES 0 0 0 1 0 2 0 12 5 0 5 0 25 0 0 3 0 APPROACH % 0% 0% 0% 33% 0% 67% 0% 71% 29% 0% 100% 0%
PEAK HR FACTOR 0.000 0.750 0.850 0.417 0.694
APP/DEPART 0 / 0 3 / 5 17 / 13 5 / 7 0
I-215 SB Ramps

NORTH SIDE
Clinton Keith WEST SIDE EAST SIDE Clinton Keith

SOUTH SIDE
I-215 SB Ramps
AM
7:30 AM
PM
4:15 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

RTORU-TURNS
I-215 SB Ramps I-215 SB Ramps Clinton Keith Clinton Keith

3.1-10

DATE: LOCATION: Murrieta PROJECT #: SC3654
10/27/22 NORTH & SOUTH: I-215 SB Ramps LOCATION #: 1
THURSDAY EAST & WEST: Clinton Keith CONTROL: SIGNAL
CLASS 5: NOTES: AM ▲

RV PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: X X X 0.5 0.5 2 X 3 1 X 3 1 X 0 X X
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 100% 0%
APP/DEPART 0 / 0 0 / 0 0 / 0 1 / 1 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 100% 0%
PEAK HR FACTOR 0.000 0.000 0.000 0.250 0.250
APP/DEPART 0 / 0 0 / 0 0 / 0 1 / 1 0
4:00 PM 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 0 0 0 0 3 0 0 0 0 3 0 0 0 0 0 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 100% 0% 0% 0% 0%
APP/DEPART 0 / 0 0 / 0 3 / 3 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0
I-215 SB Ramps

NORTH SIDE
Clinton Keith WEST SIDE EAST SIDE Clinton Keith

SOUTH SIDE
I-215 SB Ramps
AM
7:30 AM
PM
4:15 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

RTORU-TURNS
I-215 SB Ramps I-215 SB Ramps Clinton Keith Clinton Keith

3.1-11

DATE: LOCATION: Murrieta PROJECT #: SC3654
10/27/22 NORTH & SOUTH: I-215 SB Ramps LOCATION #: 1
THURSDAY EAST & WEST: Clinton Keith CONTROL: SIGNAL
CLASS 6: NOTES: AM ▲
PM N
BUSES MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: X X X 0.5 0.5 2 X 3 1 X 3 1 X 0 X X
7:00 AM 0 0 0 1 0 0 0 0 0 0 3 0 4 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 1 0 1 0 0 1 1 4 0 0 0 0 0 0 1 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 2 1 3 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 2 0 0 1 0 3 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 2 0 2 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 2 0 3 0 5 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 0 1 0 0 1 2 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 1 0 1 0 3 3 0 13 3 24 0 0 0 0 0 0 1 0 0 APPROACH % 0% 0% 0% 50% 0% 50% 0% 50% 50% 0% 81% 19%
APP/DEPART 0 / 3 2 / 3 6 / 4 16 / 14 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 2 0 0 6 1 9 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 100% 0% 0% 86% 14%
PEAK HR FACTOR 0.000 0.000 0.250 0.583 0.750
APP/DEPART 0 / 1 0 / 0 2 / 2 7 / 6 0
4:00 PM 0 0 0 0 0 0 0 0 1 0 1 1 3 0 0 0 0 0 0 0 1 0 4:15 PM 0 0 0 0 0 0 0 1 1 0 0 1 3 0 0 0 0 0 0 0 1 0 4:30 PM 0 0 0 0 0 0 0 2 0 0 0 0 2 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 1 0 0 0 1 2 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 3 0 3 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 1 0 0 0 0 1 0 2 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 0 0 1 0 5 2 0 5 3 16 0 0 0 0 0 0 0 2 0 APPROACH % 0% 0% 0% 0% 0% 100% 0% 71% 29% 0% 63% 38%
APP/DEPART 0 / 3 1 / 2 7 / 5 8 / 6 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 4 1 0 0 2 7 0 0 1 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 80% 20% 0% 0% 100%
PEAK HR FACTOR 0.000 0.000 0.625 0.500 0.583
APP/DEPART 0 / 2 0 / 1 5 / 4 2 / 0 0
I-215 SB Ramps

NORTH SIDE
Clinton Keith WEST SIDE EAST SIDE Clinton Keith

SOUTH SIDE
I-215 SB Ramps
AM
7:30 AM
PM
4:15 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

RTORU-TURNS
I-215 SB Ramps I-215 SB Ramps Clinton Keith Clinton Keith

3.1-12

T42321
DATE: LOCATION: PROJECT #: SC3654
Thu, Oct 27, 22 NORTH & SOUTH: LOCATION #: 2
EAST & WEST: CONTROL: SIGNAL
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: 0.5 X 1.5 X X X X 3 1 X 3 1 0 0 0 0 0 X X X
7:00 AM 26 0 57 0 0 0 0 143 164 0 185 56 631 0 0 0 0 0 29 0 0 0 7:15 AM 38 0 85 0 0 0 0 195 149 0 228 64 759 0 0 0 0 0 55 0 0 0 7:30 AM 31 0 99 0 0 0 0 218 148 0 309 47 852 0 0 0 0 0 40 0 0 0 7:45 AM 45 0 152 0 0 0 0 227 159 0 330 67 980 0 0 0 0 0 53 0 0 0 8:00 AM 60 0 191 0 0 0 0 299 133 0 322 75 1,080 0 0 0 0 0 29 0 0 0 8:15 AM 40 0 131 0 0 0 0 270 142 0 402 68 1,053 0 0 0 0 0 35 0 0 0 8:30 AM 59 0 74 0 0 0 0 203 121 0 322 77 856 0 0 0 0 0 36 0 0 0 8:45 AM 58 0 76 0 0 0 0 198 145 0 265 60 802 0 0 0 0 0 26 0 0 0 VOLUMES 357 0 865 0 0 0 0 1,753 1,161 0 2,363 514 7,013 0 0 0 0 0 303 0 0 0 APPROACH % 29% 0% 71% 0% 0% 0% 0% 60% 40% 0% 82% 18%
APP/DEPART 1,222 / 514 0 / 1,161 2,914 / 2,618 2,877 / 2,720 0

BEGIN PEAK HR
VOLUMES 204 0 548 0 0 0 0 999 555 0 1,376 287 3,969 153 0 0 0 APPROACH % 27% 0% 73% 0% 0% 0% 0% 64% 36% 0% 83% 17%
PEAK HR FACTOR 0.749 0.000 0.899 0.885 0.919
APP/DEPART 752 / 287 0 / 555 1,554 / 1,547 1,663 / 1,580 0 4:00 PM 67 0 138 0 0 0 0 284 130 0 410 102 1,131 0 0 0 0 0 37 0 0 0 4:15 PM 64 0 110 0 0 0 0 321 184 0 342 82 1,103 0 0 0 0 0 24 0 0 0 4:30 PM 75 0 141 0 0 0 0 365 142 0 304 93 1,120 0 0 0 0 0 27 0 0 0 4:45 PM 66 0 130 0 0 0 0 359 137 0 321 85 1,098 0 0 0 0 0 28 0 0 0 5:00 PM 88 0 116 0 0 0 0 335 174 0 331 90 1,134 0 0 0 0 0 19 0 0 0 5:15 PM 78 0 130 0 0 0 0 362 137 0 331 108 1,146 0 0 0 0 0 29 0 0 0 5:30 PM 72 0 138 0 0 0 0 354 159 0 320 89 1,132 0 0 0 0 0 31 0 0 0 5:45 PM 79 0 138 0 0 0 0 333 160 0 308 76 1,094 0 0 0 0 0 25 0 0 0 VOLUMES 589 0 1,041 0 0 0 0 2,713 1,223 0 2,667 725 8,958 0 0 0 0 0 220 0 0 0 APPROACH % 36% 0% 64% 0% 0% 0% 0% 69% 31% 0% 79% 21%
APP/DEPART 1,630 / 725 0 / 1,223 3,936 / 3,754 3,392 / 3,256 0

BEGIN PEAK HR
VOLUMES 304 0 514 0 0 0 0 1,410 607 0 1,303 372 4,510 107 0 0 0 APPROACH % 37% 0% 63% 0% 0% 0% 0% 70% 30% 0% 78% 22%
PEAK HR FACTOR 0.974 0.000 0.983 0.954 0.984
APP/DEPART 818 / 372 0 / 607 2,017 / 1,924 1,675 / 1,607 0 I-215 NB Ramps

NORTH SIDE
Clinton Keith WEST SIDE EAST SIDE Clinton Keith

SOUTH SIDE
I-215 NB Ramps

E SIDE W SIDE S SIDE N SIDE TOTAL E SIDE W SIDE S SIDE N SIDE TOTAL ES WS SS NS TOTAL 7:00 AM 0 0 2 0 2 0 0 2 0 2 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 1 0 1 0 0 1 0 1 0 0 0 0 0 7:45 AM 0 0 1 0 1 0 0 0 0 0 0 0 1 0 1 8:00 AM 0 0 59 0 59 0 0 59 0 59 0 0 0 0 0 8:15 AM 0 0 19 0 19 0 0 19 0 19 0 0 0 0 0 8:30 AM 0 0 33 0 33 0 0 32 0 32 0 0 1 0 1 8:45 AM 0 0 2 0 2 0 0 2 0 2 0 0 0 0 0 TOTAL 0 0 117 0 117 0 0 115 0 115 0 0 2 0 2 4:00 PM 0 0 1 0 1 0 0 1 0 1 0 0 0 0 0 4:15 PM 0 0 2 0 2 0 0 2 0 2 0 0 0 0 0 4:30 PM 0 0 2 0 2 0 0 0 0 0 0 0 2 0 2 4:45 PM 0 0 2 0 2 0 0 2 0 2 0 0 0 0 0 5:00 PM 0 0 0 1 1 0 0 0 1 1 0 0 0 0 0 5:15 PM 0 0 2 0 2 0 0 1 0 1 0 0 1 0 1 5:30 PM 0 0 3 0 3 0 0 2 0 2 0 0 1 0 1 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 12 1 13 0 0 8 1 9 0 0 4 0 4 RTOR

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Murrieta
I-215 NB Ramps
Clinton Keith

U-TURNS
I-215 NB Ramps I-215 NB Ramps Clinton Keith Clinton Keith

BICYCLE CROSSINGS

AMPM AM
7:45 AM
PM
4:45 PM

ALL PED AND BIKE PEDESTRIAN CROSSINGS
Add U-Turns to Left Turns

3.1-13
0 0 0 0 TOTAL 1,239
0 0 0 0 PM 725
0 0 0 0 AM 514
2,877
3,392
6,269
5,976
3,256
2,720
514
725
1,239
2,363
2,667
5,030
TOTAL
PM
AM
0 0
0 0
0 0
AM
PM
TOTAL
4,466
2,713
1,753
2,384
1,223
1,161
2,618
3,754
6,372
6,850
3,936
2,914
1,161 AM 357 0 865 1,222
1,223 PM 589 0 1,041 1,630
2,384 TOTAL 946 0 1,906 2,852
0 0 0 0 TOTAL 659
0 0 0 0 PM 372
0 0 0 0 AM 287
1,663
1,675
3,338
3,187
1,607
1,580
287
372
659
1,376
1,303
2,679
TOTAL
PM
AM AM 7:45 AM
8:
45 AM
0 0
0 0
0 0
#N/A
AM
PM
TOTAL
2,409
1,410
999 PM 4:45 PM
3:
45 PM
1,162
607
555
1,547
1,924
3,471
3,571
2,017
1,554
555 AM 204 0 548 752
607 PM 304 0 514 818
1,162 Total 508 0 1,062 1,570
I-215 NB Ramps
AimTD LLC

TURNING MOVEMENT COUNTS
I-215 NB Ramps
Clinton Keith
Clinton Keith
Murrieta
SC3654

ALL HOURS
I-215 NB Ramps
I-215 NB Ramps
Clinton Keith
Clinton Keith

PEAK HOUR

3.1-14

DATE: LOCATION: Murrieta PROJECT #: SC3654
10/27/22 NORTH & SOUTH: I-215 NB Ramps LOCATION #: 2
THURSDAY EAST & WEST: Clinton Keith CONTROL: SIGNAL
CLASS 1: NOTES: AM ▲

PASSENGER PM N
VEHICLES MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: 0.5 X 1.5 X X X X 3 1 X 3 1 0 X X X
7:00 AM 23 0 53 0 0 0 0 117 155 0 160 50 558 0 0 0 0 0 26 0 0 0 7:15 AM 36 0 83 0 0 0 0 181 143 0 215 60 718 0 0 0 0 0 54 0 0 0 7:30 AM 31 0 92 0 0 0 0 199 142 0 289 46 799 0 0 0 0 0 38 0 0 0 7:45 AM 41 0 146 0 0 0 0 215 154 0 318 64 938 0 0 0 0 0 50 0 0 0 8:00 AM 55 0 188 0 0 0 0 286 125 0 308 70 1,032 0 0 0 0 0 28 0 0 0 8:15 AM 37 0 125 0 0 0 0 252 132 0 380 65 991 0 0 0 0 0 31 0 0 0 8:30 AM 56 0 65 0 0 0 0 189 110 0 310 73 803 0 0 0 0 0 33 0 0 0 8:45 AM 53 0 66 0 0 0 0 183 139 0 250 55 746 0 0 0 0 0 22 0 0 0 VOLUMES 332 0 818 0 0 0 0 1,622 1,100 0 2,230 483 6,585 0 0 0 0 0 282 0 0 0 APPROACH % 29% 0% 71% 0% 0% 0% 0% 60% 40% 0% 82% 18%
APP/DEPART 1,150 / 483 0 / 1,100 2,722 / 2,440 2,713 / 2,562 0

BEGIN PEAK HR
VOLUMES 189 0 524 0 0 0 0 942 521 0 1,316 272 3,764 142 0 0 0 APPROACH % 27% 0% 73% 0% 0% 0% 0% 64% 36% 0% 83% 17%
PEAK HR FACTOR 0.734 0.000 0.890 0.892 0.912
APP/DEPART 713 / 272 0 / 521 1,463 / 1,466 1,588 / 1,505 0 4:00 PM 65 0 133 0 0 0 0 267 119 0 392 96 1,072 0 0 0 0 0 36 0 0 0 4:15 PM 60 0 105 0 0 0 0 308 167 0 327 80 1,047 0 0 0 0 0 23 0 0 0 4:30 PM 73 0 138 0 0 0 0 348 132 0 294 84 1,069 0 0 0 0 0 26 0 0 0 4:45 PM 66 0 124 0 0 0 0 344 132 0 315 80 1,061 0 0 0 0 0 27 0 0 0 5:00 PM 87 0 110 0 0 0 0 319 162 0 315 84 1,077 0 0 0 0 0 18 0 0 0 5:15 PM 76 0 129 0 0 0 0 343 125 0 321 103 1,097 0 0 0 0 0 29 0 0 0 5:30 PM 70 0 134 0 0 0 0 336 148 0 313 87 1,088 0 0 0 0 0 31 0 0 0 5:45 PM 76 0 133 0 0 0 0 318 154 0 301 72 1,054 0 0 0 0 0 25 0 0 0 VOLUMES 573 0 1,006 0 0 0 0 2,583 1,139 0 2,578 686 8,565 0 0 0 0 0 215 0 0 0 APPROACH % 36% 0% 64% 0% 0% 0% 0% 69% 31% 0% 79% 21%
APP/DEPART 1,579 / 686 0 / 1,139 3,722 / 3,589 3,264 / 3,151 0

BEGIN PEAK HR
VOLUMES 299 0 497 0 0 0 0 1,342 567 0 1,264 354 4,323 105 0 0 0 APPROACH % 38% 0% 62% 0% 0% 0% 0% 70% 30% 0% 78% 22%
PEAK HR FACTOR 0.971 0.000 0.986 0.954 0.985
APP/DEPART 796 / 354 0 / 567 1,909 / 1,839 1,618 / 1,563 0 I-215 NB Ramps

NORTH SIDE
Clinton Keith WEST SIDE EAST SIDE Clinton Keith

SOUTH SIDE
I-215 NB Ramps

RTORU-TURNS
I-215 NB Ramps I-215 NB Ramps Clinton Keith Clinton Keith AM
7:45 AM
PM
4:45 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

3.1-15

DATE: LOCATION: Murrieta PROJECT #: SC3654
10/27/22 NORTH & SOUTH: I-215 NB Ramps LOCATION #: 2
THURSDAY EAST & WEST: Clinton Keith CONTROL: SIGNAL
CLASS 2: NOTES: AM ▲
2-AXLE PM N
WORK MD ◄ W E ►

VEHICLES/ OTHER S
TRUCKS OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: 0.5 X 1.5 X X X X 3 1 X 3 1 0 X X X
7:00 AM 2 0 3 0 0 0 0 19 5 0 17 3 49 0 0 0 0 0 2 0 0 0 7:15 AM 1 0 1 0 0 0 0 11 3 0 11 1 28 0 0 0 0 0 1 0 0 0 7:30 AM 0 0 6 0 0 0 0 14 5 0 13 0 38 0 0 0 0 0 2 0 0 0 7:45 AM 4 0 6 0 0 0 0 8 5 0 7 1 31 0 0 0 0 0 3 0 0 0 8:00 AM 4 0 3 0 0 0 0 11 8 0 10 2 38 0 0 0 0 0 1 0 0 0 8:15 AM 2 0 5 0 0 0 0 15 9 0 16 2 49 0 0 0 0 0 4 0 0 0 8:30 AM 0 0 4 0 0 0 0 11 4 0 8 3 30 0 0 0 0 0 1 0 0 0 8:45 AM 3 0 9 0 0 0 0 11 3 0 12 2 40 0 0 0 0 0 4 0 0 0 VOLUMES 16 0 37 0 0 0 0 100 42 0 94 14 303 0 0 0 0 0 18 0 0 0 APPROACH % 30% 0% 70% 0% 0% 0% 0% 70% 30% 0% 87% 13%
APP/DEPART 53 / 14 0 / 42 142 / 137 108 / 110 0

BEGIN PEAK HR
VOLUMES 10 0 18 0 0 0 0 45 26 0 41 8 148 9 0 0 0 APPROACH % 36% 0% 64% 0% 0% 0% 0% 63% 37% 0% 84% 16%
PEAK HR FACTOR 0.700 0.000 0.740 0.681 0.755
APP/DEPART 28 / 8 0 / 26 71 / 63 49 / 51 0 4:00 PM 2 0 4 0 0 0 0 13 9 0 13 5 46 0 0 0 0 0 1 0 0 0 4:15 PM 2 0 3 0 0 0 0 10 11 0 11 2 39 0 0 0 0 0 0 0 0 0 4:30 PM 1 0 3 0 0 0 0 15 6 0 8 9 42 0 0 0 0 0 1 0 0 0 4:45 PM 0 0 4 0 0 0 0 15 1 0 5 3 28 0 0 0 0 0 1 0 0 0 5:00 PM 1 0 5 0 0 0 0 15 6 0 14 5 46 0 0 0 0 0 1 0 0 0 5:15 PM 2 0 1 0 0 0 0 17 6 0 5 4 35 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 4 0 0 0 0 15 9 0 7 1 36 0 0 0 0 0 0 0 0 0 5:45 PM 1 0 4 0 0 0 0 12 3 0 7 4 31 0 0 0 0 0 0 0 0 0 VOLUMES 9 0 28 0 0 0 0 112 51 0 70 33 303 0 0 0 0 0 4 0 0 0 APPROACH % 24% 0% 76% 0% 0% 0% 0% 69% 31% 0% 68% 32%
APP/DEPART 37 / 33 0 / 51 163 / 140 103 / 79 0

BEGIN PEAK HR
VOLUMES 3 0 14 0 0 0 0 62 22 0 31 13 145 2 0 0 0 APPROACH % 18% 0% 82% 0% 0% 0% 0% 74% 26% 0% 70% 30%
PEAK HR FACTOR 0.708 0.000 0.875 0.579 0.788
APP/DEPART 17 / 13 0 / 22 84 / 76 44 / 34 0 I-215 NB Ramps

NORTH SIDE
Clinton Keith WEST SIDE EAST SIDE Clinton Keith

SOUTH SIDE
I-215 NB Ramps

RTORU-TURNS
I-215 NB Ramps I-215 NB Ramps Clinton Keith Clinton Keith AM
7:45 AM
PM
4:45 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

3.1-16

DATE: LOCATION: Murrieta PROJECT #: SC3654
10/27/22 NORTH & SOUTH: I-215 NB Ramps LOCATION #: 2
THURSDAY EAST & WEST: Clinton Keith CONTROL: SIGNAL
CLASS 3: NOTES: AM ▲
3-AXLE PM N
TRUCKS MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: 0.5 X 1.5 X X X X 3 1 X 3 1 0 X X X
7:00 AM 0 0 0 0 0 0 0 3 1 0 1 0 5 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 3 0 0 1 0 4 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 1 0 0 2 0 3 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 1 0 0 3 0 4 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 1 0 0 0 0 2 1 0 0 0 4 0 0 0 0 0 1 0 0 0 8:45 AM 1 0 1 0 0 0 0 2 0 0 0 0 4 0 0 0 0 0 0 0 0 0 VOLUMES 1 0 2 0 0 0 0 12 2 0 8 0 25 0 0 0 0 0 1 0 0 0 APPROACH % 33% 0% 67% 0% 0% 0% 0% 86% 14% 0% 100% 0%
APP/DEPART 3 / 0 0 / 2 14 / 14 8 / 9 0

BEGIN PEAK HR
VOLUMES 0 0 1 0 0 0 0 4 1 0 6 0 12 1 0 0 0 APPROACH % 0% 0% 100% 0% 0% 0% 0% 80% 20% 0% 100% 0%
PEAK HR FACTOR 0.250 0.000 0.417 0.500 0.750
APP/DEPART 1 / 0 0 / 1 5 / 5 6 / 6 0
4:00 PM 0 0 0 0 0 0 0 3 0 0 1 0 4 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 1 3 0 2 0 6 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 2 0 2 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 1 0 0 1 2 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 1 0 0 0 0 1 2 0 1 1 6 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 1 0 1 0 2 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 2 0 0 0 2 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 2 0 0 0 0 2 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 1 0 0 0 0 7 9 0 7 2 26 0 0 0 0 0 0 0 0 0 APPROACH % 0% 0% 100% 0% 0% 0% 0% 44% 56% 0% 78% 22%
APP/DEPART 1 / 2 0 / 9 16 / 8 9 / 7 0

BEGIN PEAK HR
VOLUMES 0 0 1 0 0 0 0 1 6 0 2 2 12 0 0 0 0 APPROACH % 0% 0% 100% 0% 0% 0% 0% 14% 86% 0% 50% 50%
PEAK HR FACTOR 0.250 0.000 0.583 0.500 0.500
APP/DEPART 1 / 2 0 / 6 7 / 2 4 / 2 0
I-215 NB Ramps

NORTH SIDE
Clinton Keith WEST SIDE EAST SIDE Clinton Keith

SOUTH SIDE
I-215 NB Ramps

RTORU-TURNS
I-215 NB Ramps I-215 NB Ramps Clinton Keith Clinton Keith AM
7:45 AM
PM
4:45 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

3.1-17

DATE: LOCATION: Murrieta PROJECT #: SC3654
10/27/22 NORTH & SOUTH: I-215 NB Ramps LOCATION #: 2
THURSDAY EAST & WEST: Clinton Keith CONTROL: SIGNAL
CLASS 4: NOTES: AM ▲
4 OR MORE PM N
AXLE MD ◄ W E ►

TRUCKS OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: 0.5 X 1.5 X X X X 3 1 X 3 1 0 X X X
7:00 AM 0 0 1 0 0 0 0 3 3 0 4 3 14 0 0 0 0 0 1 0 0 0 7:15 AM 1 0 1 0 0 0 0 3 3 0 1 3 12 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 1 0 0 0 0 1 1 0 3 1 7 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 2 0 0 3 2 7 0 0 0 0 0 0 0 0 0 8:00 AM 1 0 0 0 0 0 0 1 0 0 0 2 4 0 0 0 0 0 0 0 0 0 8:15 AM 1 0 1 0 0 0 0 2 1 0 2 1 8 0 0 0 0 0 0 0 0 0 8:30 AM 2 0 4 0 0 0 0 1 6 0 1 1 15 0 0 0 0 0 1 0 0 0 8:45 AM 1 0 0 0 0 0 0 2 3 0 2 2 10 0 0 0 0 0 0 0 0 0 VOLUMES 6 0 8 0 0 0 0 15 17 0 16 15 77 0 0 0 0 0 2 0 0 0 APPROACH % 43% 0% 57% 0% 0% 0% 0% 47% 53% 0% 52% 48%
APP/DEPART 14 / 15 0 / 17 32 / 23 31 / 22 0

BEGIN PEAK HR
VOLUMES 4 0 5 0 0 0 0 6 7 0 6 6 34 1 0 0 0 APPROACH % 44% 0% 56% 0% 0% 0% 0% 46% 54% 0% 50% 50%
PEAK HR FACTOR 0.375 0.000 0.464 0.600 0.567
APP/DEPART 9 / 6 0 / 7 13 / 11 12 / 10 0 4:00 PM 0 0 0 0 0 0 0 1 1 0 2 0 4 0 0 0 0 0 0 0 0 0 4:15 PM 2 0 2 0 0 0 0 1 3 0 1 0 9 0 0 0 0 0 1 0 0 0 4:30 PM 1 0 0 0 0 0 0 2 2 0 0 0 5 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 2 0 0 0 0 0 2 0 0 1 5 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 4 0 1 0 5 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 2 4 0 1 1 8 0 0 0 0 0 0 0 0 0 5:30 PM 2 0 0 0 0 0 0 2 0 0 0 1 5 0 0 0 0 0 0 0 0 0 5:45 PM 1 0 1 0 0 0 0 1 2 0 0 0 5 0 0 0 0 0 0 0 0 0 VOLUMES 6 0 5 0 0 0 0 9 18 0 5 3 46 0 0 0 0 0 1 0 0 0 APPROACH % 55% 0% 45% 0% 0% 0% 0% 33% 67% 0% 63% 38%
APP/DEPART 11 / 3 0 / 18 27 / 14 8 / 11 0

BEGIN PEAK HR
VOLUMES 2 0 2 0 0 0 0 4 10 0 2 3 23 0 0 0 0 APPROACH % 50% 0% 50% 0% 0% 0% 0% 29% 71% 0% 40% 60%
PEAK HR FACTOR 0.500 0.000 0.583 0.625 0.719
APP/DEPART 4 / 3 0 / 10 14 / 6 5 / 4 0
I-215 NB Ramps

NORTH SIDE
Clinton Keith WEST SIDE EAST SIDE Clinton Keith

SOUTH SIDE
I-215 NB Ramps

RTORU-TURNS
I-215 NB Ramps I-215 NB Ramps Clinton Keith Clinton Keith AM
7:45 AM
PM
4:45 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

3.1-18

DATE: LOCATION: Murrieta PROJECT #: SC3654
10/27/22 NORTH & SOUTH: I-215 NB Ramps LOCATION #: 2
THURSDAY EAST & WEST: Clinton Keith CONTROL: SIGNAL
CLASS 5: NOTES: AM ▲

RV PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: 0.5 X 1.5 X X X X 3 1 X 3 1 0 X X X
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 0 1 1 2 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 0 0 0 0 0 0 0 1 2 3 0 0 0 0 0 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 33% 67%
APP/DEPART 0 / 2 0 / 0 0 / 0 3 / 1 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 1 1 2 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 50% 50%
PEAK HR FACTOR 0.000 0.000 0.000 0.250 0.250
APP/DEPART 0 / 1 0 / 0 0 / 0 2 / 1 0
4:00 PM 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 0 0 0 0 0 3 0 0 0 3 0 0 0 0 0 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 100% 0% 0% 0%
APP/DEPART 0 / 0 0 / 3 3 / 0 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 100% 0% 0% 0%
PEAK HR FACTOR 0.000 0.000 0.250 0.000 0.250
APP/DEPART 0 / 0 0 / 1 1 / 0 0 / 0 0
I-215 NB Ramps

NORTH SIDE
Clinton Keith WEST SIDE EAST SIDE Clinton Keith

SOUTH SIDE
I-215 NB Ramps

RTORU-TURNS
I-215 NB Ramps I-215 NB Ramps Clinton Keith Clinton Keith AM
7:45 AM
PM
4:45 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

3.1-19

DATE: LOCATION: Murrieta PROJECT #: SC3654
10/27/22 NORTH & SOUTH: I-215 NB Ramps LOCATION #: 2
THURSDAY EAST & WEST: Clinton Keith CONTROL: SIGNAL
CLASS 6: NOTES: AM ▲
PM N
BUSES MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: 0.5 X 1.5 X X X X 3 1 X 3 1 0 X X X
7:00 AM 1 0 0 0 0 0 0 1 0 0 3 0 5 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 1 0 0 3 0 4 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 2 0 0 1 0 3 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 8:30 AM 1 0 0 0 0 0 0 0 0 0 3 0 4 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 VOLUMES 2 0 0 0 0 0 0 4 0 0 14 0 20 0 0 0 0 0 0 0 0 0 APPROACH % 100% 0% 0% 0% 0% 0% 0% 100% 0% 0% 100% 0%
APP/DEPART 2 / 0 0 / 0 4 / 4 14 / 16 0

BEGIN PEAK HR
VOLUMES 1 0 0 0 0 0 0 2 0 0 6 0 9 0 0 0 0 APPROACH % 100% 0% 0% 0% 0% 0% 0% 100% 0% 0% 100% 0%
PEAK HR FACTOR 0.250 0.000 0.250 0.500 0.563
APP/DEPART 1 / 0 0 / 0 2 / 2 6 / 7 0
4:00 PM 0 0 1 0 0 0 0 0 0 0 2 1 4 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 1 0 0 1 0 2 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 2 0 0 0 2 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 1 0 1 0 2 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 3 0 3 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 5:45 PM 1 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 VOLUMES 1 0 1 0 0 0 0 2 3 0 7 1 15 0 0 0 0 0 0 0 0 0 APPROACH % 50% 0% 50% 0% 0% 0% 0% 40% 60% 0% 88% 13%
APP/DEPART 2 / 1 0 / 3 5 / 3 8 / 8 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 1 1 0 4 0 6 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 50% 50% 0% 100% 0%
PEAK HR FACTOR 0.000 0.000 0.500 0.333 0.500
APP/DEPART 0 / 0 0 / 1 2 / 1 4 / 4 0
I-215 NB Ramps

NORTH SIDE
Clinton Keith WEST SIDE EAST SIDE Clinton Keith

SOUTH SIDE
I-215 NB Ramps

RTORU-TURNS
I-215 NB Ramps I-215 NB Ramps Clinton Keith Clinton Keith AM
7:45 AM
PM
4:45 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

3.1-20

T42321
DATE: LOCATION: PROJECT #: SC3654
Thu, Oct 27, 22 NORTH & SOUTH: LOCATION #: 3
EAST & WEST: CONTROL: SIGNAL
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: 2 1 1 2 1 2 2 3 0 1 3 1 0 0 0 0 0 0 0 0
7:00 AM 0 0 0 15 1 31 39 153 10 3 198 34 484 0 0 1 0 1 0 16 0 3 7:15 AM 0 0 0 21 1 45 28 219 17 5 218 30 584 0 0 0 1 1 0 22 0 1 7:30 AM 0 0 0 27 2 48 42 230 21 8 300 54 732 0 0 0 0 0 0 23 1 7 7:45 AM 1 1 0 36 13 61 52 245 50 27 289 59 834 0 0 0 0 0 0 20 2 4 8:00 AM 13 2 3 34 23 65 55 233 84 54 284 52 902 0 0 1 2 3 2 17 12 9 8:15 AM 9 1 4 41 20 70 58 249 77 46 324 55 954 0 0 1 1 2 1 14 10 5 8:30 AM 2 2 0 36 1 79 56 229 2 3 268 50 728 0 0 0 1 1 0 46 0 4 8:45 AM 0 0 0 24 0 64 43 203 0 0 236 43 613 0 0 0 0 0 0 43 0 2 VOLUMES 25 6 7 234 61 463 373 1,761 261 146 2,117 377 5,831 0 0 3 5 8 3 201 25 35 APPROACH % 66% 16% 18% 31% 8% 61% 16% 74% 11% 6% 80% 14% APP/DEPART 38 / 753 758 / 463 2,395 / 2,007 2,640 / 2,608 0

BEGIN PEAK HR
VOLUMES 23 4 7 138 58 244 207 957 232 135 1,197 220 3,422 3 74 25 25 APPROACH % 68% 12% 21% 31% 13% 55% 15% 69% 17% 9% 77% 14% PEAK HR FACTOR 0.472 0.840 0.909 0.913 0.897
APP/DEPART 34 / 429 440 / 422 1,396 / 1,105 1,552 / 1,466 0 4:00 PM 2 0 2 53 0 125 96 280 1 1 302 48 910 0 0 0 1 1 1 28 1 3 4:15 PM 0 0 1 71 2 111 80 284 0 1 284 64 898 0 0 0 0 0 1 41 0 3 4:30 PM 1 0 0 57 0 98 80 373 3 2 249 46 909 0 0 0 1 1 0 43 0 2 4:45 PM 3 1 0 60 1 101 85 320 0 1 285 45 902 0 0 0 0 0 0 33 0 0 5:00 PM 0 0 0 62 0 89 104 304 4 0 282 51 896 0 0 1 0 1 0 19 0 4 5:15 PM 4 0 0 51 0 111 79 334 8 0 301 65 953 0 0 0 0 0 0 29 1 1 5:30 PM 2 2 0 67 1 106 89 337 23 1 256 51 935 0 0 0 0 0 0 44 1 4 5:45 PM 5 1 2 65 3 117 89 298 10 1 231 50 872 0 0 0 0 0 1 40 0 8 VOLUMES 17 4 5 486 7 858 702 2,530 49 7 2,190 420 7,275 0 0 1 2 3 3 277 3 25 APPROACH % 65% 15% 19% 36% 1% 64% 21% 77% 1% 0% 84% 16% APP/DEPART 26 / 1,125 1,351 / 61 3,281 / 3,023 2,617 / 3,066 0

BEGIN PEAK HR
VOLUMES 9 3 0 240 2 407 357 1,295 35 2 1,124 212 3,686 0 125 2 9 APPROACH % 75% 25% 0% 37% 0% 63% 21% 77% 2% 0% 84% 16%
PEAK HR FACTOR 0.750 0.932 0.939 0.914 0.967
APP/DEPART 12 / 571 649 / 39 1,687 / 1,535 1,338 / 1,541 0 Warm Springs

NORTH SIDE
Clinton Keith WEST SIDE EAST SIDE Clinton Keith

SOUTH SIDE
Warm Springs

E SIDE W SIDE S SIDE N SIDE TOTAL E SIDE W SIDE S SIDE N SIDE TOTAL ES WS SS NS TOTAL 7:00 AM 0 2 1 0 3 0 2 1 0 3 0 0 0 0 0 7:15 AM 0 5 3 1 9 0 5 3 1 9 0 0 0 0 0 7:30 AM 0 7 1 3 11 0 7 0 3 10 0 0 1 0 1 7:45 AM 5 19 0 0 24 5 19 0 0 24 0 0 0 0 0 8:00 AM 0 46 5 0 51 0 46 5 0 51 0 0 0 0 0 8:15 AM 0 25 0 0 25 0 25 0 0 25 0 0 0 0 0 8:30 AM 0 3 30 1 34 0 3 30 1 34 0 0 0 0 0 8:45 AM 0 2 4 0 6 0 2 3 0 5 0 0 1 0 1 TOTAL 5 109 44 5 163 5 109 42 5 161 0 0 2 0 2 4:00 PM 2 15 7 7 31 2 15 7 7 31 0 0 0 0 0 4:15 PM 0 7 6 4 17 0 7 6 4 17 0 0 0 0 0 4:30 PM 1 2 2 2 7 1 2 0 2 5 0 0 2 0 2 4:45 PM 0 2 1 4 7 0 2 1 4 7 0 0 0 0 0 5:00 PM 1 9 3 0 13 1 9 3 0 13 0 0 0 0 0 5:15 PM 0 2 3 2 7 0 2 1 2 5 0 0 2 0 2 5:30 PM 0 2 2 0 4 0 2 2 0 4 0 0 0 0 0 5:45 PM 2 0 2 1 5 2 0 2 1 5 0 0 0 0 0 TOTAL 6 39 26 20 91 6 39 22 20 87 0 0 4 0 4

BICYCLE CROSSINGS

AMPM AM
7:30 AM
PM
4:45 PM

ALL PED AND BIKE PEDESTRIAN CROSSINGS
RTOR
Queue EB AM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Murrieta
Warm Springs
Clinton Keith

U-TURNS
Warm Springs Warm Springs Clinton Keith Clinton Keith
Add U-Turns to Left Turns

3.1-21
2,109 1,321 68 720 TOTAL 1,878
1,351 858 7 4 86 PM 1,125
758 463 61 234 AM 753
2,640
2,617
5,257
5,674
3,066
2,608
377
420
797
2,117
2,190
4,307
TOTAL
PM
AM
146
7 153
1,075
702
373
AM
PM
TOTAL
4,291
2,530
1,761
310
49 261
2,007
3,023
5,030
5,676
3,281
2,395
463 AM 25 6 7 38
61 PM 17 4 5 26
524 TOTAL 42 1 0 12 64
1,089 651 60 378 TOTAL 1,000
649 407 2 2 40 PM 571
440 244 58 138 AM 429
1,552
1,338
2,890
3,007
1,541
1,466
220
212
432
1,197
1,124
2,321
TOTAL
PM
AM AM 7:30 AM
8:
45 AM
135
2 137
564
357
207
#N/A
AM
PM
TOTAL
2,252
1,295
957 PM 4:45 PM
3:
45 PM
267
35 232
1,105
1,535
2,640
3,083
1,687
1,396
422 AM 23 4 7 34
39 PM 9 3 0 12
461 Total 32 7 7 46
Warm Springs
AimTD LLC

TURNING MOVEMENT COUNTS
Warm Springs
Clinton Keith
Clinton Keith
Murrieta
SC3654

ALL HOURS
Warm Springs
Warm Springs
Clinton Keith
Clinton Keith

PEAK HOUR

3.1-22

DATE: LOCATION: Murrieta PROJECT #: SC3654
10/27/22 NORTH & SOUTH: Warm Springs LOCATION #: 3
THURSDAY EAST & WEST: Clinton Keith CONTROL: SIGNAL
CLASS 1: NOTES: AM ▲

PASSENGER PM N
VEHICLES MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: 2 1 1 2 1 2 2 3 0 1 3 1 0 0 0 0
7:00 AM 0 0 0 15 1 29 36 126 10 3 168 33 421 0 0 1 0 1 0 16 0 3 7:15 AM 0 0 0 19 1 43 25 206 17 5 204 29 549 0 0 0 1 1 0 21 0 1 7:30 AM 0 0 0 27 2 43 37 214 21 8 285 53 690 0 0 0 0 0 0 22 1 7 7:45 AM 1 1 0 36 13 60 51 226 50 27 277 58 800 0 0 0 0 0 0 19 2 4 8:00 AM 13 2 3 33 23 61 55 223 84 54 271 52 874 0 0 1 2 3 2 17 12 9 8:15 AM 9 1 4 40 20 69 54 228 77 46 302 55 905 0 0 1 1 2 1 14 10 5 8:30 AM 2 2 0 35 1 79 51 212 2 3 255 48 690 0 0 0 1 1 0 46 0 4 8:45 AM 0 0 0 20 0 59 41 182 0 0 222 42 566 0 0 0 0 0 0 41 0 2 VOLUMES 25 6 7 225 61 443 350 1,617 261 146 1,984 370 5,495 0 0 3 5 8 3 196 25 35 APPROACH % 66% 16% 18% 31% 8% 61% 16% 73% 12% 6% 79% 15% APP/DEPART 38 / 723 729 / 463 2,228 / 1,854 2,500 / 2,455 0

BEGIN PEAK HR
VOLUMES 23 4 7 136 58 233 195 891 232 132 1,135 218 3,269 3 72 25 25 APPROACH % 68% 12% 21% 32% 14% 55% 15% 68% 18% 9% 76% 15% PEAK HR FACTOR 0.472 0.828 0.912 0.923 0.903
APP/DEPART 34 / 417 427 / 422 1,320 / 1,037 1,488 / 1,393 0 4:00 PM 2 0 2 53 0 123 96 262 1 1 285 48 873 0 0 0 1 1 1 27 1 3 4:15 PM 0 0 1 71 2 110 78 270 0 1 266 64 863 0 0 0 0 0 1 40 0 3 4:30 PM 1 0 0 56 0 91 78 363 3 2 236 45 875 0 0 0 1 1 0 42 0 1 4:45 PM 3 1 0 60 0 98 83 305 0 0 274 45 869 0 0 0 0 0 0 32 0 0 5:00 PM 0 0 0 62 0 89 103 288 4 0 266 50 862 0 0 1 0 1 0 19 0 4 5:15 PM 4 0 0 51 0 111 79 316 8 0 286 65 920 0 0 0 0 0 0 29 1 1 5:30 PM 2 2 0 67 1 105 88 319 23 1 249 51 908 0 0 0 0 0 0 44 1 4 5:45 PM 5 1 2 62 3 116 89 287 10 1 223 50 849 0 0 0 0 0 1 39 0 8 VOLUMES 17 4 5 482 6 843 694 2,410 49 6 2,085 418 7,019 0 0 1 2 3 3 272 3 24 APPROACH % 65% 15% 19% 36% 0% 63% 22% 76% 2% 0% 83% 17% APP/DEPART 26 / 1,115 1,331 / 59 3,153 / 2,899 2,509 / 2,946 0

BEGIN PEAK HR
VOLUMES 9 3 0 240 1 403 352 1,228 35 1 1,075 211 3,559 0 124 2 9 APPROACH % 75% 25% 0% 37% 0% 63% 22% 76% 2% 0% 84% 16%
PEAK HR FACTOR 0.750 0.931 0.940 0.917 0.967
APP/DEPART 12 / 566 644 / 37 1,616 / 1,468 1,287 / 1,488 0 Warm Springs

NORTH SIDE
Clinton Keith WEST SIDE EAST SIDE Clinton Keith

SOUTH SIDE
Warm Springs
AM
7:30 AM
PM
4:45 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

RTORU-TURNS
Warm Springs Warm Springs Clinton Keith Clinton Keith

3.1-23

DATE: LOCATION: Murrieta PROJECT #: SC3654
10/27/22 NORTH & SOUTH: Warm Springs LOCATION #: 3
THURSDAY EAST & WEST: Clinton Keith CONTROL: SIGNAL
CLASS 2: NOTES: AM ▲
2-AXLE PM N
WORK MD ◄ W E ►

VEHICLES/ OTHER S
TRUCKS OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: 2 1 1 2 1 2 2 3 0 1 3 1 0 0 0 0
7:00 AM 0 0 0 0 0 1 3 19 0 0 18 0 41 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 1 0 2 3 9 0 0 11 1 27 0 0 0 0 0 0 1 0 0 7:30 AM 0 0 0 0 0 3 5 11 0 0 10 1 30 0 0 0 0 0 0 1 0 0 7:45 AM 0 0 0 0 0 1 1 15 0 0 5 0 22 0 0 0 0 0 0 1 0 0 8:00 AM 0 0 0 1 0 2 0 8 0 0 7 0 18 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 1 0 0 3 17 0 0 15 0 36 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 4 11 0 0 9 1 25 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 4 0 3 2 16 0 0 10 1 36 0 0 0 0 0 0 2 0 0 VOLUMES 0 0 0 7 0 12 21 106 0 0 85 4 235 0 0 0 0 0 0 5 0 0 APPROACH % 0% 0% 0% 37% 0% 63% 17% 83% 0% 0% 96% 4%
APP/DEPART 0 / 25 19 / 0 127 / 113 89 / 97 0

BEGIN PEAK HR
VOLUMES 0 0 0 2 0 6 9 51 0 0 37 1 106 0 2 0 0 APPROACH % 0% 0% 0% 25% 0% 75% 15% 85% 0% 0% 97% 3%
PEAK HR FACTOR 0.000 0.667 0.750 0.633 0.736
APP/DEPART 0 / 10 8 / 0 60 / 53 38 / 43 0 4:00 PM 0 0 0 0 0 2 0 14 0 0 13 0 29 0 0 0 0 0 0 1 0 0 4:15 PM 0 0 0 0 0 1 1 10 0 0 15 0 27 0 0 0 0 0 0 1 0 0 4:30 PM 0 0 0 1 0 6 2 8 0 0 10 1 28 0 0 0 0 0 0 1 0 1 4:45 PM 0 0 0 0 0 2 2 13 0 0 9 0 26 0 0 0 0 0 0 1 0 0 5:00 PM 0 0 0 0 0 0 1 14 0 0 13 1 29 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 16 0 0 9 0 25 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 1 0 16 0 0 6 0 23 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 3 0 1 0 8 0 0 7 0 19 0 0 0 0 0 0 1 0 0 VOLUMES 0 0 0 4 0 13 6 99 0 0 82 2 206 0 0 0 0 0 0 5 0 1 APPROACH % 0% 0% 0% 24% 0% 76% 6% 94% 0% 0% 98% 2%
APP/DEPART 0 / 8 17 / 0 105 / 103 84 / 95 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 3 3 59 0 0 37 1 103 0 1 0 0 APPROACH % 0% 0% 0% 0% 0% 100% 5% 95% 0% 0% 97% 3%
PEAK HR FACTOR 0.000 0.375 0.969 0.679 0.888
APP/DEPART 0 / 4 3 / 0 62 / 59 38 / 40 0 Warm Springs

NORTH SIDE
Clinton Keith WEST SIDE EAST SIDE Clinton Keith

SOUTH SIDE
Warm Springs
AM
7:30 AM
PM
4:45 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

RTORU-TURNS
Warm Springs Warm Springs Clinton Keith Clinton Keith

3.1-24

DATE: LOCATION: Murrieta PROJECT #: SC3654
10/27/22 NORTH & SOUTH: Warm Springs LOCATION #: 3
THURSDAY EAST & WEST: Clinton Keith CONTROL: SIGNAL
CLASS 3: NOTES: AM ▲
3-AXLE PM N
TRUCKS MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: 2 1 1 2 1 2 2 3 0 1 3 1 0 0 0 0
7:00 AM 0 0 0 0 0 0 0 3 0 0 1 1 5 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 1 0 0 0 0 0 0 1 0 2 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 2 0 0 1 0 3 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 1 0 0 1 0 2 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 1 0 0 3 0 4 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 1 0 2 0 0 1 0 4 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 3 0 0 0 0 3 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 3 0 0 0 0 3 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 1 0 1 0 15 0 0 8 1 26 0 0 0 0 0 0 0 0 0 APPROACH % 0% 0% 0% 50% 0% 50% 0% 100% 0% 0% 89% 11%
APP/DEPART 0 / 1 2 / 0 15 / 16 9 / 9 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 1 0 6 0 0 6 0 13 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 100% 0% 100% 0% 0% 100% 0%
PEAK HR FACTOR 0.000 0.250 0.750 0.500 0.813
APP/DEPART 0 / 0 1 / 0 6 / 6 6 / 7 0
4:00 PM 0 0 0 0 0 0 0 2 0 0 0 0 2 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 1 0 0 0 1 0 2 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 1 0 1 0 0 2 0 4 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 2 0 0 2 0 4 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 1 0 0 1 0 2 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 2 0 0 1 0 3 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 0 0 1 1 10 0 0 7 0 19 0 0 0 0 0 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 100% 9% 91% 0% 0% 100% 0%
APP/DEPART 0 / 1 1 / 0 11 / 10 7 / 8 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 5 0 0 3 0 8 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 100% 0% 0% 100% 0%
PEAK HR FACTOR 0.000 0.000 0.625 0.375 0.500
APP/DEPART 0 / 0 0 / 0 5 / 5 3 / 3 0
Warm Springs

NORTH SIDE
Clinton Keith WEST SIDE EAST SIDE Clinton Keith

SOUTH SIDE
Warm Springs
AM
7:30 AM
PM
4:45 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

RTORU-TURNS
Warm Springs Warm Springs Clinton Keith Clinton Keith

3.1-25

DATE: LOCATION: Murrieta PROJECT #: SC3654
10/27/22 NORTH & SOUTH: Warm Springs LOCATION #: 3
THURSDAY EAST & WEST: Clinton Keith CONTROL: SIGNAL
CLASS 4: NOTES: AM ▲
4 OR MORE PM N
AXLE MD ◄ W E ►

TRUCKS OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: 2 1 1 2 1 2 2 3 0 1 3 1 0 0 0 0
7:00 AM 0 0 0 0 0 1 0 4 0 0 7 0 12 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 4 0 0 2 0 6 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 2 0 2 0 0 1 0 5 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 1 0 0 4 0 5 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 1 0 1 0 0 1 0 3 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 1 1 0 0 4 0 6 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 1 3 0 0 1 0 5 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 1 0 2 0 0 3 0 6 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 0 0 5 2 18 0 0 23 0 48 0 0 0 0 0 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 100% 10% 90% 0% 0% 100% 0%
APP/DEPART 0 / 2 5 / 0 20 / 18 23 / 28 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 3 1 5 0 0 10 0 19 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 100% 17% 83% 0% 0% 100% 0%
PEAK HR FACTOR 0.000 0.375 0.750 0.625 0.792
APP/DEPART 0 / 1 3 / 0 6 / 5 10 / 13 0
4:00 PM 0 0 0 0 0 0 0 1 0 0 1 0 2 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 3 0 0 1 0 4 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 1 0 0 1 0 2 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 1 0 1 0 0 0 0 2 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 1 0 0 2 0 3 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 1 0 0 0 1 0 2 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 0 0 1 1 8 0 0 7 0 17 0 0 0 0 0 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 100% 11% 89% 0% 0% 100% 0%
APP/DEPART 0 / 1 1 / 0 9 / 8 7 / 8 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 1 1 2 0 0 4 0 8 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 100% 33% 67% 0% 0% 100% 0%
PEAK HR FACTOR 0.000 0.250 0.750 0.500 0.667
APP/DEPART 0 / 1 1 / 0 3 / 2 4 / 5 0
Warm Springs

NORTH SIDE
Clinton Keith WEST SIDE EAST SIDE Clinton Keith

SOUTH SIDE
Warm Springs
AM
7:30 AM
PM
4:45 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

RTORU-TURNS
Warm Springs Warm Springs Clinton Keith Clinton Keith

3.1-26

DATE: LOCATION: Murrieta PROJECT #: SC3654
10/27/22 NORTH & SOUTH: Warm Springs LOCATION #: 3
THURSDAY EAST & WEST: Clinton Keith CONTROL: SIGNAL
CLASS 5: NOTES: AM ▲

RV PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: 2 1 1 2 1 2 2 3 0 1 3 1 0 0 0 0
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 1 0 0 0 0 1 0 2 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 1 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 0 0 2 0 0 0 0 1 2 5 0 0 0 0 0 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 100% 0% 0% 0% 0% 33% 67%
APP/DEPART 0 / 2 2 / 0 0 / 0 3 / 3 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 1 0 0 0 0 1 1 3 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 100% 0% 0% 0% 0% 50% 50%
PEAK HR FACTOR 0.000 0.250 0.000 0.500 0.375
APP/DEPART 0 / 1 1 / 0 0 / 0 2 / 2 0
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0
Warm Springs

NORTH SIDE
Clinton Keith WEST SIDE EAST SIDE Clinton Keith

SOUTH SIDE
Warm Springs
AM
7:30 AM
PM
4:45 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

RTORU-TURNS
Warm Springs Warm Springs Clinton Keith Clinton Keith

3.1-27

DATE: LOCATION: Murrieta PROJECT #: SC3654
10/27/22 NORTH & SOUTH: Warm Springs LOCATION #: 3
THURSDAY EAST & WEST: Clinton Keith CONTROL: SIGNAL
CLASS 6: NOTES: AM ▲
PM N
BUSES MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: 2 1 1 2 1 2 2 3 0 1 3 1 0 0 0 0
7:00 AM 0 0 0 0 0 0 0 1 0 0 4 0 5 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 1 0 0 3 0 4 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 2 0 0 2 0 4 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 1 0 0 2 0 3 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 1 0 0 0 0 0 0 3 0 4 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 1 0 0 0 5 0 0 16 0 22 0 0 0 0 0 0 0 0 0 APPROACH % 0% 0% 0% 100% 0% 0% 0% 100% 0% 0% 100% 0%
APP/DEPART 0 / 0 1 / 0 5 / 6 16 / 16 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 4 0 0 8 0 12 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 100% 0% 0% 100% 0%
PEAK HR FACTOR 0.000 0.000 0.500 0.667 0.750
APP/DEPART 0 / 0 0 / 0 4 / 4 8 / 8 0
4:00 PM 0 0 0 0 0 0 0 1 0 0 3 0 4 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 1 0 0 1 0 2 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 1 0 0 0 0 1 2 0 4 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 3 0 3 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 0 1 0 0 3 0 1 9 0 14 0 0 0 0 0 0 0 0 0 APPROACH % 0% 0% 0% 0% 100% 0% 0% 100% 0% 10% 90% 0%
APP/DEPART 0 / 0 1 / 2 3 / 3 10 / 9 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 1 0 0 1 0 1 5 0 8 0 0 0 0 APPROACH % 0% 0% 0% 0% 100% 0% 0% 100% 0% 17% 83% 0%
PEAK HR FACTOR 0.000 0.250 0.250 0.500 0.500
APP/DEPART 0 / 0 1 / 2 1 / 1 6 / 5 0
Warm Springs

NORTH SIDE
Clinton Keith WEST SIDE EAST SIDE Clinton Keith

SOUTH SIDE
Warm Springs
AM
7:30 AM
PM
4:45 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

RTORU-TURNS
Warm Springs Warm Springs Clinton Keith Clinton Keith

3.1-28

T42321
DATE: LOCATION: PROJECT #: SC3654
Thu, Oct 27, 22 NORTH & SOUTH: LOCATION #: 4
EAST & WEST: CONTROL: STOP E
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: 0 2 X X 2 0 0 X 0 X X X 0 0 0 0 X X X X
7:00 AM 3 45 0 0 107 0 1 0 13 0 0 0 169 0 0 0 0 0 0 0 0 0 7:15 AM 1 49 0 0 123 0 4 0 8 0 0 0 185 0 0 0 0 0 0 0 0 0 7:30 AM 2 85 0 0 207 2 2 0 11 0 0 0 309 0 0 0 0 0 0 0 0 0 7:45 AM 2 113 0 0 221 3 0 0 13 0 0 0 352 0 0 0 0 0 0 0 0 0 8:00 AM 11 102 0 0 198 2 0 0 15 0 0 0 328 1 0 0 0 1 0 0 0 0 8:15 AM 8 127 0 0 171 0 0 0 6 0 0 0 312 4 0 0 0 4 0 0 0 0 8:30 AM 5 119 0 0 142 1 1 0 2 0 0 0 270 0 0 0 0 0 0 0 0 0 8:45 AM 4 124 0 0 127 2 0 0 6 0 0 0 263 0 0 0 0 0 0 0 0 0 VOLUMES 36 764 0 0 1,296 10 8 0 74 0 0 0 2,188 5 0 0 0 5 0 0 0 0 APPROACH % 5% 96% 0% 0% 99% 1% 10% 0% 90% 0% 0% 0%
APP/DEPART 800 / 772 1,306 / 1,375 82 / 0 0 / 41 0

BEGIN PEAK HR
VOLUMES 23 427 0 0 797 7 2 0 45 0 0 0 1,301 0 0 0 0 APPROACH % 5% 95% 0% 0% 99% 1% 4% 0% 96% 0% 0% 0%
PEAK HR FACTOR 0.833 0.897 0.783 0.000 0.924
APP/DEPART 450 / 429 804 / 847 47 / 0 0 / 25 0 4:00 PM 11 215 0 0 119 2 0 0 9 0 0 0 356 0 0 0 0 0 0 0 0 0 4:15 PM 7 200 0 0 147 2 1 0 4 0 0 0 361 0 0 0 0 0 0 0 0 0 4:30 PM 10 215 0 0 162 0 2 0 5 0 0 0 394 0 0 0 0 0 0 0 0 0 4:45 PM 8 192 0 0 155 0 0 0 8 0 0 0 363 0 0 0 0 0 0 0 0 0 5:00 PM 8 212 0 0 157 1 2 0 15 0 0 0 395 0 0 0 0 0 0 0 0 0 5:15 PM 5 220 0 0 156 2 0 0 9 0 0 0 392 0 0 0 0 0 0 0 0 0 5:30 PM 9 215 0 0 150 0 0 0 7 0 0 0 381 0 0 0 0 0 0 0 0 0 5:45 PM 17 198 0 0 130 4 2 0 10 0 0 0 361 0 0 0 0 0 0 0 0 0 VOLUMES 75 1,667 0 0 1,176 11 7 0 67 0 0 0 3,003 0 0 0 0 0 0 0 0 0 APPROACH % 4% 96% 0% 0% 99% 1% 9% 0% 91% 0% 0% 0%
APP/DEPART 1,742 / 1,674 1,187 / 1,243 74 / 0 0 / 86 0

BEGIN PEAK HR
VOLUMES 31 839 0 0 630 3 4 0 37 0 0 0 1,544 0 0 0 0 APPROACH % 4% 96% 0% 0% 100% 0% 10% 0% 90% 0% 0% 0%
PEAK HR FACTOR 0.967 0.977 0.603 0.000 0.977
APP/DEPART 870 / 843 633 / 667 41 / 0 0 / 34 0 Whitewood

NORTH SIDE
Moorefield WEST SIDE EAST SIDE Moorefield

SOUTH SIDE
Whitewood

E SIDE W SIDE S SIDE N SIDE TOTAL E SIDE W SIDE S SIDE N SIDE TOTAL ES WS SS NS TOTAL 7:00 AM 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1 7:15 AM 0 4 0 0 4 0 4 0 0 4 0 0 0 0 0 7:30 AM 0 2 0 0 2 0 2 0 0 2 0 0 0 0 0 7:45 AM 0 2 0 0 2 0 1 0 0 1 0 1 0 0 1 8:00 AM 0 4 0 0 4 0 4 0 0 4 0 0 0 0 0 8:15 AM 0 1 0 0 1 0 1 0 0 1 0 0 0 0 0 8:30 AM 0 1 0 0 1 0 1 0 0 1 0 0 0 0 0 8:45 AM 0 1 0 0 1 0 1 0 0 1 0 0 0 0 0 TOTAL 0 16 0 0 16 0 14 0 0 14 0 2 0 0 2 4:00 PM 0 2 0 0 2 0 1 0 0 1 0 1 0 0 1 4:15 PM 1 1 0 0 2 0 1 0 0 1 1 0 0 0 1 4:30 PM 0 3 0 0 3 0 3 0 0 3 0 0 0 0 0 4:45 PM 0 1 0 0 1 0 1 0 0 1 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 1 3 0 0 4 0 3 0 0 3 1 0 0 0 1 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 1 2 0 0 3 0 1 0 0 1 1 1 0 0 2 TOTAL 3 12 0 0 15 0 10 0 0 10 3 2 0 0 5

BICYCLE CROSSINGS

AMPM AM
7:30 AM
PM
4:30 PM

ALL PED AND BIKE PEDESTRIAN CROSSINGS
RTOR

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Murrieta
Whitewood
Moorefield

U-TURNS
Whitewood Whitewood Moorefield Moorefield
Add U-Turns to Left Turns

3.1-29
2,493 21 2,472 0 TOTAL 2,446
1,187 11 1,176 0 PM 1,674
1,306 10 1,296 0 AM 772
0 0
0 127
86 41
0 0
0 0
0 0
TOTAL
PM
AM
0 0
0 15
7 8
AM
PM
TOTAL
0 0
0 141
67 74
0 0
0 156
74 82
1,375 AM 36 7 64 0 800
1,243 PM 75 1,667 0 1,742
2,618 TOTAL 111 2,431 0 2,542
1,437 10 1,427 0 TOTAL 1,272
633 3 630 0 PM 843
804 7 797 0 AM 429
0 0
0 59
34 25
0 0
0 0
0 0
TOTAL
PM
AM AM 7:30 AM
8:
45 AM
0 0
0 6
4 2
#N/A
AM
PM
TOTAL
0 0
0 PM 4:30 PM
3:
45 PM
82 37
45 0
0 0
88 41
47 847 AM 23 4 27 0 450
667 PM 31 839 0 870
1,514 Total 54 1 ,266 0 1,320
Whitewood
AimTD LLC

TURNING MOVEMENT COUNTS
Whitewood
Moorefield
Moorefield
Murrieta
SC3654

ALL HOURS
Whitewood
Whitewood
Moorefield
Moorefield

PEAK HOUR

3.1-30

DATE: LOCATION: Murrieta PROJECT #: SC3654
10/27/22 NORTH & SOUTH: Whitewood LOCATION #: 4
THURSDAY EAST & WEST: Moorefield CONTROL: STOP E
CLASS 1: NOTES: AM ▲

PASSENGER PM N
VEHICLES MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: 0 2 X X 2 0 0 X 0 X X X X X X X
7:00 AM 2 43 0 0 97 0 1 0 12 0 0 0 155 0 0 0 0 0 0 0 0 0 7:15 AM 0 45 0 0 116 0 4 0 8 0 0 0 173 0 0 0 0 0 0 0 0 0 7:30 AM 1 79 0 0 200 2 2 0 11 0 0 0 295 0 0 0 0 0 0 0 0 0 7:45 AM 2 105 0 0 211 3 0 0 13 0 0 0 334 0 0 0 0 0 0 0 0 0 8:00 AM 11 96 0 0 194 2 0 0 14 0 0 0 317 1 0 0 0 1 0 0 0 0 8:15 AM 8 124 0 0 164 0 0 0 6 0 0 0 302 4 0 0 0 4 0 0 0 0 8:30 AM 5 116 0 0 137 0 0 0 2 0 0 0 260 0 0 0 0 0 0 0 0 0 8:45 AM 4 114 0 0 117 2 0 0 6 0 0 0 243 0 0 0 0 0 0 0 0 0 VOLUMES 33 722 0 0 1,236 9 7 0 72 0 0 0 2,079 5 0 0 0 5 0 0 0 0 APPROACH % 4% 96% 0% 0% 99% 1% 9% 0% 91% 0% 0% 0%
APP/DEPART 755 / 729 1,245 / 1,313 79 / 0 0 / 37 0

BEGIN PEAK HR
VOLUMES 17 404 0 0 769 7 2 0 44 0 0 0 1,248 0 0 0 0 APPROACH % 4% 95% 0% 0% 99% 1% 4% 0% 96% 0% 0% 0%
PEAK HR FACTOR 0.807 0.907 0.821 0.000 0.934
APP/DEPART 426 / 406 776 / 818 46 / 0 0 / 24 0 4:00 PM 9 206 0 0 112 2 0 0 9 0 0 0 338 0 0 0 0 0 0 0 0 0 4:15 PM 6 190 0 0 140 2 1 0 4 0 0 0 343 0 0 0 0 0 0 0 0 0 4:30 PM 10 207 0 0 155 0 2 0 4 0 0 0 378 0 0 0 0 0 0 0 0 0 4:45 PM 7 188 0 0 152 0 0 0 8 0 0 0 355 0 0 0 0 0 0 0 0 0 5:00 PM 8 203 0 0 155 1 2 0 14 0 0 0 383 0 0 0 0 0 0 0 0 0 5:15 PM 5 217 0 0 152 2 0 0 9 0 0 0 385 0 0 0 0 0 0 0 0 0 5:30 PM 8 211 0 0 147 0 0 0 6 0 0 0 372 0 0 0 0 0 0 0 0 0 5:45 PM 17 196 0 0 127 4 2 0 10 0 0 0 356 0 0 0 0 0 0 0 0 0 VOLUMES 70 1,618 0 0 1,140 11 7 0 64 0 0 0 2,910 0 0 0 0 0 0 0 0 0 APPROACH % 4% 96% 0% 0% 99% 1% 10% 0% 90% 0% 0% 0%
APP/DEPART 1,688 / 1,625 1,151 / 1,204 71 / 0 0 / 81 0

BEGIN PEAK HR
VOLUMES 30 815 0 0 614 3 4 0 35 0 0 0 1,501 0 0 0 0 APPROACH % 4% 96% 0% 0% 100% 0% 10% 0% 90% 0% 0% 0%
PEAK HR FACTOR 0.952 0.989 0.609 0.000 0.975
APP/DEPART 845 / 819 617 / 649 39 / 0 0 / 33 0 Whitewood

NORTH SIDE
Moorefield WEST SIDE EAST SIDE Moorefield

SOUTH SIDE
Whitewood
AM
7:30 AM
PM
4:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

RTORU-TURNS
Whitewood Whitewood Moorefield Moorefield

3.1-31

DATE: LOCATION: Murrieta PROJECT #: SC3654
10/27/22 NORTH & SOUTH: Whitewood LOCATION #: 4
THURSDAY EAST & WEST: Moorefield CONTROL: STOP E
CLASS 2: NOTES: AM ▲
2-AXLE PM N
WORK MD ◄ W E ►

VEHICLES/ OTHER S
TRUCKS OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: 0 2 X X 2 0 0 X 0 X X X X X X X
7:00 AM 0 2 0 0 7 0 0 0 1 0 0 0 10 0 0 0 0 0 0 0 0 0 7:15 AM 0 4 0 0 5 0 0 0 0 0 0 0 9 0 0 0 0 0 0 0 0 0 7:30 AM 0 3 0 0 2 0 0 0 0 0 0 0 5 0 0 0 0 0 0 0 0 0 7:45 AM 0 6 0 0 7 0 0 0 0 0 0 0 13 0 0 0 0 0 0 0 0 0 8:00 AM 0 3 0 0 4 0 0 0 1 0 0 0 8 0 0 0 0 0 0 0 0 0 8:15 AM 0 3 0 0 3 0 0 0 0 0 0 0 6 0 0 0 0 0 0 0 0 0 8:30 AM 0 1 0 0 4 0 1 0 0 0 0 0 6 0 0 0 0 0 0 0 0 0 8:45 AM 0 5 0 0 8 0 0 0 0 0 0 0 13 0 0 0 0 0 0 0 0 0 VOLUMES 0 27 0 0 40 0 1 0 2 0 0 0 70 0 0 0 0 0 0 0 0 0 APPROACH % 0% 100% 0% 0% 100% 0% 33% 0% 67% 0% 0% 0%
APP/DEPART 27 / 28 40 / 42 3 / 0 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 15 0 0 16 0 0 0 1 0 0 0 32 0 0 0 0 APPROACH % 0% 100% 0% 0% 100% 0% 0% 0% 100% 0% 0% 0%
PEAK HR FACTOR 0.625 0.571 0.250 0.000 0.615
APP/DEPART 15 / 15 16 / 17 1 / 0 0 / 0 0 4:00 PM 1 6 0 0 5 0 0 0 0 0 0 0 12 0 0 0 0 0 0 0 0 0 4:15 PM 1 8 0 0 6 0 0 0 0 0 0 0 15 0 0 0 0 0 0 0 0 0 4:30 PM 0 7 0 0 6 0 0 0 1 0 0 0 14 0 0 0 0 0 0 0 0 0 4:45 PM 1 4 0 0 3 0 0 0 0 0 0 0 8 0 0 0 0 0 0 0 0 0 5:00 PM 0 8 0 0 2 0 0 0 1 0 0 0 11 0 0 0 0 0 0 0 0 0 5:15 PM 0 3 0 0 4 0 0 0 0 0 0 0 7 0 0 0 0 0 0 0 0 0 5:30 PM 1 4 0 0 3 0 0 0 1 0 0 0 9 0 0 0 0 0 0 0 0 0 5:45 PM 0 2 0 0 2 0 0 0 0 0 0 0 4 0 0 0 0 0 0 0 0 0 VOLUMES 4 42 0 0 31 0 0 0 3 0 0 0 80 0 0 0 0 0 0 0 0 0 APPROACH % 9% 91% 0% 0% 100% 0% 0% 0% 100% 0% 0% 0%
APP/DEPART 46 / 42 31 / 34 3 / 0 0 / 4 0

BEGIN PEAK HR
VOLUMES 1 22 0 0 15 0 0 0 2 0 0 0 40 0 0 0 0 APPROACH % 4% 96% 0% 0% 100% 0% 0% 0% 100% 0% 0% 0%
PEAK HR FACTOR 0.719 0.625 0.500 0.000 0.714
APP/DEPART 23 / 22 15 / 17 2 / 0 0 / 1 0 Whitewood

NORTH SIDE
Moorefield WEST SIDE EAST SIDE Moorefield

SOUTH SIDE
Whitewood
AM
7:30 AM
PM
4:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

RTORU-TURNS
Whitewood Whitewood Moorefield Moorefield

3.1-32

DATE: LOCATION: Murrieta PROJECT #: SC3654
10/27/22 NORTH & SOUTH: Whitewood LOCATION #: 4
THURSDAY EAST & WEST: Moorefield CONTROL: STOP E
CLASS 3: NOTES: AM ▲
3-AXLE PM N
TRUCKS MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: 0 2 X X 2 0 0 X 0 X X X X X X X
7:00 AM 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 7:30 AM 1 2 0 0 1 0 0 0 0 0 0 0 4 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 2 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 8:45 AM 0 2 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 VOLUMES 1 7 0 0 3 0 0 0 0 0 0 0 11 0 0 0 0 0 0 0 0 0 APPROACH % 13% 88% 0% 0% 100% 0% 0% 0% 0% 0% 0% 0%
APP/DEPART 8 / 7 3 / 3 0 / 0 0 / 1 0

BEGIN PEAK HR
VOLUMES 1 4 0 0 1 0 0 0 0 0 0 0 6 0 0 0 0 APPROACH % 20% 80% 0% 0% 100% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.417 0.250 0.000 0.000 0.375
APP/DEPART 5 / 4 1 / 1 0 / 0 0 / 1 0
4:00 PM 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 0 3 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 APPROACH % 0% 0% 0% 0% 100% 0% 0% 0% 0% 0% 0% 0%
APP/DEPART 0 / 0 3 / 3 0 / 0 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 0 APPROACH % 0% 0% 0% 0% 100% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.250 0.000 0.000 0.250
APP/DEPART 0 / 0 1 / 1 0 / 0 0 / 0 0
Whitewood

NORTH SIDE
Moorefield WEST SIDE EAST SIDE Moorefield

SOUTH SIDE
Whitewood
AM
7:30 AM
PM
4:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

RTORU-TURNS
Whitewood Whitewood Moorefield Moorefield

3.1-33

DATE: LOCATION: Murrieta PROJECT #: SC3654
10/27/22 NORTH & SOUTH: Whitewood LOCATION #: 4
THURSDAY EAST & WEST: Moorefield CONTROL: STOP E
CLASS 4: NOTES: AM ▲
4 OR MORE PM N
AXLE MD ◄ W E ►

TRUCKS OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: 0 2 X X 2 0 0 X 0 X X X X X X X
7:00 AM 0 0 0 0 2 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 7:30 AM 0 1 0 0 3 0 0 0 0 0 0 0 4 0 0 0 0 0 0 0 0 0 7:45 AM 0 1 0 0 1 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 8:00 AM 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 4 0 0 0 0 0 0 0 4 0 0 0 0 0 0 0 0 0 8:30 AM 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 8:45 AM 0 2 0 0 2 0 0 0 0 0 0 0 4 0 0 0 0 0 0 0 0 0 VOLUMES 0 6 0 0 13 0 0 0 0 0 0 0 19 0 0 0 0 0 0 0 0 0 APPROACH % 0% 100% 0% 0% 100% 0% 0% 0% 0% 0% 0% 0%
APP/DEPART 6 / 6 13 / 13 0 / 0 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 3 0 0 8 0 0 0 0 0 0 0 11 0 0 0 0 APPROACH % 0% 100% 0% 0% 100% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.750 0.500 0.000 0.000 0.688
APP/DEPART 3 / 3 8 / 8 0 / 0 0 / 0 0
4:00 PM 0 3 0 0 1 0 0 0 0 0 0 0 4 0 0 0 0 0 0 0 0 0 4:15 PM 0 2 0 0 1 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 4:30 PM 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 VOLUMES 0 7 0 0 2 0 0 0 0 0 0 0 9 0 0 0 0 0 0 0 0 0 APPROACH % 0% 100% 0% 0% 100% 0% 0% 0% 0% 0% 0% 0%
APP/DEPART 7 / 7 2 / 2 0 / 0 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 2 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 APPROACH % 0% 100% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.500 0.000 0.000 0.000 0.500
APP/DEPART 2 / 2 0 / 0 0 / 0 0 / 0 0
Whitewood

NORTH SIDE
Moorefield WEST SIDE EAST SIDE Moorefield

SOUTH SIDE
Whitewood
AM
7:30 AM
PM
4:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

RTORU-TURNS
Whitewood Whitewood Moorefield Moorefield

3.1-34

DATE: LOCATION: Murrieta PROJECT #: SC3654
10/27/22 NORTH & SOUTH: Whitewood LOCATION #: 4
THURSDAY EAST & WEST: Moorefield CONTROL: STOP E
CLASS 5: NOTES: AM ▲

RV PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: 0 2 X X 2 0 0 X 0 X X X X X X X
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 2 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 0 2 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 APPROACH % 0% 0% 0% 0% 100% 0% 0% 0% 0% 0% 0% 0%
APP/DEPART 0 / 0 2 / 2 0 / 0 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 2 0 0 0 0 0 0 0 2 0 0 0 0 APPROACH % 0% 0% 0% 0% 100% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.250 0.000 0.000 0.250
APP/DEPART 0 / 0 2 / 2 0 / 0 0 / 0 0
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0
Whitewood

NORTH SIDE
Moorefield WEST SIDE EAST SIDE Moorefield

SOUTH SIDE
Whitewood
AM
7:30 AM
PM
4:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

RTORU-TURNS
Whitewood Whitewood Moorefield Moorefield

3.1-35

DATE: LOCATION: Murrieta PROJECT #: SC3654
10/27/22 NORTH & SOUTH: Whitewood LOCATION #: 4
THURSDAY EAST & WEST: Moorefield CONTROL: STOP E
CLASS 6: NOTES: AM ▲
PM N
BUSES MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: 0 2 X X 2 0 0 X 0 X X X X X X X
7:00 AM 1 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 7:15 AM 1 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 7:45 AM 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 1 1 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 8:45 AM 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 VOLUMES 2 2 0 0 2 1 0 0 0 0 0 0 7 0 0 0 0 0 0 0 0 0 APPROACH % 50% 50% 0% 0% 67% 33% 0% 0% 0% 0% 0% 0%
APP/DEPART 4 / 2 3 / 2 0 / 0 0 / 3 0

BEGIN PEAK HR
VOLUMES 0 1 0 0 1 0 0 0 0 0 0 0 2 0 0 0 0 APPROACH % 0% 100% 0% 0% 100% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.250 0.250 0.000 0.000 0.500
APP/DEPART 1 / 1 1 / 1 0 / 0 0 / 0 0
4:00 PM 1 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 VOLUMES 1 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 APPROACH % 100% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
APP/DEPART 1 / 0 0 / 0 0 / 0 0 / 1 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0
Whitewood

NORTH SIDE
Moorefield WEST SIDE EAST SIDE Moorefield

SOUTH SIDE
Whitewood
AM
7:30 AM
PM
4:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

RTORU-TURNS
Whitewood Whitewood Moorefield Moorefield

3.1-36

T42321
DATE: LOCATION: PROJECT #: SC3654
Thu, Oct 27, 22 NORTH & SOUTH: LOCATION #: 5
EAST & WEST: CONTROL: SIGNAL
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: 1 2 0 1 1.5 0.5 2 2 1 2 3 1 0 0 0 0 0 0 0 0
7:00 AM 11 6 9 10 47 62 28 116 14 28 173 12 516 0 0 1 0 1 8 27 5 3 7:15 AM 24 19 14 17 68 48 22 145 22 29 200 8 616 0 0 1 1 2 7 11 9 2 7:30 AM 19 23 22 27 101 87 45 199 26 63 286 17 915 0 0 6 0 6 16 21 7 7 7:45 AM 34 25 16 29 122 77 57 191 50 102 333 40 1,076 0 0 0 0 0 8 13 13 29 8:00 AM 30 25 23 24 124 73 40 219 55 78 352 59 1,102 0 0 2 0 2 13 12 18 36 8:15 AM 46 32 32 40 99 61 63 247 61 100 292 65 1,138 0 0 8 0 8 16 16 22 31 8:30 AM 24 25 37 16 66 58 70 216 47 42 197 35 833 0 0 7 0 7 14 12 15 16 8:45 AM 23 37 22 16 66 54 64 125 47 67 214 38 773 0 0 4 0 4 12 14 7 16 VOLUMES 211 192 175 179 693 520 389 1,458 322 509 2,047 274 6,969 0 0 29 1 30 94 126 96 140 APPROACH % 37% 33% 30% 13% 50% 37% 18% 67% 15% 18% 72% 10% APP/DEPART 578 / 826 1,392 / 1,523 2,169 / 1,813 2,830 / 2,807 0

BEGIN PEAK HR
VOLUMES 129 105 93 120 446 298 205 856 192 343 1,263 181 4,231 53 62 60 103 APPROACH % 39% 32% 28% 14% 52% 34% 16% 68% 15% 19% 71% 10% PEAK HR FACTOR 0.743 0.947 0.844 0.914 0.929
APP/DEPART 327 / 475 864 / 981 1,253 / 1,069 1,787 / 1,706 0 4:00 PM 43 96 31 25 48 56 95 269 57 31 214 41 1,006 0 0 4 0 4 15 28 27 14 4:15 PM 45 125 44 36 45 68 63 256 45 47 210 28 1,012 0 0 0 0 0 10 21 16 17 4:30 PM 43 114 52 37 64 64 83 279 77 40 202 32 1,087 0 1 1 0 2 13 11 39 11 4:45 PM 41 95 53 28 67 71 78 245 80 58 198 32 1,046 0 0 2 0 2 16 24 39 8 5:00 PM 42 125 52 25 68 75 91 230 51 45 210 22 1,036 0 0 0 0 0 14 25 28 6 5:15 PM 43 123 52 36 53 78 69 239 45 39 218 38 1,033 0 0 1 0 1 10 14 20 16 5:30 PM 41 114 48 32 60 67 94 272 59 30 216 17 1,050 0 0 3 0 3 14 14 30 3 5:45 PM 47 110 46 32 36 69 83 229 53 33 177 21 936 1 0 0 0 1 8 19 26 11 VOLUMES 345 902 378 251 441 548 656 2,019 467 323 1,645 231 8,206 1 1 11 0 13 100 156 225 86 APPROACH % 21% 56% 23% 20% 36% 44% 21% 64% 15% 15% 75% 11% APP/DEPART 1,625 / 1,779 1,240 / 1,232 3,142 / 2,647 2,199 / 2,548 0

BEGIN PEAK HR
VOLUMES 169 457 209 126 252 288 321 993 253 182 828 124 4,202 53 74 126 41 APPROACH % 20% 55% 25% 19% 38% 43% 20% 63% 16% 16% 73% 11% PEAK HR FACTOR 0.953 0.991 0.892 0.961 0.966
APP/DEPART 835 / 899 666 / 687 1,567 / 1,327 1,134 / 1,289 0 Whitewood

NORTH SIDE
Clinton Keith WEST SIDE EAST SIDE Clinton Keith

SOUTH SIDE
Whitewood

E SIDE W SIDE S SIDE N SIDE TOTAL E SIDE W SIDE S SIDE N SIDE TOTAL ES WS SS NS TOTAL 7:00 AM 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1 7:15 AM 0 4 1 0 5 0 4 0 0 4 0 0 1 0 1 7:30 AM 1 2 1 0 4 0 1 0 0 1 1 1 1 0 3 7:45 AM 0 13 3 2 18 0 12 2 2 16 0 1 1 0 2 8:00 AM 9 38 14 8 69 9 37 14 7 67 0 1 0 1 2 8:15 AM 1 44 18 15 78 1 42 17 15 75 0 2 1 0 3 8:30 AM 0 5 9 1 15 0 3 9 0 12 0 2 0 1 3 8:45 AM 1 0 9 0 10 0 0 9 0 9 1 0 0 0 1 TOTAL 12 107 55 26 200 10 99 51 24 184 2 8 4 2 16 4:00 PM 0 4 0 0 4 0 3 0 0 3 0 1 0 0 1 4:15 PM 1 1 0 1 3 0 1 0 0 1 1 0 0 1 2 4:30 PM 0 3 1 0 4 0 3 1 0 4 0 0 0 0 0 4:45 PM 0 0 1 0 1 0 0 1 0 1 0 0 0 0 0 5:00 PM 0 0 2 0 2 0 0 1 0 1 0 0 1 0 1 5:15 PM 1 0 3 0 4 0 0 1 0 1 1 0 2 0 3 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 1 1 0 2 0 0 0 0 0 0 1 1 0 2 TOTAL 2 9 8 1 20 0 7 4 0 11 2 2 4 1 9 RTOR

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Murrieta
Whitewood
Clinton Keith

U-TURNS
Whitewood Whitewood Clinton Keith Clinton Keith

BICYCLE CROSSINGS

AMPM AM
7:30 AM
PM
4:30 PM

ALL PED AND BIKE PEDESTRIAN CROSSINGS
Add U-Turns to Left Turns

3.1-37
2,632 1,068 1,134 430 TOTAL 2,605
1,240 548 441 251 PM 1,779
1,392 520 693 179 AM 826
2,830
2,199
5,029
5,355
2,548
2,807
274
231
505
2,047
1,645
3,692
TOTAL
PM
AM
509
323
832
1,045
656
389
AM
PM
TOTAL
3,477
2,019
1,458
789
467
322
1,813
2,647
4,460
5,311
3,142
2,169
1,523 AM 211 1 92 175 578
1,232 PM 345 902 378 1,625
2,755 TOTAL 556 1,094 553 2,203
1,530 586 698 246 TOTAL 1,374
666 288 252 126 PM 899
864 298 446 120 AM 475
1,787
1,134
2,921
2,995
1,289
1,706
181
124
305
1,263
828
2,091
TOTAL
PM
AM AM 7:30 AM
8:
45 AM
343
182
525
526
321
205
#N/A
AM
PM
TOTAL
1,849
993
856 PM 4:30 PM
3:
45 PM
445
253
192
1,069
1,327
2,396
2,820
1,567
1,253
981 AM 129 1 05 93 327
687 PM 169 457 209 835
1,668 Total 298 562 302 1,162
Whitewood
AimTD LLC

TURNING MOVEMENT COUNTS
Whitewood
Clinton Keith
Clinton Keith
Murrieta
SC3654

ALL HOURS
Whitewood
Whitewood
Clinton Keith
Clinton Keith

PEAK HOUR

3.1-38

DATE: LOCATION: Murrieta PROJECT #: SC3654
10/27/22 NORTH & SOUTH: Whitewood LOCATION #: 5
THURSDAY EAST & WEST: Clinton Keith CONTROL: SIGNAL
CLASS 1: NOTES: AM ▲

PASSENGER PM N
VEHICLES MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: 1 2 0 1 1.5 0.5 2 2 1 2 3 1 0 0 0 0
7:00 AM 8 6 7 9 44 58 27 95 13 28 150 12 457 0 0 1 0 1 6 26 5 3 7:15 AM 23 16 13 16 62 48 21 138 21 28 188 8 582 0 0 1 0 1 7 11 9 2 7:30 AM 18 23 21 25 97 86 42 185 25 63 274 14 873 0 0 6 0 6 16 21 7 6 7:45 AM 33 25 16 26 119 74 54 178 47 100 324 36 1,032 0 0 0 0 0 8 12 12 25 8:00 AM 29 25 23 24 121 72 39 209 55 75 343 56 1,071 0 0 2 0 2 13 12 18 33 8:15 AM 45 31 32 37 98 58 61 232 60 96 280 64 1,094 0 0 8 0 8 16 15 22 31 8:30 AM 24 25 37 15 62 58 66 202 45 41 186 34 795 0 0 6 0 6 14 12 15 16 8:45 AM 23 37 20 12 64 53 61 109 46 65 204 33 727 0 0 4 0 4 12 14 7 15 VOLUMES 203 188 169 164 667 507 371 1,348 312 496 1,949 257 6,631 0 0 28 0 28 92 123 95 131 APPROACH % 36% 34% 30% 12% 50% 38% 18% 66% 15% 18% 72% 10% APP/DEPART 560 / 788 1,338 / 1,475 2,031 / 1,681 2,702 / 2,687 0

BEGIN PEAK HR
VOLUMES 125 104 92 112 435 290 180 804 187 334 1,221 170 4,070 53 60 59 95 APPROACH % 39% 32% 29% 13% 52% 35% 15% 68% 16% 19% 71% 10% PEAK HR FACTOR 0.743 0.955 0.841 0.910 0.930
APP/DEPART 321 / 454 837 / 956 1,187 / 1,008 1,725 / 1,652 0 4:00 PM 42 95 30 25 45 54 93 252 50 27 203 34 950 0 0 4 0 4 14 27 24 9 4:15 PM 43 118 44 36 42 66 60 244 43 46 198 28 968 0 0 0 0 0 10 21 16 17 4:30 PM 40 112 50 37 62 59 81 274 76 37 198 29 1,055 0 1 1 0 2 11 11 39 10 4:45 PM 39 92 50 28 65 69 78 231 79 57 190 31 1,009 0 0 2 0 2 15 22 38 8 5:00 PM 41 121 52 24 67 75 87 216 51 44 202 22 1,002 0 0 0 0 0 14 25 28 6 5:15 PM 42 121 50 35 51 77 69 229 43 37 210 38 1,002 0 0 1 0 1 9 13 19 16 5:30 PM 40 110 47 31 59 66 93 263 56 29 215 17 1,026 0 0 3 0 3 13 14 28 3 5:45 PM 47 110 45 32 36 68 81 215 53 33 173 21 914 1 0 0 0 1 7 18 26 11 VOLUMES 334 879 368 248 427 534 642 1,924 451 310 1,589 220 7,926 1 1 11 0 13 93 151 218 80 APPROACH % 21% 56% 23% 21% 35% 44% 21% 64% 15% 15% 75% 10% APP/DEPART 1,581 / 1,731 1,209 / 1,189 3,017 / 2,539 2,119 / 2,467 0

BEGIN PEAK HR
VOLUMES 162 446 202 123 245 280 311 950 249 175 800 120 4,068 49 71 124 40 APPROACH % 20% 55% 25% 19% 38% 43% 21% 63% 16% 16% 73% 11% PEAK HR FACTOR 0.946 0.977 0.878 0.961 0.964
APP/DEPART 810 / 878 649 / 669 1,514 / 1,275 1,095 / 1,246 0 Whitewood

NORTH SIDE
Clinton Keith WEST SIDE EAST SIDE Clinton Keith

SOUTH SIDE
Whitewood

RTORU-TURNS
Whitewood Whitewood Clinton Keith Clinton Keith
AM
7:30 AM
PM
4:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

3.1-39

DATE: LOCATION: Murrieta PROJECT #: SC3654
10/27/22 NORTH & SOUTH: Whitewood LOCATION #: 5
THURSDAY EAST & WEST: Clinton Keith CONTROL: SIGNAL
CLASS 2: NOTES: AM ▲
2-AXLE PM N
WORK MD ◄ W E ►

VEHICLES/ OTHER S
TRUCKS OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: 1 2 0 1 1.5 0.5 2 2 1 2 3 1 0 0 0 0
7:00 AM 2 0 1 0 3 3 1 14 1 0 11 0 36 0 0 0 0 0 1 1 0 0 7:15 AM 1 3 0 0 5 0 0 4 1 0 9 0 23 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 1 0 1 1 1 9 1 0 10 2 26 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 3 2 1 3 9 0 0 5 2 25 0 0 0 0 0 0 0 0 2 8:00 AM 1 0 0 0 3 1 1 6 0 1 4 0 17 0 0 0 0 0 0 0 0 0 8:15 AM 0 1 0 0 1 2 2 12 0 1 9 1 29 0 0 0 0 0 0 1 0 0 8:30 AM 0 0 0 1 3 0 2 10 1 1 8 0 26 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 2 2 2 1 2 11 1 1 6 1 29 0 0 0 0 0 0 0 0 0 VOLUMES 4 4 4 6 20 9 12 75 5 4 62 6 211 0 0 0 0 0 1 2 0 2 APPROACH % 33% 33% 33% 17% 57% 26% 13% 82% 5% 6% 86% 8% APP/DEPART 12 / 22 35 / 29 92 / 85 72 / 75 0

BEGIN PEAK HR
VOLUMES 1 1 1 3 7 5 7 36 1 2 28 5 97 0 1 0 2 APPROACH % 33% 33% 33% 20% 47% 33% 16% 82% 2% 6% 80% 14% PEAK HR FACTOR 0.750 0.625 0.786 0.729 0.836
APP/DEPART 3 / 13 15 / 10 44 / 40 35 / 34 0 4:00 PM 0 1 0 0 1 2 2 10 2 4 10 4 36 0 0 0 0 0 0 1 1 2 4:15 PM 2 6 0 0 2 2 2 11 1 1 10 0 37 0 0 0 0 0 0 0 0 0 4:30 PM 1 2 2 0 2 5 1 3 1 2 3 3 25 0 0 0 0 0 2 0 0 1 4:45 PM 0 3 2 0 2 2 0 13 1 1 8 1 33 0 0 0 0 0 1 2 1 0 5:00 PM 1 3 0 1 1 0 4 12 0 1 6 0 29 0 0 0 0 0 0 0 0 0 5:15 PM 0 2 2 1 2 1 0 7 2 1 5 0 23 0 0 0 0 0 1 1 1 0 5:30 PM 0 4 1 1 1 1 1 9 2 1 1 0 22 0 0 0 0 0 1 0 2 0 5:45 PM 0 0 1 0 0 1 2 9 0 0 4 0 17 0 0 0 0 0 1 1 0 0 VOLUMES 4 21 8 3 11 14 12 74 9 11 47 8 222 0 0 0 0 0 6 5 5 3 APPROACH % 12% 64% 24% 11% 39% 50% 13% 78% 9% 17% 71% 12% APP/DEPART 33 / 41 28 / 31 95 / 85 66 / 65 0

BEGIN PEAK HR
VOLUMES 2 10 6 2 7 8 5 35 4 5 22 4 110 4 3 2 1 APPROACH % 11% 56% 33% 12% 41% 47% 11% 80% 9% 16% 71% 13% PEAK HR FACTOR 0.900 0.607 0.688 0.775 0.833
APP/DEPART 18 / 19 17 / 16 44 / 43 31 / 32 0 Whitewood

NORTH SIDE
Clinton Keith WEST SIDE EAST SIDE Clinton Keith

SOUTH SIDE
Whitewood

RTORU-TURNS
Whitewood Whitewood Clinton Keith Clinton Keith
AM
7:30 AM
PM
4:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

3.1-40

DATE: LOCATION: Murrieta PROJECT #: SC3654
10/27/22 NORTH & SOUTH: Whitewood LOCATION #: 5
THURSDAY EAST & WEST: Clinton Keith CONTROL: SIGNAL
CLASS 3: NOTES: AM ▲
3-AXLE PM N
TRUCKS MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: 1 2 0 1 1.5 0.5 2 2 1 2 3 1 0 0 0 0
7:00 AM 0 0 1 0 0 0 0 3 0 0 1 0 5 0 0 0 0 0 1 0 0 0 7:15 AM 0 0 0 0 1 0 0 1 0 0 1 0 3 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 1 0 1 1 0 0 1 1 5 0 0 0 0 0 0 0 0 1 7:45 AM 0 0 0 0 0 0 0 1 0 0 1 0 2 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 0 3 2 5 0 0 0 0 0 0 0 0 2 8:15 AM 0 0 0 0 0 0 0 1 0 0 1 0 2 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 1 2 0 0 0 0 3 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 1 2 0 0 0 1 4 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 1 0 2 0 3 11 0 0 8 4 29 0 0 0 0 0 1 0 0 3 APPROACH % 0% 0% 100% 0% 100% 0% 21% 79% 0% 0% 67% 33%
APP/DEPART 1 / 7 2 / 2 14 / 12 12 / 8 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 1 0 1 3 0 0 6 3 14 0 0 0 3 APPROACH % 0% 0% 0% 0% 100% 0% 25% 75% 0% 0% 67% 33%
PEAK HR FACTOR 0.000 0.250 0.500 0.450 0.700
APP/DEPART 0 / 4 1 / 1 4 / 3 9 / 6 0
4:00 PM 0 0 0 0 2 0 0 1 2 0 0 0 5 0 0 0 0 0 0 0 2 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 1 0 0 0 0 0 0 0 0 1 1 0 3 0 0 0 0 0 0 0 0 0 4:45 PM 1 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 2 0 0 1 0 3 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 1 0 1 1 0 3 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 3 0 0 0 0 3 0 0 0 0 0 0 0 0 0 VOLUMES 2 0 0 0 2 0 0 7 2 2 3 0 18 0 0 0 0 0 0 0 2 0 APPROACH % 100% 0% 0% 0% 100% 0% 0% 78% 22% 40% 60% 0%
APP/DEPART 2 / 0 2 / 6 9 / 7 5 / 5 0

BEGIN PEAK HR
VOLUMES 2 0 0 0 0 0 0 3 0 2 3 0 10 0 0 0 0 APPROACH % 100% 0% 0% 0% 0% 0% 0% 100% 0% 40% 60% 0%
PEAK HR FACTOR 0.500 0.000 0.375 0.625 0.833
APP/DEPART 2 / 0 0 / 2 3 / 3 5 / 5 0
Whitewood

NORTH SIDE
Clinton Keith WEST SIDE EAST SIDE Clinton Keith

SOUTH SIDE
Whitewood

RTORU-TURNS
Whitewood Whitewood Clinton Keith Clinton Keith
AM
7:30 AM
PM
4:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

3.1-41

DATE: LOCATION: Murrieta PROJECT #: SC3654
10/27/22 NORTH & SOUTH: Whitewood LOCATION #: 5
THURSDAY EAST & WEST: Clinton Keith CONTROL: SIGNAL
CLASS 4: NOTES: AM ▲
4 OR MORE PM N
AXLE MD ◄ W E ►

TRUCKS OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: 1 2 0 1 1.5 0.5 2 2 1 2 3 1 0 0 0 0
7:00 AM 0 0 0 1 0 1 0 4 0 0 7 0 13 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 1 0 0 0 2 0 0 2 0 5 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 2 1 0 1 3 0 0 0 0 7 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 1 0 1 0 0 3 1 6 0 0 0 0 0 0 0 0 1 8:00 AM 0 0 0 0 0 0 0 2 0 0 2 1 5 0 0 0 0 0 0 0 0 1 8:15 AM 0 0 0 3 0 1 0 1 0 1 2 0 8 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 1 1 0 1 1 4 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 2 0 0 0 3 0 1 3 2 11 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 9 1 3 1 17 1 2 20 5 59 0 0 0 0 0 0 0 0 2 APPROACH % 0% 0% 0% 69% 8% 23% 5% 89% 5% 7% 74% 19%
APP/DEPART 0 / 6 13 / 4 19 / 26 27 / 23 0

BEGIN PEAK HR
VOLUMES 0 0 0 5 1 2 1 7 0 1 7 2 26 0 0 0 2 APPROACH % 0% 0% 0% 63% 13% 25% 13% 88% 0% 10% 70% 20%
PEAK HR FACTOR 0.000 0.500 0.500 0.625 0.813
APP/DEPART 0 / 3 8 / 2 8 / 12 10 / 9 0
4:00 PM 0 0 1 0 0 0 0 1 0 0 1 2 5 0 0 0 0 0 1 0 0 2 4:15 PM 0 1 0 0 1 0 1 1 0 0 1 0 5 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 1 2 0 0 0 0 3 0 0 0 0 0 0 0 0 0 4:45 PM 1 0 1 0 0 0 0 1 0 0 0 0 3 0 0 0 0 0 0 0 0 0 5:00 PM 0 1 0 0 0 0 0 0 0 0 1 0 2 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 2 0 0 2 0 4 0 0 0 0 0 0 0 0 0 5:30 PM 1 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 2 0 0 0 0 2 0 0 0 0 0 0 0 0 0 VOLUMES 2 2 2 0 1 0 2 9 0 0 5 2 25 0 0 0 0 0 1 0 0 2 APPROACH % 33% 33% 33% 0% 100% 0% 18% 82% 0% 0% 71% 29% APP/DEPART 6 / 6 1 / 1 11 / 11 7 / 7 0

BEGIN PEAK HR
VOLUMES 1 1 1 0 0 0 1 5 0 0 3 0 12 0 0 0 0 APPROACH % 33% 33% 33% 0% 0% 0% 17% 83% 0% 0% 100% 0%
PEAK HR FACTOR 0.375 0.000 0.500 0.375 0.750
APP/DEPART 3 / 2 0 / 0 6 / 6 3 / 4 0
Whitewood

NORTH SIDE
Clinton Keith WEST SIDE EAST SIDE Clinton Keith

SOUTH SIDE
Whitewood

RTORU-TURNS
Whitewood Whitewood Clinton Keith Clinton Keith
AM
7:30 AM
PM
4:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

3.1-42

DATE: LOCATION: Murrieta PROJECT #: SC3654
10/27/22 NORTH & SOUTH: Whitewood LOCATION #: 5
THURSDAY EAST & WEST: Clinton Keith CONTROL: SIGNAL
CLASS 5: NOTES: AM ▲

RV PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: 1 2 0 1 1.5 0.5 2 2 1 2 3 1 0 0 0 0
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 1 0 0 0 1 1 0 0 0 0 0 0 3 0 0 0 0 0 0 1 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 VOLUMES 1 0 0 0 1 1 0 0 0 0 1 0 4 0 0 0 0 0 0 1 0 0 APPROACH % 100% 0% 0% 0% 50% 50% 0% 0% 0% 0% 100% 0%
APP/DEPART 1 / 0 2 / 1 0 / 0 1 / 3 0

BEGIN PEAK HR
VOLUMES 1 0 0 0 1 1 0 0 0 0 0 0 3 0 1 0 0 APPROACH % 100% 0% 0% 0% 50% 50% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.250 0.250 0.000 0.000 0.250
APP/DEPART 1 / 0 2 / 1 0 / 0 0 / 2 0
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0
Whitewood

NORTH SIDE
Clinton Keith WEST SIDE EAST SIDE Clinton Keith

SOUTH SIDE
Whitewood

RTORU-TURNS
Whitewood Whitewood Clinton Keith Clinton Keith
AM
7:30 AM
PM
4:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

3.1-43

DATE: LOCATION: Murrieta PROJECT #: SC3654
10/27/22 NORTH & SOUTH: Whitewood LOCATION #: 5
THURSDAY EAST & WEST: Clinton Keith CONTROL: SIGNAL
CLASS 6: NOTES: AM ▲
PM N
BUSES MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: 1 2 0 1 1.5 0.5 2 2 1 2 3 1 0 0 0 0
7:00 AM 1 0 0 0 0 0 0 0 0 0 4 0 5 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 1 0 0 0 1 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 7:30 AM 1 0 0 0 1 0 0 1 0 0 1 0 4 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 2 3 2 0 1 8 0 0 0 0 0 0 0 1 1 8:00 AM 0 0 0 0 0 0 0 2 0 2 0 0 4 0 0 0 0 0 0 0 0 0 8:15 AM 1 0 0 0 0 0 0 1 1 2 0 0 5 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 1 0 0 1 0 0 1 0 3 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 1 1 2 0 0 0 0 0 0 0 0 1 VOLUMES 3 0 1 0 2 0 1 7 4 6 7 2 33 0 0 0 0 0 0 0 1 2 APPROACH % 75% 0% 25% 0% 100% 0% 8% 58% 33% 40% 47% 13% APP/DEPART 4 / 3 2 / 12 12 / 8 15 / 10 0

BEGIN PEAK HR
VOLUMES 2 0 0 0 1 0 0 6 4 6 1 1 21 0 0 1 1 APPROACH % 100% 0% 0% 0% 100% 0% 0% 60% 40% 75% 13% 13% PEAK HR FACTOR 0.500 0.250 0.500 0.667 0.656
APP/DEPART 2 / 1 1 / 11 10 / 6 8 / 3 0
4:00 PM 1 0 0 0 0 0 0 5 3 0 0 1 10 0 0 0 0 0 0 0 0 1 4:15 PM 0 0 0 0 0 0 0 0 1 0 1 0 2 0 0 0 0 0 0 0 0 0 4:30 PM 1 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 1 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 VOLUMES 3 0 0 0 0 0 0 5 5 0 1 1 15 0 0 0 0 0 0 0 0 1 APPROACH % 100% 0% 0% 0% 0% 0% 0% 50% 50% 0% 50% 50%
APP/DEPART 3 / 1 0 / 5 10 / 5 2 / 4 0

BEGIN PEAK HR
VOLUMES 2 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 APPROACH % 100% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.500 0.000 0.000 0.000 0.500
APP/DEPART 2 / 0 0 / 0 0 / 0 0 / 2 0
Whitewood

NORTH SIDE
Clinton Keith WEST SIDE EAST SIDE Clinton Keith

SOUTH SIDE
Whitewood

RTORU-TURNS
Whitewood Whitewood Clinton Keith Clinton Keith
AM
7:30 AM
PM
4:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

3.1-44

T42321
DATE: LOCATION: PROJECT #: SC3654
Thu, Oct 27, 22 NORTH & SOUTH: LOCATION #: 6
EAST & WEST: CONTROL: NO CONTROL
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: X X X X X 0 X 3 X X 3 0 0 0 0 0 X X X X
7:00 AM 0 0 0 0 0 0 0 138 0 0 214 0 352 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 1 0 185 0 0 237 0 423 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 247 0 0 368 0 615 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 1 0 240 0 0 474 0 715 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 268 0 0 481 0 749 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 1 0 313 0 0 462 0 776 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 258 0 0 274 0 532 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 163 0 0 319 0 482 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 0 0 3 0 1,812 0 0 2,829 0 4,644 0 0 0 0 0 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 100% 0% 100% 0% 0% 100% 0%
APP/DEPART 0 / 0 3 / 0 1,812 / 1,812 2,829 / 2,832 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 2 0 1,068 0 0 1,785 0 2,855 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 100% 0% 100% 0% 0% 100% 0%
PEAK HR FACTOR 0.000 0.500 0.853 0.928 0.920
APP/DEPART 0 / 0 2 / 0 1,068 / 1,068 1,785 / 1,787 0 4:00 PM 0 0 0 0 0 0 0 326 0 0 286 0 612 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 1 0 337 0 0 282 1 621 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 358 0 0 276 1 635 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 329 0 0 288 0 617 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 1 0 311 0 0 276 0 588 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 1 0 327 0 0 291 0 619 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 342 0 0 263 1 606 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 1 0 314 0 0 234 0 549 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 0 0 4 0 2,644 0 0 2,196 3 4,847 0 0 0 0 0 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 100% 0% 100% 0% 0% 100% 0%
APP/DEPART 0 / 3 4 / 0 2,644 / 2,644 2,199 / 2,200 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 1 0 1,350 0 0 1,132 2 2,485 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 100% 0% 100% 0% 0% 100% 0%
PEAK HR FACTOR 0.000 0.250 0.943 0.984 0.978
APP/DEPART 0 / 2 1 / 0 1,350 / 1,350 1,134 / 1,133 0 Arendt

NORTH SIDE
Clinton Keith WEST SIDE EAST SIDE Clinton Keith

SOUTH SIDE
Arendt

E SIDE W SIDE S SIDE N SIDE TOTAL E SIDE W SIDE S SIDE N SIDE TOTAL ES WS SS NS TOTAL 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 1 0 1 0 0 0 0 0 0 0 1 0 1 7:30 AM 0 0 0 1 1 0 0 0 1 1 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 2 2 0 0 0 2 2 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 2 2 0 0 0 1 1 0 0 0 1 1 8:45 AM 0 0 0 1 1 0 0 0 1 1 0 0 0 0 0 TOTAL 0 0 1 6 7 0 0 0 5 5 0 0 1 1 2 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 1 1 2 0 0 0 0 0 0 0 1 1 2 TOTAL 0 0 1 1 2 0 0 0 0 0 0 0 1 1 2 RTOR

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Murrieta
Arendt
Clinton Keith

U-TURNS
Arendt Arendt Clinton Keith Clinton Keith

BICYCLE CROSSINGS

AMPM AM
7:30 AM
PM
4:00 PM

ALL PED AND BIKE PEDESTRIAN CROSSINGS
Add U-Turns to Left Turns

3.1-45
7 7 0 0 TOTAL 3
4 4 0 0 PM 3
3 3 0 0 AM 0
2,829
2,199
5,028
5,032
2,200
2,832
0 3
3 2,829
2,196
5,025
TOTAL
PM
AM
0 0
0 0
0 0
AM
PM
TOTAL
4,456
2,644
1,812
0 0
0 1,812
2,644
4,456
4,456
2,644
1,812
0 AM 0 0 0 0
0 PM 0 0 0 0
0 TOTAL 0 0 0 0
3 3 0 0 TOTAL 2
1 1 0 0 PM 2
2 2 0 0 AM 0
1,785
1,134
2,919
2,920
1,133
1,787
0 2
2 1,785
1,132
2,917
TOTAL
PM
AM AM 7:30 AM
8:
45 AM
0 0
0 0
0 0
#N/A
AM
PM
TOTAL
2,418
1,350
1,068
PM 4:00 PM
3:
45 PM
0 0
0 1,068
1,350
2,418
2,418
1,350
1,068
0 AM 0 0 0 0
0 PM 0 0 0 0
0 Total 0 0 0 0
Arendt
AimTD LLC

TURNING MOVEMENT COUNTS
Arendt
Clinton Keith
Clinton Keith
Murrieta
SC3654

ALL HOURS
Arendt
Arendt
Clinton Keith
Clinton Keith

PEAK HOUR

3.1-46

DATE: LOCATION: Murrieta PROJECT #: SC3654
10/27/22 NORTH & SOUTH: Arendt LOCATION #: 6
THURSDAY EAST & WEST: Clinton Keith CONTROL: NO SIGNAL
CLASS 1: NOTES: AM ▲

PASSENGER PM N
VEHICLES MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: X X X X X 0 X 3 X X 3 0 X X X X
7:00 AM 0 0 0 0 0 0 0 118 0 0 193 0 311 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 1 0 172 0 0 223 0 396 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 230 0 0 353 0 583 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 1 0 224 0 0 458 0 683 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 256 0 0 466 0 722 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 1 0 297 0 0 446 0 744 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 243 0 0 259 0 502 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 141 0 0 304 0 445 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 0 0 3 0 1,681 0 0 2,702 0 4,386 0 0 0 0 0 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 100% 0% 100% 0% 0% 100% 0%
APP/DEPART 0 / 0 3 / 0 1,681 / 1,681 2,702 / 2,705 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 2 0 1,007 0 0 1,723 0 2,732 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 100% 0% 100% 0% 0% 100% 0%
PEAK HR FACTOR 0.000 0.500 0.848 0.924 0.918
APP/DEPART 0 / 0 2 / 0 1,007 / 1,007 1,723 / 1,725 0 4:00 PM 0 0 0 0 0 0 0 308 0 0 267 0 575 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 1 0 327 0 0 267 1 596 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 347 0 0 265 1 613 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 314 0 0 277 0 591 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 1 0 296 0 0 268 0 565 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 1 0 314 0 0 283 0 598 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 328 0 0 259 1 588 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 1 0 302 0 0 230 0 533 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 0 0 4 0 2,536 0 0 2,116 3 4,659 0 0 0 0 0 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 100% 0% 100% 0% 0% 100% 0%
APP/DEPART 0 / 3 4 / 0 2,536 / 2,536 2,119 / 2,120 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 1 0 1,296 0 0 1,076 2 2,375 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 100% 0% 100% 0% 0% 100% 0%
PEAK HR FACTOR 0.000 0.250 0.934 0.973 0.969
APP/DEPART 0 / 2 1 / 0 1,296 / 1,296 1,078 / 1,077 0 Arendt

NORTH SIDE
Clinton Keith WEST SIDE EAST SIDE Clinton Keith

SOUTH SIDE
Arendt

RTORU-TURNS
Arendt Arendt Clinton Keith Clinton Keith
AM
7:30 AM
PM
4:00 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

3.1-47

DATE: LOCATION: Murrieta PROJECT #: SC3654
10/27/22 NORTH & SOUTH: Arendt LOCATION #: 6
THURSDAY EAST & WEST: Clinton Keith CONTROL: NO SIGNAL
CLASS 2: NOTES: AM ▲
2-AXLE PM N
WORK MD ◄ W E ►

VEHICLES/ OTHER S
TRUCKS OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: X X X X X 0 X 3 X X 3 0 X X X X
7:00 AM 0 0 0 0 0 0 0 13 0 0 11 0 24 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 6 0 0 9 0 15 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 10 0 0 11 0 21 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 12 0 0 8 0 20 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 8 0 0 6 0 14 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 10 0 0 10 0 20 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 11 0 0 9 0 20 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 15 0 0 8 0 23 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 0 0 0 0 85 0 0 72 0 157 0 0 0 0 0 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 100% 0% 0% 100% 0%
APP/DEPART 0 / 0 0 / 0 85 / 85 72 / 72 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 40 0 0 35 0 75 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 100% 0% 0% 100% 0%
PEAK HR FACTOR 0.000 0.000 0.833 0.795 0.893
APP/DEPART 0 / 0 0 / 0 40 / 40 35 / 35 0 4:00 PM 0 0 0 0 0 0 0 10 0 0 16 0 26 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 9 0 0 12 0 21 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 8 0 0 9 0 17 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 14 0 0 10 0 24 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 13 0 0 7 0 20 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 10 0 0 5 0 15 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 12 0 0 3 0 15 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 9 0 0 4 0 13 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 0 0 0 0 85 0 0 66 0 151 0 0 0 0 0 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 100% 0% 0% 100% 0%
APP/DEPART 0 / 0 0 / 0 85 / 85 66 / 66 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 41 0 0 47 0 88 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 100% 0% 0% 100% 0%
PEAK HR FACTOR 0.000 0.000 0.732 0.734 0.846
APP/DEPART 0 / 0 0 / 0 41 / 41 47 / 47 0 Arendt

NORTH SIDE
Clinton Keith WEST SIDE EAST SIDE Clinton Keith

SOUTH SIDE
Arendt

RTORU-TURNS
Arendt Arendt Clinton Keith Clinton Keith
AM
7:30 AM
PM
4:00 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

3.1-48

DATE: LOCATION: Murrieta PROJECT #: SC3654
10/27/22 NORTH & SOUTH: Arendt LOCATION #: 6
THURSDAY EAST & WEST: Clinton Keith CONTROL: NO SIGNAL
CLASS 3: NOTES: AM ▲
3-AXLE PM N
TRUCKS MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: X X X X X 0 X 3 X X 3 0 X X X X
7:00 AM 0 0 0 0 0 0 0 3 0 0 1 0 4 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 2 0 0 1 0 3 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 1 0 0 2 0 3 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 1 0 0 2 0 3 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 0 4 0 4 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 1 0 0 1 0 2 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 2 0 0 0 0 2 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 2 0 0 1 0 3 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 0 0 0 0 12 0 0 12 0 24 0 0 0 0 0 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 100% 0% 0% 100% 0%
APP/DEPART 0 / 0 0 / 0 12 / 12 12 / 12 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 3 0 0 9 0 12 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 100% 0% 0% 100% 0%
PEAK HR FACTOR 0.000 0.000 0.750 0.563 0.750
APP/DEPART 0 / 0 0 / 0 3 / 3 9 / 9 0
4:00 PM 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 2 0 2 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 2 0 0 0 0 2 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 1 0 0 1 0 2 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 1 0 0 1 0 2 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 2 0 0 0 0 2 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 0 0 0 0 7 0 0 5 0 12 0 0 0 0 0 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 100% 0% 0% 100% 0%
APP/DEPART 0 / 0 0 / 0 7 / 7 5 / 5 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 1 0 0 3 0 4 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 100% 0% 0% 100% 0%
PEAK HR FACTOR 0.000 0.000 0.250 0.375 0.500
APP/DEPART 0 / 0 0 / 0 1 / 1 3 / 3 0
Arendt

NORTH SIDE
Clinton Keith WEST SIDE EAST SIDE Clinton Keith

SOUTH SIDE
Arendt

RTORU-TURNS
Arendt Arendt Clinton Keith Clinton Keith
AM
7:30 AM
PM
4:00 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

3.1-49

DATE: LOCATION: Murrieta PROJECT #: SC3654
10/27/22 NORTH & SOUTH: Arendt LOCATION #: 6
THURSDAY EAST & WEST: Clinton Keith CONTROL: NO SIGNAL
CLASS 4: NOTES: AM ▲
4 OR MORE PM N
AXLE MD ◄ W E ►

TRUCKS OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: X X X X X 0 X 3 X X 3 0 X X X X
7:00 AM 0 0 0 0 0 0 0 4 0 0 6 0 10 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 4 0 0 3 0 7 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 5 0 0 1 0 6 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 1 0 0 3 0 4 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 2 0 0 3 0 5 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 4 0 0 3 0 7 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 1 0 0 4 0 5 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 5 0 0 4 0 9 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 0 0 0 0 26 0 0 27 0 53 0 0 0 0 0 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 100% 0% 0% 100% 0%
APP/DEPART 0 / 0 0 / 0 26 / 26 27 / 27 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 12 0 0 10 0 22 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 100% 0% 0% 100% 0%
PEAK HR FACTOR 0.000 0.000 0.600 0.833 0.786
APP/DEPART 0 / 0 0 / 0 12 / 12 10 / 10 0 4:00 PM 0 0 0 0 0 0 0 2 0 0 2 0 4 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 1 0 0 2 0 3 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 3 0 0 0 0 3 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 2 0 0 2 0 4 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 0 0 0 0 11 0 0 7 0 18 0 0 0 0 0 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 100% 0% 0% 100% 0%
APP/DEPART 0 / 0 0 / 0 11 / 11 7 / 7 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 7 0 0 4 0 11 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 100% 0% 0% 100% 0%
PEAK HR FACTOR 0.000 0.000 0.583 0.500 0.688
APP/DEPART 0 / 0 0 / 0 7 / 7 4 / 4 0
Arendt

NORTH SIDE
Clinton Keith WEST SIDE EAST SIDE Clinton Keith

SOUTH SIDE
Arendt

RTORU-TURNS
Arendt Arendt Clinton Keith Clinton Keith
AM
7:30 AM
PM
4:00 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

3.1-50

DATE: LOCATION: Murrieta PROJECT #: SC3654
10/27/22 NORTH & SOUTH: Arendt LOCATION #: 6
THURSDAY EAST & WEST: Clinton Keith CONTROL: NO SIGNAL
CLASS 5: NOTES: AM ▲

RV PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: X X X X X 0 X 3 X X 3 0 X X X X
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 100% 0%
APP/DEPART 0 / 0 0 / 0 0 / 0 1 / 1 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0
Arendt

NORTH SIDE
Clinton Keith WEST SIDE EAST SIDE Clinton Keith

SOUTH SIDE
Arendt

RTORU-TURNS
Arendt Arendt Clinton Keith Clinton Keith
AM
7:30 AM
PM
4:00 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

3.1-51

DATE: LOCATION: Murrieta PROJECT #: SC3654
10/27/22 NORTH & SOUTH: Arendt LOCATION #: 6
THURSDAY EAST & WEST: Clinton Keith CONTROL: NO SIGNAL
CLASS 6: NOTES: AM ▲
PM N
BUSES MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: X X X X X 0 X 3 X X 3 0 X X X X
7:00 AM 0 0 0 0 0 0 0 0 0 0 3 0 3 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 1 0 0 1 0 2 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 1 0 0 1 0 2 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 2 0 0 3 0 5 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 2 0 0 2 0 4 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 1 0 0 2 0 3 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 1 0 0 1 0 2 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 2 0 2 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 0 0 0 0 8 0 0 15 0 23 0 0 0 0 0 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 100% 0% 0% 100% 0%
APP/DEPART 0 / 0 0 / 0 8 / 8 15 / 15 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 6 0 0 8 0 14 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 100% 0% 0% 100% 0%
PEAK HR FACTOR 0.000 0.000 0.750 0.667 0.700
APP/DEPART 0 / 0 0 / 0 6 / 6 8 / 8 0
4:00 PM 0 0 0 0 0 0 0 5 0 0 1 0 6 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 0 0 0 0 5 0 0 2 0 7 0 0 0 0 0 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 100% 0% 0% 100% 0%
APP/DEPART 0 / 0 0 / 0 5 / 5 2 / 2 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 5 0 0 2 0 7 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 100% 0% 0% 100% 0%
PEAK HR FACTOR 0.000 0.000 0.250 0.500 0.292
APP/DEPART 0 / 0 0 / 0 5 / 5 2 / 2 0
Arendt

NORTH SIDE
Clinton Keith WEST SIDE EAST SIDE Clinton Keith

SOUTH SIDE
Arendt

RTORU-TURNS
Arendt Arendt Clinton Keith Clinton Keith
AM
7:30 AM
PM
4:00 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

3.1-52
Whitewood I Traffic Analysis

14984-03 TA Report REV2
APPENDIX 3.2: EXISTING (2022) CONDITIONS INTERSECTION

OPERATIONS ANALYSIS WORKSHEETS

Whitewood I Traffic Analysis

14984-03 TA Report REV2
This Page Intentionally Left Blank

Timings Whitewood I (JN:14984)
1: I-215 SB Ramps & Clinton Keith Rd. 03/22/2023
Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Lane Group EBT EBR WBT WBR SBT SBR
Lane Configurations
Traffic Volume (vph) 1333 379 955 572 2 787
Future Volume (vph) 1333 379 955 572 2 787
Turn Type NA Perm NA Free NA Perm
Protected Phases 2 6 4
Permitted Phases 2 Free 4
Detector Phase 2 2 6 4 4
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 32.8 32.8 23.8 23.8 23.8
Total Split (s) 57.0 57.0 57.0 53.0 53.0
Total Split (%) 51.8% 51.8% 51.8% 48.2% 48.2%
Yellow Time (s) 4.8 4.8 4.8 4.8 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.8 5.8 5.8 5.8 5.8
Lead/Lag
Lead-Lag Optimize?
Recall Mode C-Min C-Min C-Min None None
Act Effct Green (s) 59.7 59.7 59.7 110.0 38.7 38.7
Actuated g/C Ratio 0.54 0.54 0.54 1.00 0.35 0.35
v/c Ratio 0.52 0.43 0.37 0.39 0.48 0.84
Control Delay 17.9 3.3 3.9 2.3 29.7 36.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 17.9 3.3 3.9 2.3 29.7 36.4

L O S BAAACD
Approach Delay 14.7 3.3 34.7
Approach LOS B A C
Intersection Summary
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow, Master Intersection Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.84
Intersection Signal Delay: 15.6 Intersection LOS: B
Intersection Capacity Utilization 55.7% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 1: I-215 SB Ramps & Clinton Keith Rd.

3.2-1
HCM 6th Signalized Intersection Summary Whitewood I (JN:14984) 1: I-215 SB Ramps & Clinton Keith Rd. 03/22/2023
Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1333 379 0 955 572 0 0 0 265 2 787 Future Volume (veh/h) 0 1333 379 0 955 572 0 0 0 265 2 787 Initial Q (Qb), veh 000000 000
Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1826 1826 0 1811 1826 1737 1900 1737 Adj Flow Rate, veh/h 0 1389 395 0 995 0 276 2 587
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 055065 1 10 1 1
Cap, veh/h 0 3174 935 0 3148 463 3 668
Arrive On Green 0.00 0.64 0.64 0.00 1.00 0.00 0.26 0.26 0.26 Sat Flow, veh/h 0 5149 1469 0 5107 1547 1797 13 2591
Grp Volume(v), veh/h 0 1389 395 0 995 0 278 0 587
Grp Sat Flow(s),veh/h/ln 0 1662 1469 0 1648 1547 1810 0 1295 Q Serve(g_s), s 0.0 15.4 14.7 0.0 0.0 0.0 14.8 0.0 23.9 Cycle Q Clear(g_c), s 0.0 15.4 14.7 0.0 0.0 0.0 14.8 0.0 23.9 Prop In Lane 0.00 1.00 0.00 1.00 0.99 1.00
Lane Grp Cap(c), veh/h 0 3174 935 0 3148 467 0 668
V/C Ratio(X) 0.00 0.44 0.42 0.00 0.32 0.60 0.00 0.88
Avail Cap(c_a), veh/h 0 3174 935 0 3148 777 0 1112
HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.00 0.79 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 10.1 9.9 0.0 0.0 0.0 35.8 0.0 39.2 Incr Delay (d2), s/veh 0.0 0.4 1.4 0.0 0.2 0.0 0.5 0.0 2.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 5.0 4.4 0.0 0.1 0.0 6.5 0.0 7.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 10.5 11.3 0.0 0.2 0.0 36.2 0.0 41.6 LnGrp LOS ABBAA DAD
Approach Vol, veh/h 1784 995 865
Approach Delay, s/veh 10.7 0.2 39.9
Approach LOS B A D
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 75.8 34.2 75.8
Change Period (Y+Rc), s 5.8 5.8 5.8
Max Green Setting (Gmax), s 51.2 47.2 51.2
Max Q Clear Time (g_c+I1), s 17.4 25.9 2.0
Green Ext Time (p_c), s 8.5 2.4 4.7
Intersection Summary
HCM 6th Ctrl Delay 14.8
HCM 6th LOS B
Notes
Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

3.2-2
Timings Whitewood I (JN:14984)
2: I-215 NB Ramps & Clinton Keith Rd. 11/07/2022
Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 3
Lane Group EBT EBR WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 999 555 1376 204 548
Future Volume (vph) 999 555 1376 204 548
Turn Type NA Perm NA Prot Prot
Protected Phases 2 6 8 8
Permitted Phases 2
Detector Phase 22688
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 43.8 43.8 22.0 22.0 22.0
Total Split (s) 62.0 62.0 62.0 48.0 48.0
Total Split (%) 56.4% 56.4% 56.4% 43.6% 43.6%
Yellow Time (s) 4.8 4.8 4.8 4.8 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.8 5.8 5.8 5.8 5.8
Lead/Lag
Lead-Lag Optimize?
Recall Mode C-Min C-Min C-Min None None
Act Effct Green (s) 65.8 65.8 65.8 32.6 32.6
Actuated g/C Ratio 0.60 0.60 0.60 0.30 0.30
v/c Ratio 0.37 0.60 0.51 0.81 0.86
Control Delay 7.0 6.9 16.9 44.6 51.3
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 7.0 6.9 16.9 44.6 51.3

LOS A A B D D
Approach Delay 7.0 16.9 47.9
Approach LOS A B D
Intersection Summary
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 12 (11%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 70
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.86
Intersection Signal Delay: 19.0 Intersection LOS: B
Intersection Capacity Utilization 64.0% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 2: I-215 NB Ramps & Clinton Keith Rd.

3.2-3
HCM 6th Signalized Intersection Summary Whitewood I (JN:14984) 2: I-215 NB Ramps & Clinton Keith Rd. 11/07/2022
Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 4
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 999 555 0 1376 204 548
Future Volume (veh/h) 999 555 0 1376 204 548
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1796 1841 0 1811 1856 1841
Adj Flow Rate, veh/h 1086 0 0 1496 319 326
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 740634
Cap, veh/h 3256 0 3283 407 360
Arrive On Green 1.00 0.00 0.00 0.22 0.23 0.23
Sat Flow, veh/h 5065 1560 0 5270 1767 1560
Grp Volume(v), veh/h 1086 0 0 1496 319 326
Grp Sat Flow(s),veh/h/ln 1635 1560 0 1648 1767 1560
Q Serve(g_s), s 0.0 0.0 0.0 28.9 18.6 22.4
Cycle Q Clear(g_c), s 0.0 0.0 0.0 28.9 18.6 22.4
Prop In Lane 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 3256 0 3283 407 360
V/C Ratio(X) 0.33 0.00 0.46 0.78 0.91
Avail Cap(c_a), veh/h 3256 0 3283 678 598
HCM Platoon Ratio 2.00 2.00 1.00 0.33 1.00 1.00
Upstream Filter(I) 0.84 0.00 0.00 0.82 1.00 1.00
Uniform Delay (d), s/veh 0.0 0.0 0.0 25.7 39.7 41.2
Incr Delay (d2), s/veh 0.2 0.0 0.0 0.4 1.3 6.8
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.1 0.0 0.0 12.7 8.1 9.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.2 0.0 0.0 26.1 41.0 47.9
LnGrp LOS A A C D D
Approach Vol, veh/h 1086 1496 645
Approach Delay, s/veh 0.2 26.1 44.5
Approach LOS A C D
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 78.8 78.8 31.2
Change Period (Y+Rc), s 5.8 5.8 5.8
Max Green Setting (Gmax), s 56.2 56.2 42.2
Max Q Clear Time (g_c+I1), s 2.0 30.9 24.4
Green Ext Time (p_c), s 5.3 7.6 1.0
Intersection Summary
HCM 6th Ctrl Delay 21.1
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [EBR, WBT] is excluded from calculations of the approach delay and intersection delay.

3.2-4
Timings Whitewood I (JN:14984)
3: Warm Springs Pkwy. & Clinton Keith Rd. 11/07/2022
Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 5
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 207 957 135 1197 220 23 4 7 138 58 244 Future Volume (vph) 207 957 135 1197 220 23 4 7 138 58 244 Turn Type Prot NA Prot NA pm+ov Prot NA Perm Prot NA pm+ov Protected Phases 7438152 167
Permitted Phases 8 2 6
Detector Phase 74381522167
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 5.0 10.0 10.0 5.0 10.0 5.0 Minimum Split (s) 9.6 22.8 9.6 22.8 9.6 9.1 26.6 26.6 9.6 26.6 9.6 Total Split (s) 17.3 46.3 22.1 51.1 15.0 9.1 26.6 26.6 15.0 32.5 17.3 Total Split (%) 15.7% 42.1% 20.1% 46.5% 13.6% 8.3% 24.2% 24.2% 13.6% 29.5% 15.7% Yellow Time (s) 3.6 4.8 3.6 4.8 3.6 3.6 3.6 3.6 3.6 3.6 3.6 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 0.5 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 4.6 5.8 4.6 4.1 4.6 4.6 4.6 4.6 4.6 Lead/Lag Lead Lag Lead Lag Lead Lead Lag Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None C-Max None None Max Max None Max None Act Effct Green (s) 11.1 44.7 13.3 46.9 57.0 5.0 23.5 23.5 8.9 31.5 42.6 Actuated g/C Ratio 0.10 0.41 0.12 0.43 0.52 0.05 0.21 0.21 0.08 0.29 0.39 v/c Ratio 0.66 0.65 0.70 0.61 0.26 0.17 0.01 0.02 0.55 0.12 0.26 Control Delay 54.4 28.4 63.5 26.3 2.2 53.0 35.5 0.0 56.1 31.7 12.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 54.4 28.4 63.5 26.3 2.2 53.0 35.5 0.0 56.1 31.7 12.0

L O S DCECADDAECB
Approach Delay 32.3 26.1 40.0 28.4
Approach LOS C C D C
Intersection Summary
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Green Natural Cycle: 80
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.70
Intersection Signal Delay: 29.1 Intersection LOS: C
Intersection Capacity Utilization 62.1% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 3: Warm Springs Pkwy. & Clinton Keith Rd.

3.2-5
HCM 6th Signalized Intersection Summary Whitewood I (JN:14984) 3: Warm Springs Pkwy. & Clinton Keith Rd. 11/07/2022
Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 207 957 232 135 1197 220 23 4 7 138 58 244 Future Volume (veh/h) 207 957 232 135 1197 220 23 4 7 138 58 244 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 0.99 1.00 0.89 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 230 1063 230 150 1330 216 26 4 5 153 64 189 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 222222222222
Cap, veh/h 295 1869 404 179 2361 829 86 397 334 214 474 865 Arrive On Green 0.03 0.15 0.15 0.10 0.46 0.46 0.02 0.21 0.21 0.06 0.25 0.25 Sat Flow, veh/h 3456 4180 903 1781 5106 1582 3456 1870 1574 3456 1870 2470 Grp Volume(v), veh/h 230 866 427 150 1330 216 26 4 5 153 64 189 Grp Sat Flow(s),veh/h/ln 1728 1702 1679 1781 1702 1582 1728 1870 1574 1728 1870 1235 Q Serve(g_s), s 7.3 26.0 26.1 9.1 20.8 8.3 0.8 0.2 0.3 4.8 2.9 6.0 Cycle Q Clear(g_c), s 7.3 26.0 26.1 9.1 20.8 8.3 0.8 0.2 0.3 4.8 2.9 6.0 Prop In Lane 1.00 0.54 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 295 1522 751 179 2361 829 86 397 334 214 474 865 V/C Ratio(X) 0.78 0.57 0.57 0.84 0.56 0.26 0.30 0.01 0.01 0.72 0.13 0.22 Avail Cap(c_a), veh/h 399 1522 751 283 2361 829 157 397 334 327 474 865 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.85 0.85 0.85 0.53 0.53 0.53 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.4 37.0 37.0 48.6 21.5 14.4 52.7 34.2 34.2 50.7 31.7 26.0 Incr Delay (d2), s/veh 3.9 1.3 2.7 3.5 0.5 0.4 0.7 0.0 0.1 1.7 0.6 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.4 12.0 12.2 4.1 7.8 2.8 0.4 0.1 0.1 2.1 1.4 1.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 56.3 38.3 39.7 52.1 22.0 14.8 53.4 34.3 34.3 52.3 32.3 26.6 LnGrp LOS E DDDCBDCCDCC
Approach Vol, veh/h 1523 1696 35 406
Approach Delay, s/veh 41.4 23.8 48.5 37.2
Approach LOS DCDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.4 27.9 15.7 55.0 6.8 32.5 14.0 56.7 Change Period (Y+Rc), s 4.6 4.6 4.6 5.8 4.1 4.6 4.6 5.8 Max Green Setting (Gmax), s 10.4 22.0 17.5 40.5 5.0 27.9 12.7 45.3 Max Q Clear Time (g_c+I1), s 6.8 2.3 11.1 28.1 2.8 8.0 9.3 22.8 Green Ext Time (p_c), s 0.1 0.0 0.1 6.4 0.0 1.1 0.1 10.3 Intersection Summary
HCM 6th Ctrl Delay 32.8
HCM 6th LOS C

3.2-6
HCM 6th TWSC Whitewood I (JN:14984)
4: Whitewood Rd. & Moorefield St. 11/07/2022
Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 7
Intersection
Int Delay, s/veh 0.6
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 2 45 23 427 797 7
Future Vol, veh/h 2 45 23 427 797 7
Conflicting Peds, #/hr 0 00008
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 95 - - -
Veh in Median Storage, # 1 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 2 49 25 464 866 8

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1160 445 882 0 - 0
Stage 1 878 -----
Stage 2 282 -----
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver 189 561 762 - - -
Stage 1 367 -----
Stage 2 741 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 180 557 757 - - -
Mov Cap-2 Maneuver 284 -----
Stage 1 352 -----
Stage 2 736 -----

Approach EB NB SB
HCM Control Delay, s 12.4 0.5 0

HCM LOS B

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 757 - 535 - -
HCM Lane V/C Ratio 0.033 - 0.095 - -
HCM Control Delay (s) 9.9 - 12.4 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0.1 - 0.3 - -

3.2-7
Timings Whitewood I (JN:14984)
5: Clinton Keith Rd. & Whitewood Rd. 03/22/2023
Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 205 856 343 1263 181 129 105 120 446 Future Volume (vph) 205 856 343 1263 181 129 105 120 446 Turn Type Prot NA Prot NA Perm Prot NA Prot NA
Protected Phases 7438 5216
Permitted Phases 8
Detector Phase 743885216
Switch Phase
Minimum Initial (s) 6.0 10.0 6.0 10.0 10.0 6.0 10.0 6.0 10.0 Minimum Split (s) 10.6 43.5 10.6 43.5 43.5 10.6 42.8 10.6 42.8 Total Split (s) 10.6 44.2 12.0 45.6 45.6 11.0 42.8 11.0 42.8 Total Split (%) 9.6% 40.2% 10.9% 41.5% 41.5% 10.0% 38.9% 10.0% 38.9% Yellow Time (s) 3.6 5.5 3.6 5.5 5.5 3.6 4.8 3.6 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.5 4.6 6.5 6.5 4.6 5.8 4.6 5.8 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None C-Min None C-Min C-Min None None None None Act Effct Green (s) 9.1 37.5 10.5 38.9 38.9 6.6 33.9 6.6 33.9 Actuated g/C Ratio 0.08 0.34 0.10 0.35 0.35 0.06 0.31 0.06 0.31 v/c Ratio 0.78 0.66 1.13 0.75 0.29 1.32 0.20 1.23 0.74
Control Delay 55.0 32.6 136.9 34.6 4.7 240.5 14.2 207.3 32.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 55.0 32.6 136.9 34.6 4.7 240.5 14.2 207.3 32.0

L O S ECFCAFBFC
Approach Delay 36.2 51.2 103.6 56.4
Approach LOS D D F E
Intersection Summary
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 103.5 (94%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 110
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.32
Intersection Signal Delay: 51.9 Intersection LOS: D
Intersection Capacity Utilization 96.2% ICU Level of Service F Analysis Period (min) 15
Splits and Phases: 5: Clinton Keith Rd. & Whitewood Rd.

3.2-8
HCM 6th Signalized Intersection Summary Whitewood I (JN:14984) 5: Clinton Keith Rd. & Whitewood Rd. 03/22/2023
Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 205 856 192 343 1263 181 129 105 93 120 446 298 Future Volume (veh/h) 205 856 192 343 1263 181 129 105 93 120 446 298 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.97 1.00 0.98 1.00 0.90 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 220 920 141 369 1358 84 139 113 43 129 480 253 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 222222222222
Cap, veh/h 188 1581 241 232 1883 566 104 821 297 104 700 366 Arrive On Green 0.02 0.12 0.12 0.07 0.37 0.37 0.06 0.32 0.32 0.06 0.32 0.32 Sat Flow, veh/h 3456 4441 677 3456 5106 1535 1781 2540 918 1781 2166 1131 Grp Volume(v), veh/h 220 704 357 369 1358 84 139 77 79 129 393 340 Grp Sat Flow(s),veh/h/ln 1728 1702 1714 1728 1702 1535 1781 1777 1681 1781 1777 1521 Q Serve(g_s), s 6.0 21.6 21.7 7.4 25.2 4.0 6.4 3.4 3.7 6.4 21.1 21.5 Cycle Q Clear(g_c), s 6.0 21.6 21.7 7.4 25.2 4.0 6.4 3.4 3.7 6.4 21.1 21.5 Prop In Lane 1.00 0.40 1.00 1.00 1.00 0.55 1.00 0.74
Lane Grp Cap(c), veh/h 188 1212 610 232 1883 566 104 574 543 104 574 491 V/C Ratio(X) 1.17 0.58 0.58 1.59 0.72 0.15 1.34 0.13 0.14 1.24 0.68 0.69 Avail Cap(c_a), veh/h 188 1212 610 232 1883 566 104 598 565 104 598 511 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.73 0.73 0.73 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.0 40.8 40.8 51.3 29.9 23.2 51.8 26.3 26.4 51.8 32.4 32.5 Incr Delay (d2), s/veh 108.9 1.5 3.0 283.8 2.4 0.6 204.7 0.4 0.5 168.0 5.8 7.0 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 5.5 10.0 10.4 12.3 10.1 1.5 8.7 1.4 1.5 7.6 9.6 8.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 162.9 42.3 43.8 335.1 32.3 23.7 256.5 26.7 26.9 219.8 38.1 39.4 LnGrp LOS F D D F C C F C C F D D
Approach Vol, veh/h 1281 1811 295 862
Approach Delay, s/veh 63.4 93.6 135.1 65.8
Approach LOS E F F E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.0 41.3 12.0 45.7 11.0 41.3 10.6 47.1 Change Period (Y+Rc), s 4.6 5.8 4.6 6.5 4.6 5.8 4.6 6.5 Max Green Setting (Gmax), s 6.4 37.0 7.4 37.7 6.4 37.0 6.0 39.1 Max Q Clear Time (g_c+I1), s 8.4 5.7 9.4 23.7 8.4 23.5 8.0 27.2 Green Ext Time (p_c), s 0.0 2.1 0.0 8.7 0.0 7.4 0.0 9.5 Intersection Summary
HCM 6th Ctrl Delay 81.7
HCM 6th LOS F
Notes
User approved changes to right turn type.

3.2-9
Timings Whitewood I (JN:14984)
1: I-215 SB Ramps & Clinton Keith Rd. 03/22/2023
Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Lane Group EBT EBR WBT WBR SBT SBR
Lane Configurations
Traffic Volume (vph) 1653 339 1110 481 2 692
Future Volume (vph) 1653 339 1110 481 2 692
Turn Type NA Perm NA Free NA Perm
Protected Phases 2 6 4
Permitted Phases 2 Free 4
Detector Phase 2 2 6 4 4
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 32.8 32.8 23.8 23.8 23.8
Total Split (s) 62.0 62.0 62.0 48.0 48.0
Total Split (%) 56.4% 56.4% 56.4% 43.6% 43.6%
Yellow Time (s) 4.8 4.8 4.8 4.8 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.8 5.8 5.8 5.8 5.8
Lead/Lag
Lead-Lag Optimize?
Recall Mode C-Min C-Min C-Min None None
Act Effct Green (s) 66.3 66.3 66.3 110.0 32.1 32.1
Actuated g/C Ratio 0.60 0.60 0.60 1.00 0.29 0.29
v/c Ratio 0.57 0.33 0.38 0.32 0.73 0.82
Control Delay 15.2 2.3 6.8 0.8 43.3 38.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 15.2 2.3 6.8 0.8 43.3 38.7

L O S BAAADD
Approach Delay 13.0 5.0 40.3
Approach LOS B A D
Intersection Summary
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow, Master Intersection Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.82
Intersection Signal Delay: 16.4 Intersection LOS: B
Intersection Capacity Utilization 61.6% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 1: I-215 SB Ramps & Clinton Keith Rd.

3.2-10
HCM 6th Signalized Intersection Summary Whitewood I (JN:14984) 1: I-215 SB Ramps & Clinton Keith Rd. 03/22/2023
Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1653 339 0 1110 481 0 0 0 359 2 692 Future Volume (veh/h) 0 1653 339 0 1110 481 0 0 0 359 2 692 Initial Q (Qb), veh 000000 000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1811 1841 0 1841 1870 1826 1900 1841 Adj Flow Rate, veh/h 0 1687 228 0 1133 0 366 2 499
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 064042 504
Cap, veh/h 0 3255 1013 0 3309 425 2 648
Arrive On Green 0.00 0.66 0.66 0.00 1.00 0.00 0.24 0.24 0.24 Sat Flow, veh/h 0 5107 1538 0 5191 1585 1800 10 2745
Grp Volume(v), veh/h 0 1687 228 0 1133 0 368 0 499
Grp Sat Flow(s),veh/h/ln 0 1648 1538 0 1675 1585 1810 0 1373 Q Serve(g_s), s 0.0 19.5 6.5 0.0 0.0 0.0 21.4 0.0 18.7
Cycle Q Clear(g_c), s 0.0 19.5 6.5 0.0 0.0 0.0 21.4 0.0 18.7 Prop In Lane 0.00 1.00 0.00 1.00 0.99 1.00
Lane Grp Cap(c), veh/h 0 3255 1013 0 3309 427 0 648
V/C Ratio(X) 0.00 0.52 0.23 0.00 0.34 0.86 0.00 0.77
Avail Cap(c_a), veh/h 0 3255 1013 0 3309 694 0 1053
HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.00 0.82 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 9.7 7.5 0.0 0.0 0.0 40.3 0.0 39.2 Incr Delay (d2), s/veh 0.0 0.6 0.5 0.0 0.2 0.0 3.4 0.0 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 6.0 2.0 0.0 0.1 0.0 9.8 0.0 6.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 10.3 8.1 0.0 0.2 0.0 43.6 0.0 40.0 LnGrp LOS ABAAA DAD
Approach Vol, veh/h 1915 1133 867
Approach Delay, s/veh 10.1 0.2 41.5
Approach LOS B A D
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 78.2 31.8 78.2
Change Period (Y+Rc), s 5.8 5.8 5.8
Max Green Setting (Gmax), s 56.2 42.2 56.2
Max Q Clear Time (g_c+I1), s 21.5 23.4 2.0
Green Ext Time (p_c), s 10.5 2.5 5.6
Intersection Summary
HCM 6th Ctrl Delay 14.2
HCM 6th LOS B
Notes
Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

3.2-11
Timings Whitewood I (JN:14984)
2: I-215 NB Ramps & Clinton Keith Rd. 11/07/2022
Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 3
Lane Group EBT EBR WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 1410 607 1303 304 514
Future Volume (vph) 1410 607 1303 304 514
Turn Type NA Perm NA Prot Prot
Protected Phases 2 6 8 8
Permitted Phases 2
Detector Phase 22688
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 43.8 43.8 22.0 22.0 22.0
Total Split (s) 59.0 59.0 59.0 51.0 51.0
Total Split (%) 53.6% 53.6% 53.6% 46.4% 46.4%
Yellow Time (s) 4.8 4.8 4.8 4.8 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.8 5.8 5.8 5.8 5.8
Lead/Lag
Lead-Lag Optimize?
Recall Mode C-Min C-Min C-Min None None
Act Effct Green (s) 64.5 64.5 64.5 33.9 33.9
Actuated g/C Ratio 0.59 0.59 0.59 0.31 0.31
v/c Ratio 0.50 0.56 0.45 0.82 0.85
Control Delay 10.6 3.5 14.3 45.9 50.8
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 10.6 3.5 14.3 45.9 50.8

LOS B A B D D
Approach Delay 8.5 14.3 48.3
Approach LOS A B D
Intersection Summary
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 98 (89%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 70
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.85
Intersection Signal Delay: 18.2 Intersection LOS: B
Intersection Capacity Utilization 64.2% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 2: I-215 NB Ramps & Clinton Keith Rd.

3.2-12
HCM 6th Signalized Intersection Summary Whitewood I (JN:14984) 2: I-215 NB Ramps & Clinton Keith Rd. 11/07/2022
Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 4
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 1410 607 0 1303 304 514
Future Volume (veh/h) 1410 607 0 1303 304 514
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1826 1796 0 1856 1841 1841
Adj Flow Rate, veh/h 1439 0 0 1330 359 362
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98
Percent Heavy Veh, % 570344
Cap, veh/h 3193 0 3245 445 396
Arrive On Green 1.00 0.00 0.00 0.21 0.25 0.25
Sat Flow, veh/h 5149 1522 0 5400 1753 1560
Grp Volume(v), veh/h 1439 0 0 1330 359 362
Grp Sat Flow(s),veh/h/ln 1662 1522 0 1689 1753 1560
Q Serve(g_s), s 0.0 0.0 0.0 24.9 21.1 24.8
Cycle Q Clear(g_c), s 0.0 0.0 0.0 24.9 21.1 24.8
Prop In Lane 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 3193 0 3245 445 396
V/C Ratio(X) 0.45 0.00 0.41 0.81 0.91
Avail Cap(c_a), veh/h 3193 0 3245 720 641
HCM Platoon Ratio 2.00 2.00 1.00 0.33 1.00 1.00
Upstream Filter(I) 0.80 0.00 0.00 0.91 1.00 1.00
Uniform Delay (d), s/veh 0.0 0.0 0.0 25.4 38.5 39.9
Incr Delay (d2), s/veh 0.4 0.0 0.0 0.4 1.3 7.9
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.1 0.0 0.0 11.2 9.0 10.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.4 0.0 0.0 25.8 39.8 47.8
LnGrp LOS A A C D D
Approach Vol, veh/h 1439 1330 721
Approach Delay, s/veh 0.4 25.8 43.8
Approach LOS A C D
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 76.3 76.3 33.7
Change Period (Y+Rc), s 5.8 5.8 5.8
Max Green Setting (Gmax), s 53.2 53.2 45.2
Max Q Clear Time (g_c+I1), s 2.0 26.9 26.8
Green Ext Time (p_c), s 8.0 6.5 1.1
Intersection Summary
HCM 6th Ctrl Delay 19.0
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [EBR, WBT] is excluded from calculations of the approach delay and intersection delay.

3.2-13
Timings Whitewood I (JN:14984)
3: Warm Springs Pkwy. & Clinton Keith Rd. 11/07/2022
Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 5
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 357 1295 2 1124 212 9 3 240 2 407
Future Volume (vph) 357 1295 2 1124 212 9 3 240 2 407
Turn Type Prot NA Prot NA pm+ov Prot NA Prot NA pm+ov
Protected Phases 7438152167
Permitted Phases 8 6
Detector Phase 7438152167
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 5.0 10.0 5.0 10.0 5.0 Minimum Split (s) 9.6 22.8 9.6 22.8 9.5 9.6 26.6 9.5 26.6 9.6 Total Split (s) 23.0 54.8 9.6 41.4 19.0 9.6 26.6 19.0 36.0 23.0 Total Split (%) 20.9% 49.8% 8.7% 37.6% 17.3% 8.7% 24.2% 17.3% 32.7% 20.9% Yellow Time (s) 3.6 4.8 3.6 4.8 3.5 3.6 3.6 3.5 3.6 3.6 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) 4.6 5.8 4.6 5.8 4.5 4.6 4.6 4.5 4.6 4.6 Lead/Lag Lead Lag Lead Lag Lead Lead Lag Lead Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None C-Max None None None None None None Act Effct Green (s) 15.6 80.2 5.0 61.9 75.4 5.0 12.4 12.3 15.6 31.2 Actuated g/C Ratio 0.14 0.73 0.05 0.56 0.69 0.05 0.11 0.11 0.14 0.28 v/c Ratio 0.75 0.37 0.03 0.41 0.19 0.06 0.01 0.65 0.01 0.46 Control Delay 47.7 9.5 51.0 16.8 2.0 51.1 39.7 54.8 34.0 15.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 47.7 9.5 51.0 16.8 2.0 51.1 39.7 54.8 34.0 15.3

L O S DADBADDDCB
Approach Delay 17.5 14.5 48.3 29.9
Approach LOS B B D C
Intersection Summary
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Green Natural Cycle: 80
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.75
Intersection Signal Delay: 18.7 Intersection LOS: B
Intersection Capacity Utilization 59.8% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 3: Warm Springs Pkwy. & Clinton Keith Rd.

3.2-14
HCM 6th Signalized Intersection Summary Whitewood I (JN:14984) 3: Warm Springs Pkwy. & Clinton Keith Rd. 11/07/2022
Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 357 1295 35 2 1124 212 9 3 0 240 2 407 Future Volume (veh/h) 357 1295 35 2 1124 212 9 3 0 240 2 407 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 368 1335 34 2 1159 210 9 3 0 247 2 291 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, % 222222222222
Cap, veh/h 439 3146 80 5 2505 918 38 215 182 311 361 881 Arrive On Green 0.04 0.20 0.20 0.00 0.49 0.49 0.01 0.11 0.00 0.09 0.19 0.19 Sat Flow, veh/h 3456 5116 130 1781 5106 1579 3456 1870 1585 3456 1870 2725 Grp Volume(v), veh/h 368 888 481 2 1159 210 9 3 0 247 2 291 Grp Sat Flow(s),veh/h/ln 1728 1702 1843 1781 1702 1579 1728 1870 1585 1728 1870 1362 Q Serve(g_s), s 11.6 25.0 25.0 0.1 16.5 7.1 0.3 0.2 0.0 7.7 0.1 8.9 Cycle Q Clear(g_c), s 11.6 25.0 25.0 0.1 16.5 7.1 0.3 0.2 0.0 7.7 0.1 8.9 Prop In Lane 1.00 0.07 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 439 2093 1133 5 2505 918 38 215 182 311 361 881 V/C Ratio(X) 0.84 0.42 0.42 0.42 0.46 0.23 0.24 0.01 0.00 0.79 0.01 0.33 Avail Cap(c_a), veh/h 578 2093 1133 81 2505 918 157 374 317 456 534 1132 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.79 0.79 0.79 0.78 0.78 0.78 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.6 26.9 26.9 54.8 18.5 11.1 53.9 43.1 0.0 49.0 35.8 28.5 Incr Delay (d2), s/veh 5.2 0.5 0.9 15.8 0.5 0.5 1.2 0.0 0.0 3.4 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.6 11.4 12.5 0.1 6.1 2.4 0.1 0.1 0.0 3.5 0.0 2.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 56.8 27.4 27.8 70.6 18.9 11.6 55.1 43.2 0.0 52.4 35.8 28.7 LnGrp LOS E C C EBBEDADDC
Approach Vol, veh/h 1737 1371 12 540
Approach Delay, s/veh 33.7 17.9 52.1 39.6
Approach LOS C B D D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 14.4 17.2 4.9 73.4 5.8 25.9 18.6 59.8 Change Period (Y+Rc), s 4.5 4.6 4.6 5.8 4.6 4.6 4.6 5.8 Max Green Setting (Gmax), s 14.5 22.0 5.0 49.0 5.0 31.4 18.4 35.6 Max Q Clear Time (g_c+I1), s 9.7 2.2 2.1 27.0 2.3 10.9 13.6 18.5 Green Ext Time (p_c), s 0.2 0.0 0.0 9.1 0.0 1.2 0.3 7.8 Intersection Summary
HCM 6th Ctrl Delay 28.7
HCM 6th LOS C

3.2-15
HCM 6th TWSC Whitewood I (JN:14984)
4: Whitewood Rd. & Moorefield St. 11/07/2022
Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 7
Intersection
Int Delay, s/veh 0.5
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 4 37 31 839 630 3
Future Vol, veh/h 4 37 31 839 630 3
Conflicting Peds, #/hr 0 00007
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 95 - - -
Veh in Median Storage, # 1 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 98 98 98 98 98 98
Heavy Vehicles, % 2 22222
Mvmt Flow 4 38 32 856 643 3

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1144 330 653 0 - 0
Stage 1 652 -----
Stage 2 492 -----
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver 193 666 930 - - -
Stage 1 480 -----
Stage 2 580 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 184 662 925 - - -
Mov Cap-2 Maneuver 316 -----
Stage 1 460 -----
Stage 2 577 -----

Approach EB NB SB
HCM Control Delay, s 11.5 0.3 0

HCM LOS B

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 925 - 598 - -
HCM Lane V/C Ratio 0.034 - 0.07 - -
HCM Control Delay (s) 9 - 11.5 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0.1 - 0.2 - -

3.2-16
Timings Whitewood I (JN:14984)
5: Clinton Keith Rd. & Whitewood Rd. 03/22/2023
Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 321 993 182 828 124 169 457 126 252 Future Volume (vph) 321 993 182 828 124 169 457 126 252 Turn Type Prot NA Prot NA Perm Prot NA Prot NA
Protected Phases 7438 5216
Permitted Phases 8
Detector Phase 743885216
Switch Phase
Minimum Initial (s) 6.0 10.0 6.0 10.0 10.0 6.0 10.0 6.0 10.0 Minimum Split (s) 10.6 43.5 10.6 43.5 43.5 10.6 42.8 10.6 42.8 Total Split (s) 11.0 45.6 10.6 45.2 45.2 11.0 42.8 11.0 42.8 Total Split (%) 10.0% 41.5% 9.6% 41.1% 41.1% 10.0% 38.9% 10.0% 38.9% Yellow Time (s) 3.6 5.5 3.6 5.5 5.5 3.6 4.8 3.6 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.5 4.6 6.5 6.5 4.6 5.8 4.6 5.8 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None C-Min None C-Min C-Min None None None None Act Effct Green (s) 12.0 39.8 9.6 37.4 37.4 7.7 31.4 7.7 31.4 Actuated g/C Ratio 0.11 0.36 0.09 0.34 0.34 0.07 0.29 0.07 0.29 v/c Ratio 0.88 0.71 0.63 0.49 0.21 1.41 0.68 1.06 0.54
Control Delay 78.2 27.2 59.5 29.7 5.2 264.4 34.1 147.1 24.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 78.2 27.2 59.5 29.7 5.2 264.4 34.1 147.1 24.4

L O S ECECAFCFC
Approach Delay 37.6 31.8 80.7 47.6
Approach LOS D C F D
Intersection Summary
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 120
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.41
Intersection Signal Delay: 46.2 Intersection LOS: D
Intersection Capacity Utilization 81.1% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 5: Clinton Keith Rd. & Whitewood Rd.

3.2-17
HCM 6th Signalized Intersection Summary Whitewood I (JN:14984) 5: Clinton Keith Rd. & Whitewood Rd. 03/22/2023
Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 321 993 253 182 828 124 169 457 209 126 252 288 Future Volume (veh/h) 321 993 253 182 828 124 169 457 209 126 252 288 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.99 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 331 1024 131 188 854 86 174 471 160 130 260 221 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, % 222222222222
Cap, veh/h 201 2013 257 188 2229 692 104 654 221 104 466 382 Arrive On Green 0.02 0.15 0.15 0.05 0.44 0.44 0.06 0.25 0.25 0.06 0.25 0.25 Sat Flow, veh/h 3456 4574 584 3456 5106 1585 1781 2600 876 1781 1852 1516 Grp Volume(v), veh/h 331 762 393 188 854 86 174 321 310 130 249 232 Grp Sat Flow(s),veh/h/ln 1728 1702 1754 1728 1702 1585 1781 1777 1699 1781 1777 1591 Q Serve(g_s), s 6.4 22.7 22.8 6.0 12.4 3.6 6.4 18.1 18.4 6.4 13.4 14.0 Cycle Q Clear(g_c), s 6.4 22.7 22.8 6.0 12.4 3.6 6.4 18.1 18.4 6.4 13.4 14.0 Prop In Lane 1.00 0.33 1.00 1.00 1.00 0.52 1.00 0.95
Lane Grp Cap(c), veh/h 201 1498 772 188 2229 692 104 447 428 104 447 400 V/C Ratio(X) 1.65 0.51 0.51 1.00 0.38 0.12 1.68 0.72 0.73 1.25 0.56 0.58 Avail Cap(c_a), veh/h 201 1498 772 188 2229 692 104 598 572 104 598 535 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.91 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.9 36.0 36.1 52.0 21.0 18.5 51.8 37.6 37.7 51.8 35.8 36.1 Incr Delay (d2), s/veh 310.3 1.1 2.2 64.7 0.5 0.4 343.7 8.1 8.8 171.6 4.1 5.0 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 11.5 10.5 11.1 4.2 4.8 1.3 12.7 8.6 8.4 7.7 6.1 5.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 364.2 37.1 38.2 116.7 21.5 18.8 395.5 45.7 46.5 223.4 40.0 41.1 LnGrp LOS F D D F C B F D D F D D
Approach Vol, veh/h 1486 1128 805 611
Approach Delay, s/veh 110.3 37.1 121.6 79.4
Approach LOS F D F E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.0 33.5 10.6 54.9 11.0 33.5 11.0 54.5 Change Period (Y+Rc), s 4.6 5.8 4.6 6.5 4.6 5.8 4.6 6.5 Max Green Setting (Gmax), s 6.4 37.0 6.0 39.1 6.4 37.0 6.4 38.7 Max Q Clear Time (g_c+I1), s 8.4 20.4 8.0 24.8 8.4 16.0 8.4 14.4 Green Ext Time (p_c), s 0.0 7.3 0.0 9.5 0.0 6.3 0.0 10.9 Intersection Summary
HCM 6th Ctrl Delay 87.4
HCM 6th LOS F

3.2-18
Whitewood I Traffic Analysis

14984-03 TA Report

APPENDIX 3.3: EXISTING (2022) CONDITIONS TRAFFIC SIGNAL

WARRANT ANALYSIS WORKSHEETS
Whitewood I Traffic Analysis

14984-03 TA Report
This Page Intentionally Left Blank
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = Existing (2022) Conditions - Weekday AM Peak Hour Major Street Name = Whitewood Rd. Total of Both Approaches (VPH) = 1254 Number of Approach Lanes on Major Street = 2
Minor Street Name = Moorefield St. High Volume Approach (VPH) = 47 Number of Approach Lanes On Minor Street = 1
*Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane

SIGNAL WARRANT NOT SATISFIED
1254
47 0
100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 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

3.3-1
This Page Intentionally Left Blank

3.3-2
Whitewood I Traffic Analysis

14984-03 TA Report REV2
APPENDIX 3.4: EXISTING (2022) CONDITIONS QUEUING ANALYSIS

WORKSHEETS

Whitewood I Traffic Analysis

14984-03 TA Report REV2
This Page Intentionally Left Blank
Queues Whitewood I (JN:14984)
1: I-215 SB Ramps & Clinton Keith Rd. 04/18/2023
Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Lane Group EBT EBR WBT WBR SBT SBR
Lane Group Flow (vph) 1389 395 995 596 278 820
v/c Ratio 0.52 0.43 0.37 0.39 0.48 0.84
Control Delay 17.9 3.3 3.9 2.3 29.7 36.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 17.9 3.3 3.9 2.3 29.7 36.4
Queue Length 50th (ft) 221 0 46 30 150 262
Queue Length 95th (ft) 311 53 45 68 201 308
Internal Link Dist (ft) 3691 655 1955
Turn Bay Length (ft) 415 460
Base Capacity (vph) 2685 922 2660 1538 702 1164
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.52 0.43 0.37 0.39 0.40 0.70
Intersection Summary

3.4-1
Queues Whitewood I (JN:14984)
2: I-215 NB Ramps & Clinton Keith Rd. 04/18/2023
Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 2
Lane Group EBT EBR WBT NBL NBR
Lane Group Flow (vph) 1086 603 1496 419 399
v/c Ratio 0.37 0.60 0.51 0.81 0.86
Control Delay 6.6 6.5 17.3 44.6 51.3
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 6.6 6.5 17.3 44.6 51.3
Queue Length 50th (ft) 62 79 345 251 256
Queue Length 95th (ft) 74 185 450 325 340
Internal Link Dist (ft) 655 1214 1627
Turn Bay Length (ft) 1000
Base Capacity (vph) 2906 1007 2933 661 589
Starvation Cap Reductn 00000
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.37 0.60 0.51 0.63 0.68
Intersection Summary

3.4-2
Queues Whitewood I (JN:14984)
3: Warm Springs Pkwy. & Clinton Keith Rd. 04/18/2023
Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 3
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 230 1321 150 1330 244 26 4 8 153 64 271 v/c Ratio 0.66 0.65 0.70 0.61 0.26 0.17 0.01 0.02 0.55 0.12 0.26 Control Delay 53.7 28.6 69.0 17.1 2.1 53.0 35.5 0.0 56.1 31.7 12.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 53.7 28.6 69.0 17.1 2.1 53.0 35.5 0.0 56.1 31.7 12.0 Queue Length 50th (ft) 85 243 89 315 23 9 2 0 54 35 37
Queue Length 95th (ft) 113 349 m110 m361 m33 24 12 0 87 71 67 Internal Link Dist (ft) 1214 1800 364 517
Turn Bay Length (ft) 305 200 220 55 55 345 345
Base Capacity (vph) 396 2026 281 2168 943 156 397 492 324 534 1069 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.58 0.65 0.53 0.61 0.26 0.17 0.01 0.02 0.47 0.12 0.25 Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

3.4-3
HCM 6th TWSC Whitewood I (JN:14984)
4: Whitewood Rd. & Moorefield St. 04/18/2023
Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 4
Intersection
Int Delay, s/veh 0.6
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 2 45 23 427 797 7
Future Vol, veh/h 2 45 23 427 797 7
Conflicting Peds, #/hr 0 00008
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 95 - - -
Veh in Median Storage, # 1 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 2 49 25 464 866 8

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1160 445 882 0 - 0
Stage 1 878 -----
Stage 2 282 -----
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver *253 561 762 - - -
Stage 1 *367 -----
Stage 2 *880 -----
Platoon blocked, % 1 - - -
Mov Cap-1 Maneuver *242 557 757 - - -
Mov Cap-2 Maneuver *306 -----
Stage 1 *352 -----
Stage 2 *874 -----

Approach EB NB SB
HCM Control Delay, s 12.4 0.5 0

HCM LOS B

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 757 - 538 - -
HCM Lane V/C Ratio 0.033 - 0.095 - -
HCM Control Delay (s) 9.9 - 12.4 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0.1 - 0.3 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon

3.4-4
Queues Whitewood I (JN:14984)
5: Clinton Keith Rd. & Whitewood Rd. 04/18/2023
Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 5
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 220 1126 369 1358 195 139 213 129 800 v/c Ratio 0.78 0.66 1.13 0.75 0.29 1.32 0.20 1.23 0.74
Control Delay 55.2 32.4 136.9 34.6 4.7 240.5 14.2 207.3 32.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 55.2 32.4 136.9 34.6 4.7 240.5 14.2 207.3 32.0 Queue Length 50th (ft) ~89 298 ~186 305 0 ~129 28 ~114 213 Queue Length 95th (ft) #169 347 #288 363 47 #256 56 #236 282 Internal Link Dist (ft) 1800 2737 462 539
Turn Bay Length (ft) 315 240 350 340 135
Base Capacity (vph) 282 1715 326 1807 669 105 1162 105 1168 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.78 0.66 1.13 0.75 0.29 1.32 0.18 1.23 0.68 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

Queue shown is maximum after two cycles.

3.4-5

3.4-6
Queues Whitewood I (JN:14984)
1: I-215 SB Ramps & Clinton Keith Rd. 04/18/2023
Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Lane Group EBT EBR WBT WBR SBT SBR
Lane Group Flow (vph) 1687 346 1133 491 368 706
v/c Ratio 0.57 0.33 0.38 0.32 0.73 0.82
Control Delay 15.2 2.3 6.8 0.8 43.3 38.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 15.2 2.3 6.8 0.8 43.3 38.7
Queue Length 50th (ft) 246 0 58 0 234 230
Queue Length 95th (ft) 358 43 84 12 302 273
Internal Link Dist (ft) 3691 655 1955
Turn Bay Length (ft) 415 460
Base Capacity (vph) 2948 1057 3006 1550 661 1108
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.57 0.33 0.38 0.32 0.56 0.64
Intersection Summary

3.4-7
Queues Whitewood I (JN:14984)
2: I-215 NB Ramps & Clinton Keith Rd. 04/18/2023
Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 2
Lane Group EBT EBR WBT NBL NBR
Lane Group Flow (vph) 1439 619 1330 436 398
v/c Ratio 0.50 0.56 0.45 0.82 0.85
Control Delay 10.6 3.5 13.1 45.9 50.8
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 10.6 3.5 13.1 45.9 50.8
Queue Length 50th (ft) 136 3 263 272 264
Queue Length 95th (ft) 191 59 357 344 344
Internal Link Dist (ft) 655 1214 1627
Turn Bay Length (ft) 1000
Base Capacity (vph) 2897 1108 2953 704 616
Starvation Cap Reductn 00000
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.50 0.56 0.45 0.62 0.65
Intersection Summary

3.4-8
Queues Whitewood I (JN:14984)
3: Warm Springs Pkwy. & Clinton Keith Rd. 04/18/2023
Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 3
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 368 1371 2 1159 219 9 3 247 2 420 v/c Ratio 0.75 0.37 0.03 0.41 0.19 0.06 0.01 0.65 0.01 0.46 Control Delay 47.7 9.4 66.5 15.0 1.3 51.1 39.7 54.8 34.0 15.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 47.7 9.4 66.5 15.0 1.3 51.1 39.7 54.8 34.0 15.3 Queue Length 50th (ft) 115 109 1 100 0 3 2 87 1 68
Queue Length 95th (ft) 165 356 m4 m328 m37 11 10 127 7 81 Internal Link Dist (ft) 1214 1800 364 517
Turn Bay Length (ft) 305 200 220 55 345 345
Base Capacity (vph) 574 3689 80 2860 1160 156 372 452 531 981 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.64 0.37 0.03 0.41 0.19 0.06 0.01 0.55 0.00 0.43 Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

3.4-9
HCM 6th TWSC Whitewood I (JN:14984)
4: Whitewood Rd. & Moorefield St. 04/18/2023
Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 4
Intersection
Int Delay, s/veh 0.5
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 4 37 31 839 630 3
Future Vol, veh/h 4 37 31 839 630 3
Conflicting Peds, #/hr 0 00007
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 95 - - -
Veh in Median Storage, # 1 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 98 98 98 98 98 98
Heavy Vehicles, % 2 22222
Mvmt Flow 4 38 32 856 643 3

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1144 330 653 0 - 0
Stage 1 652 -----
Stage 2 492 -----
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver 193 666 930 - - -
Stage 1 480 -----
Stage 2 580 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 184 662 925 - - -
Mov Cap-2 Maneuver 316 -----
Stage 1 460 -----
Stage 2 577 -----

Approach EB NB SB
HCM Control Delay, s 11.5 0.3 0

HCM LOS B

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 925 - 598 - -
HCM Lane V/C Ratio 0.034 - 0.07 - -
HCM Control Delay (s) 9 - 11.5 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0.1 - 0.2 - -

3.4-10
Queues Whitewood I (JN:14984)
5: Clinton Keith Rd. & Whitewood Rd. 04/18/2023
Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 5
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 331 1285 188 854 128 174 686 130 557 v/c Ratio 0.88 0.71 0.63 0.49 0.21 1.41 0.68 1.06 0.54
Control Delay 78.2 27.2 59.5 29.7 5.2 264.4 34.1 147.1 24.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 78.2 27.2 59.5 29.7 5.2 264.4 34.1 147.1 24.4 Queue Length 50th (ft) 119 126 66 170 0 ~180 200 ~116 121 Queue Length 95th (ft) #274 397 #145 210 40 #319 247 #238 164 Internal Link Dist (ft) 1800 2737 462 539
Turn Bay Length (ft) 315 240 350 340 135
Base Capacity (vph) 375 1817 300 1788 639 123 1178 123 1194 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.88 0.71 0.63 0.48 0.20 1.41 0.58 1.06 0.47 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

Queue shown is maximum after two cycles.

3.4-11

3.4-12
Whitewood I Traffic Analysis

14984-06 TA Report
APPENDIX 4.1: CUMULATIVE DEVELOPMENT TRIP GENERATION
Whitewood I Traffic Analysis

14984-06 TA Report
This Page Intentionally Left Blank

Table Appendix 4.1
ITE LU AM Peak Hour PM Peak Hour
# Land Use1 Code Units2 In Out Total In Out Total
MUR1 Shopping Center 820 TSF 0.52 0.32 0.84 1.63 1.77 3.40 37.01 MUR2 Shopping Center 821 TSF 2.19 1.34 3.53 4.33 4.70 9.03 94.49 MUR2 Hotel 310 RM 0.26 0.20 0.46 0.30 0.29 0.59 7.99
MUR3 Automobile Parts/Service Center 943 TSF 1.38 0.53 1.91 0.80 1.26 2.06 16.60 MUR3 Tire Store 848 TSF 1.67 0.94 2.61 1.61 2.14 3.75 15.90 MUR3 Strip Retail Plaza 822 TSF 1.42 0.94 2.36 3.30 3.29 6.59 54.45 MUR3 High Turnover (Sit-Down) Restaurant 932 TSF 5.26 4.31 9.57 5.52 3.53 9.05 107.20 MUR3 Fast-Food with Drive-Thru Window 934 TSF 22.75 21.86 44.61 17.18 15.85 33.03 467.48 MUR3 Drive-in Bank 912 TSF 5.77 4.18 9.95 10.51 10.51 21.01 100.35 MUR4 Hotel 310 RM 0.26 0.20 0.46 0.30 0.29 0.59 7.99
MUR5 Medical Office 720 TSF 2.45 0.65 3.10 1.18 2.75 3.93 36.00 MUR5 High Turnover (Sit-Down) Restaurant 932 TSF 5.26 4.31 9.57 5.52 3.53 9.05 107.20 MUR5 Hotel 310 RM 0.26 0.20 0.46 0.30 0.29 0.59 7.99
MUR6 Assisted Living 254 TSF 0.29 0.10 0.38 0.15 0.33 0.48 4.19 MUR7 Discount Club 857 TSF 0.49 0.31 0.80 2.10 2.10 4.19 0.73 MUR7 Gas Station/Car-Wash 210 DU 0.18 0.52 0.70 0.59 0.35 0.94 9.43 MUR7 Shopping Center 821 TSF 2.19 1.34 3.53 4.33 4.70 9.03 94.49 MUR8 Single Family Residential 210 DU 0.18 0.52 0.70 0.59 0.35 0.94 9.43 MUR9 Multi-Family Low-Rise 220 DU 0.10 0.30 0.40 0.32 0.19 0.51 6.74 MUR9 Multi-Family Mid-Rise 221 DU 0.09 0.28 0.37 0.24 0.15 0.39 4.54 MUR10 Gas Station/Car-Wash 945 TSF 28.26 28.26 56.52 27.26 27.26 54.52 700.43 MUR11 Daycare 565 TSF 0.41 0.37 0.78 0.37 0.42 0.79 4.09 MUR11 Car-Wash 948 TUN N/A N/A N/A 38.75 38.75 77.50 775.00 MUR12 Multi-Family Low-Rise 220 DU 0.10 0.30 0.40 0.32 0.19 0.51 6.74 MUR13 Multi-Family Low-Rise 220 DU 0.10 0.30 0.40 0.32 0.19 0.51 6.74 MUR13 Multi-Family Mid-Rise 221 DU 0.09 0.28 0.37 0.24 0.15 0.39 4.54 MUR14 Medical-Dental Office 720 TSF 2.45 0.65 3.10 1.18 2.75 3.93 36.00 MUR15 Hospital 610 BEDS 1.29 0.50 1.79 0.56 1.13 1.69 14.98 MUR16 Single Family Residential 210 DU 0.18 0.52 0.70 0.59 0.35 0.94 9.43 MUR16 Multi-Family Low-Rise 220 DU 0.10 0.30 0.40 0.32 0.19 0.51 6.74 MUR16 Shopping Center 820 TSF 0.52 0.32 0.84 1.63 1.77 3.40 37.01 MUR17 Single Family Residential 210 DU 0.18 0.52 0.70 0.59 0.35 0.94 9.43 MUR18 Single Family Residential 210 DU 0.18 0.52 0.70 0.59 0.35 0.94 9.43 MUR19 Single Family Residential 210 DU 0.18 0.52 0.70 0.59 0.35 0.94 9.43 MUR20 Single Family Residential 210 DU 0.18 0.52 0.70 0.59 0.35 0.94 9.43 MUR21 Discovery Village2 -- -- -- -- -- -- -- -- --
MUR22 Gas Station with Market 945 TSF 28.26 28.26 56.52 27.26 27.26 54.52 700.43 MUR22 Coffee Shop with Drive-Thru 937 TSF 43.80 42.08 85.88 19.50 19.50 38.99 533.57 MUR23 Single Family Residential 210 DU 0.18 0.52 0.70 0.59 0.35 0.94 9.43 1 Trip Generation Source: Institute of Transportation Engineers (ITE), Trip Generation Manual, 11th Edition (2021). 2 DU = Dwelling Units; TSF = Thousand Square Feet; RM = Rooms; VFP= Vehilce Fueling Positions; TUN = Tunnel Daily

4.1-1
Table Appendix 4.1
# Land Use Quantity Units1 In Out Total In Out Total
MUR1 Shopping Center 186.000 TSF 97 59 156 304 329 632 6,884 Pass-By (20% AM/PM/Daily): -19 -12 -31 -61 -66 -127 -1,377 Subtotal 78 47 125 243 263 505 5,507
MUR2 Shopping Center 78.489 TSF 172 105 277 340 369 709 7,418 Pass-By (25% AM/PM/Daily): -28 -17 -45 -76 -83 -159 -1,838 Hotel 91 RM 20 16 36 24 23 46 628
Subtotal 164 104 268 288 308 596 6,208
MUR 3 Automobile Parts/Service Center 4.000 TSF 6 2 8 3 5 8 66 Tire Store 5.000 TSF 8 5 13 8 11 19 80
Shopping Center 11.650 TSF 16 11 27 38 38 77 634
High Turnover (Sit-Down) Restaurant 3.000 TSF 413 338 751 433 277 710 8,414 Fast-Food with Drive-Thru Window 5.000 TSF 1,786 1,716 3,501 1,348 1,244 2,592 36,692 Pass-By (20% AM/PM/Daily): -29 -28 -57 -21 -20 -41 -620 Drive-in Bank 5.000 TSF 453 328 781 825 825 1,649 7,876 Pass-By (20% PM/Daily): 0 0 0 -16 -15 -31 -185
Internal Capture (5% Reduction): -9 -7 -16 -10 -10 -20 -233 Subtotal 2,644 2,365 5,025 2,619 2,355 4,984 52,725
MUR4 Hotel 120 RM 31 24 55 36 35 71 960
Subtotal 31 24 55 36 35 71 960
MUR5 Medical Office 116.200 TSF 285 76 360 137 320 457 4,183 High Turnover (Sit-Down) Restaurant 9.300 TSF 49 40 89 51 33 84 997 Pass-By (25% AM/PM/Daily): -12 -10 -22 -13 -8 -21 -250
Hotel 206 RM 53 42 95 62 60 122 1,646
Subtotal 375 147 522 237 404 641 6,576
MUR6 Nursing Facility 74.613 TSF 21 7 28 11 24 36 313
Subtotal 21 7 28 11 24 36 313
MUR7 Costco Warehouse w/ Fuel Center 153.362 TSF 75 48 123 321 321 643 112 Pass-By (33.3% PM/Daily): 0 0 0 -184 -184 -368 -4,182
Shopping Center 79.900 TSF 175 107 282 346 375 721 7,550 Pass-By (25% PM/Daily): -59 -59 -118 -64 -64 -128 -1,468 Gas Station/Car-Wash 32.000 TSF 6 17 22 19 11 30 302
Pass-By (25% AM/PM/Daily): -2 -2 -4 -64 -64 -128 -1,468 Subtotal 195 111 305 375 396 770 845
MUR8 Single Family Residential 222 DU 40 115 155 131 77 209 2,093 Subtotal 40 115 155 131 77 209 2,093
MUR9 Multi-Family Low-Rise 83 DU 7 24 31 20 13 32 377
Subtotal 7 24 31 20 13 32 377
MUR10 Gas Station/Car-Wash 3.600 TSF 102 102 203 98 98 196 2,522 Pass-By (25% AM/PM/Daily): -25 -25 -50 -25 -25 -50 -630 Subtotal 77 77 153 73 73 146 1,892
MUR11 Daycare 10.000 TSF 4 4 8 4 4 8 41
Car-Wash 1 TUN 0 0 0 39 39 78 775
Subtotal 4 4 8 42 43 85 816
AM Peak Hour PM Peak Hour
Daily

4.1-2
Table Appendix 4.1
# Land Use Quantity Units1 In Out Total In Out Total
MUR12 Multi-Family Low-Rise 324 DU 31 98 130 104 61 165 2,184 Subtotal 31 98 130 104 61 165 2,184
MUR13 Multi-Family Low-Rise 153 DU 15 47 61 49 29 78 1,031 Multi-Family Mid-Rise 330 DU 28 94 122 79 50 129 1,498
Subtotal 43 141 183 128 79 207 2,529
MUR14 Medical Office 90.000 TSF 220 59 279 106 248 354 3,240 Subtotal 220 59 279 106 248 354 3,240
MUR15 Hospital 124 BEDS 160 62 222 69 140 210 1,858
Subtotal 160 62 222 69 140 210 1,858
MUR16 Single Family Residential 578 DU 105 299 405 342 201 543 5,451 Multifamily Low Rise 172 DU 17 52 69 55 32 88 1,159
Shopping Center 346.302 TSF 180 111 291 565 612 1,177 12,817 Pass-By (25% AM/PM/Daily): -28 -28 -55 -141 -141 -283 -3,204 Subtotal 274 435 709 821 704 1,526 16,222
MUR17 Single Family Residential 69 DU 13 36 48 41 24 65 651 Subtotal 13 36 48 41 24 65 651
MUR18 Single Family Residential 119 DU 22 62 83 70 41 112 1,122 Subtotal 22 62 83 70 41 112 1,122
MUR19 Single Family Residential 19 DU 3 10 13 11 7 18 179 Subtotal 3 10 13 11 7 18 179
MUR20 Single Family Residential 10 DU 2 5 7 6 3 9 94
Subtotal 2 5 7 6 3 9 94
MUR21 Discovery Village2 -- -- 377 241 618 302 373 675 7,104 Subtotal 377 241 618 302 373 675 7,104
MUR22 Gas Station with Market 5.158 TSF 146 146 292 141 141 281 3,613 Coffee Shop with Drive-Thru 0.886 TSF 39 37 76 17 17 35 473 Pass-By (98% AM/PM/Daily): -38 -37 -75 -17 -17 -34 -463 Subtotal 147 147 293 141 141 282 3,622
MUR23 Single Family Residential 508 DU 92 263 356 301 177 478 4,790 Subtotal 92 263 356 301 177 478 4,790
1 DU = Dwelling Units; TSF = Thousand Square Feet; RM = Rooms; VFP= Vehilce Fueling Positions 2 Source: Discovery Village Traffic Analysis, November 14, 2022, prepared by Urban Crossroads, Inc.

AM Peak Hour PM Peak Hour
Daily

4.1-3
This Page Intentionally Left Blank

4.1-4
Whitewood I Traffic Analysis

14984-03 TA Report REV2
APPENDIX 5.1: OPENING YEAR CUMULATIVE (2024) WITHOUT

PROJECT CONDITIONS INTERSECTION OPERATIONS ANALYSIS

WORKSHEETS
Whitewood I Traffic Analysis

14984-03 TA Report REV2
This Page Intentionally Left Blank

Timings Whitewood I (JN:14984)
1: I-215 SB Ramps & Clinton Keith Rd. 03/22/2023
Opening Year Cumulative (2024) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Lane Group EBT EBR WBT WBR SBT SBR
Lane Configurations
Traffic Volume (vph) 1787 477 1427 786 2 890
Future Volume (vph) 1787 477 1427 786 2 890
Turn Type NA Perm NA Free NA Perm
Protected Phases 2 6 4
Permitted Phases 2 Free 4
Detector Phase 2 2 6 4 4
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 32.8 32.8 23.8 23.8 23.8
Total Split (s) 57.0 57.0 57.0 53.0 53.0
Total Split (%) 51.8% 51.8% 51.8% 48.2% 48.2%
Yellow Time (s) 4.8 4.8 4.8 4.8 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.8 5.8 5.8 5.8 5.8
Lead/Lag
Lead-Lag Optimize?
Recall Mode C-Min C-Min C-Min None None
Act Effct Green (s) 54.4 54.4 54.4 110.0 44.0 44.0
Actuated g/C Ratio 0.49 0.49 0.49 1.00 0.40 0.40
v/c Ratio 0.76 0.54 0.61 0.53 0.53 0.89
Control Delay 25.8 4.0 20.0 2.1 27.9 41.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 25.8 4.0 20.0 2.1 27.9 41.3

LOS C A B A C D
Approach Delay 21.2 13.6 37.7
Approach LOS C B D
Intersection Summary
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow, Master Intersection Natural Cycle: 65
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.89
Intersection Signal Delay: 21.8 Intersection LOS: C
Intersection Capacity Utilization 68.4% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 1: I-215 SB Ramps & Clinton Keith Rd.

5.1-1
HCM 6th Signalized Intersection Summary Whitewood I (JN:14984) 1: I-215 SB Ramps & Clinton Keith Rd. 03/22/2023
Opening Year Cumulative (2024) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1787 477 0 1427 786 0 0 0 327 2 890 Future Volume (veh/h) 0 1787 477 0 1427 786 0 0 0 327 2 890 Initial Q (Qb), veh 000000 000
Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1826 1826 0 1811 1826 1737 1900 1737 Adj Flow Rate, veh/h 0 1861 497 0 1486 0 341 2 694
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 055065 1 10 1 1
Cap, veh/h 0 2960 870 0 2936 541 3 779
Arrive On Green 0.00 0.59 0.59 0.00 1.00 0.00 0.30 0.30 0.30 Sat Flow, veh/h 0 5149 1465 0 5107 1547 1799 11 2591
Grp Volume(v), veh/h 0 1861 497 0 1486 0 343 0 694
Grp Sat Flow(s),veh/h/ln 0 1662 1465 0 1648 1547 1810 0 1295 Q Serve(g_s), s 0.0 26.6 22.9 0.0 0.0 0.0 18.0 0.0 28.1 Cycle Q Clear(g_c), s 0.0 26.6 22.9 0.0 0.0 0.0 18.0 0.0 28.1 Prop In Lane 0.00 1.00 0.00 1.00 0.99 1.00
Lane Grp Cap(c), veh/h 0 2960 870 0 2936 544 0 779
V/C Ratio(X) 0.00 0.63 0.57 0.00 0.51 0.63 0.00 0.89
Avail Cap(c_a), veh/h 0 2960 870 0 2936 777 0 1112
HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.00 0.37 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 14.5 13.7 0.0 0.0 0.0 33.2 0.0 36.7 Incr Delay (d2), s/veh 0.0 1.0 2.7 0.0 0.2 0.0 0.5 0.0 5.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 9.1 7.3 0.0 0.1 0.0 7.8 0.0 9.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 15.5 16.5 0.0 0.2 0.0 33.6 0.0 42.0 LnGrp LOS ABBAA CAD
Approach Vol, veh/h 2358 1486 1037
Approach Delay, s/veh 15.7 0.2 39.2
Approach LOS B A D
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 71.1 38.9 71.1
Change Period (Y+Rc), s 5.8 5.8 5.8
Max Green Setting (Gmax), s 51.2 47.2 51.2
Max Q Clear Time (g_c+I1), s 28.6 30.1 2.0
Green Ext Time (p_c), s 11.3 2.9 8.4
Intersection Summary
HCM 6th Ctrl Delay 16.0
HCM 6th LOS B
Notes
Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

5.1-2
Timings Whitewood I (JN:14984)
2: I-215 NB Ramps & Clinton Keith Rd. 11/07/2022
Opening Year Cumulative (2024) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 3
Lane Group EBT EBR WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 1430 637 1948 319 758
Future Volume (vph) 1430 637 1948 319 758
Turn Type NA Perm NA Prot Prot
Protected Phases 2 6 8 8
Permitted Phases 2
Detector Phase 22688
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 43.8 43.8 22.0 22.0 22.0
Total Split (s) 62.0 62.0 62.0 48.0 48.0
Total Split (%) 56.4% 56.4% 56.4% 43.6% 43.6%
Yellow Time (s) 4.8 4.8 4.8 4.8 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.8 5.8 5.8 5.8 5.8
Lead/Lag
Lead-Lag Optimize?
Recall Mode C-Min C-Min C-Min None None
Act Effct Green (s) 55.3 55.3 55.3 43.1 43.1
Actuated g/C Ratio 0.50 0.50 0.50 0.39 0.39
v/c Ratio 0.64 0.70 0.86 0.91 0.98
Control Delay 8.0 7.1 48.3 51.7 65.6
Queue Delay 0.0 0.5 0.0 0.0 0.0
Total Delay 8.0 7.6 48.3 51.7 65.6

LOS A A D D E
Approach Delay 7.9 48.3 58.4
Approach LOS A D E
Intersection Summary
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 12 (11%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.98
Intersection Signal Delay: 34.0 Intersection LOS: C
Intersection Capacity Utilization 80.5% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 2: I-215 NB Ramps & Clinton Keith Rd.

5.1-3
HCM 6th Signalized Intersection Summary Whitewood I (JN:14984) 2: I-215 NB Ramps & Clinton Keith Rd. 11/07/2022
Opening Year Cumulative (2024) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 4
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 1430 637 0 1948 319 758
Future Volume (veh/h) 1430 637 0 1948 319 758
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1796 1841 0 1811 1856 1841
Adj Flow Rate, veh/h 1554 0 0 2117 492 502
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 740634
Cap, veh/h 2713 0 2735 603 533
Arrive On Green 1.00 0.00 0.00 0.18 0.34 0.34
Sat Flow, veh/h 5065 1560 0 5270 1767 1560
Grp Volume(v), veh/h 1554 0 0 2117 492 502
Grp Sat Flow(s),veh/h/ln 1635 1560 0 1648 1767 1560
Q Serve(g_s), s 0.0 0.0 0.0 44.8 28.0 34.4
Cycle Q Clear(g_c), s 0.0 0.0 0.0 44.8 28.0 34.4
Prop In Lane 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 2713 0 2735 603 533
V/C Ratio(X) 0.57 0.00 0.77 0.82 0.94
Avail Cap(c_a), veh/h 2713 0 2735 678 598
HCM Platoon Ratio 2.00 2.00 1.00 0.33 1.00 1.00
Upstream Filter(I) 0.56 0.00 0.00 0.63 1.00 1.00
Uniform Delay (d), s/veh 0.0 0.0 0.0 38.4 33.1 35.2
Incr Delay (d2), s/veh 0.5 0.0 0.0 1.4 6.1 21.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.1 0.0 0.0 19.9 12.6 15.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.5 0.0 0.0 39.8 39.1 56.5
LnGrp LOS A A D D E
Approach Vol, veh/h 1554 2117 994
Approach Delay, s/veh 0.5 39.8 47.9
Approach LOS A D D
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 66.6 66.6 43.4
Change Period (Y+Rc), s 5.8 5.8 5.8
Max Green Setting (Gmax), s 56.2 56.2 42.2
Max Q Clear Time (g_c+I1), s 2.0 46.8 36.4
Green Ext Time (p_c), s 9.1 6.5 1.2
Intersection Summary
HCM 6th Ctrl Delay 28.4
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [EBR, WBT] is excluded from calculations of the approach delay and intersection delay.

5.1-4
Timings Whitewood I (JN:14984)
3: Warm Springs Pkwy. & Clinton Keith Rd. 11/07/2022
Opening Year Cumulative (2024) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 5
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 215 1379 356 1710 229 24 4 7 144 60 254 Future Volume (vph) 215 1379 356 1710 229 24 4 7 144 60 254 Turn Type Prot NA Prot NA pm+ov Prot NA Perm Prot NA pm+ov Protected Phases 7438152 167
Permitted Phases 8 2 6
Detector Phase 74381522167
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 5.0 10.0 10.0 5.0 10.0 5.0 Minimum Split (s) 9.6 22.8 9.6 22.8 9.6 9.1 26.6 26.6 9.6 26.6 9.6 Total Split (s) 14.9 44.4 28.4 57.9 10.6 9.1 26.6 26.6 10.6 28.1 14.9 Total Split (%) 13.5% 40.4% 25.8% 52.6% 9.6% 8.3% 24.2% 24.2% 9.6% 25.5% 13.5% Yellow Time (s) 3.6 4.8 3.6 4.8 3.6 3.6 3.6 3.6 3.6 3.6 3.6 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 0.5 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 4.6 5.8 4.6 4.1 4.6 4.6 4.6 4.6 4.6 Lead/Lag Lead Lag Lead Lag Lead Lead Lag Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None C-Max None None Max Max None Max None Act Effct Green (s) 10.0 38.6 23.8 52.4 59.6 5.0 22.0 22.0 6.0 27.1 37.1 Actuated g/C Ratio 0.09 0.35 0.22 0.48 0.54 0.05 0.20 0.20 0.05 0.25 0.34 v/c Ratio 0.77 1.02 1.04 0.78 0.26 0.17 0.01 0.02 0.86 0.15 0.31 Control Delay 65.5 60.3 98.7 27.1 2.0 53.2 35.5 0.1 88.9 35.4 15.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 65.5 60.3 98.7 27.1 2.0 53.2 35.5 0.1 88.9 35.4 15.6

L O S EEFCADDAFDB
Approach Delay 60.9 35.7 40.5 41.3
Approach LOS E D D D
Intersection Summary
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Green Natural Cycle: 120
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.04
Intersection Signal Delay: 46.3 Intersection LOS: D
Intersection Capacity Utilization 82.7% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 3: Warm Springs Pkwy. & Clinton Keith Rd.

5.1-5
HCM 6th Signalized Intersection Summary Whitewood I (JN:14984) 3: Warm Springs Pkwy. & Clinton Keith Rd. 11/07/2022
Opening Year Cumulative (2024) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 215 1379 241 356 1710 229 24 4 7 144 60 254 Future Volume (veh/h) 215 1379 241 356 1710 229 24 4 7 144 60 254 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 0.99 1.00 0.88 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 239 1532 240 396 1900 226 27 4 5 160 67 200 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 222222222222
Cap, veh/h 301 1556 243 385 2451 846 88 374 315 188 437 814 Arrive On Green 0.03 0.12 0.12 0.22 0.48 0.48 0.03 0.20 0.20 0.05 0.23 0.23 Sat Flow, veh/h 3456 4434 693 1781 5106 1582 3456 1870 1573 3456 1870 2442 Grp Volume(v), veh/h 239 1175 597 396 1900 226 27 4 5 160 67 200 Grp Sat Flow(s),veh/h/ln 1728 1702 1722 1781 1702 1582 1728 1870 1573 1728 1870 1221 Q Serve(g_s), s 7.6 37.9 38.1 23.8 33.9 8.5 0.8 0.2 0.3 5.0 3.1 6.7 Cycle Q Clear(g_c), s 7.6 37.9 38.1 23.8 33.9 8.5 0.8 0.2 0.3 5.0 3.1 6.7 Prop In Lane 1.00 0.40 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 301 1195 604 385 2451 846 88 374 315 188 437 814 V/C Ratio(X) 0.79 0.98 0.99 1.03 0.78 0.27 0.31 0.01 0.02 0.85 0.15 0.25 Avail Cap(c_a), veh/h 324 1195 604 385 2451 846 157 374 315 188 437 814 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.61 0.61 0.61 0.09 0.09 0.09 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.4 48.3 48.4 43.1 23.7 13.9 52.6 35.3 35.3 51.6 33.5 27.6 Incr Delay (d2), s/veh 6.8 16.9 25.7 21.4 0.2 0.1 0.7 0.1 0.1 27.6 0.7 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.6 19.9 21.7 12.3 12.5 2.8 0.4 0.1 0.1 2.9 1.5 2.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 59.2 65.2 74.1 64.5 23.9 14.0 53.4 35.3 35.4 79.1 34.3 28.4 LnGrp LOS E E E F C B D D D E C C
Approach Vol, veh/h 2011 2522 36 427
Approach Delay, s/veh 67.1 29.4 48.9 48.3
Approach LOS E C D D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.6 26.6 28.4 44.4 6.9 30.3 14.2 58.6 Change Period (Y+Rc), s 4.6 4.6 4.6 5.8 4.1 4.6 4.6 5.8 Max Green Setting (Gmax), s 6.0 22.0 23.8 38.6 5.0 23.5 10.3 52.1 Max Q Clear Time (g_c+I1), s 7.0 2.3 25.8 40.1 2.8 8.7 9.6 35.9 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 1.1 0.0 11.8 Intersection Summary
HCM 6th Ctrl Delay 46.3
HCM 6th LOS D

5.1-6
HCM 6th TWSC Whitewood I (JN:14984)
4: Whitewood Rd. & Moorefield St. 11/07/2022
Opening Year Cumulative (2024) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 7
Intersection
Int Delay, s/veh 0.5
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 2 47 24 930 1255 7
Future Vol, veh/h 2 47 24 930 1255 7
Conflicting Peds, #/hr 0 00008
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 95 - - -
Veh in Median Storage, # 1 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 2 51 26 1011 1364 8

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1934 694 1380 0 - 0
Stage 1 1376 -----
Stage 2 558 -----
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver 58 385 493 - - -
Stage 1 200 -----
Stage 2 537 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 54 382 490 - - -
Mov Cap-2 Maneuver 145 -----
Stage 1 188 -----
Stage 2 533 -----

Approach EB NB SB
HCM Control Delay, s 16.8 0.3 0

HCM LOS C

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 490 - 358 - -
HCM Lane V/C Ratio 0.053 - 0.149 - -
HCM Control Delay (s) 12.8 - 16.8 - -
HCM Lane LOS B - C - -
HCM 95th %tile Q(veh) 0.2 - 0.5 - -

5.1-7
Timings Whitewood I (JN:14984)
5: Clinton Keith Rd. & Whitewood Rd. 12/01/2023
Opening Year Cumulative (2024) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 550 1017 366 1467 252 244 194 195 509 Future Volume (vph) 550 1017 366 1467 252 244 194 195 509 Turn Type Prot NA Prot NA Perm Prot NA Prot NA
Protected Phases 7438 5216
Permitted Phases 8
Detector Phase 743885216
Switch Phase
Minimum Initial (s) 6.0 10.0 6.0 10.0 10.0 6.0 10.0 6.0 10.0 Minimum Split (s) 10.6 43.5 10.6 43.5 43.5 10.6 42.8 10.6 42.8 Total Split (s) 11.0 45.2 11.0 45.2 45.2 11.0 42.8 11.0 42.8 Total Split (%) 10.0% 41.1% 10.0% 41.1% 41.1% 10.0% 38.9% 10.0% 38.9% Yellow Time (s) 3.6 5.5 3.6 5.5 5.5 3.6 4.8 3.6 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.5 4.6 6.5 6.5 4.6 5.8 4.6 5.8 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None C-Min None C-Min C-Min None None None None Act Effct Green (s) 6.4 38.7 6.4 38.7 38.7 6.4 37.0 6.4 37.0 Actuated g/C Ratio 0.06 0.35 0.06 0.35 0.35 0.06 0.34 0.06 0.34 v/c Ratio 2.97 0.77 1.98 0.88 0.38 2.57 0.27 2.06 1.12dr Control Delay 913.4 26.7 486.7 40.5 4.7 755.8 19.8 535.8 82.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 913.4 26.7 486.7 40.5 4.7 755.8 19.8 535.8 82.7

L O S FCFDAFBFF
Approach Delay 296.1 114.6 355.2 149.5
Approach LOS F F F F
Intersection Summary
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 53.8 (49%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 140
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 2.97
Intersection Signal Delay: 202.1 Intersection LOS: F
Intersection Capacity Utilization 115.2% ICU Level of Service H Analysis Period (min) 15
dr Defacto Right Lane. Recode with 1 though lane as a right lane.

Splits and Phases: 5: Clinton Keith Rd. & Whitewood Rd.

5.1-8
HCM 6th Signalized Intersection Summary Whitewood I (JN:14984) 5: Clinton Keith Rd. & Whitewood Rd. 12/01/2023
Opening Year Cumulative (2024) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 550 1017 242 366 1467 252 244 194 97 195 509 621 Future Volume (veh/h) 550 1017 242 366 1467 252 244 194 97 195 509 621 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.97 1.00 0.98 1.00 0.90 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 591 1094 195 394 1577 160 262 209 47 210 547 601 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 222222222222
Cap, veh/h 201 1522 271 201 1796 539 104 970 213 104 598 482 Arrive On Green 0.08 0.47 0.47 0.06 0.35 0.35 0.06 0.34 0.34 0.06 0.34 0.34 Sat Flow, veh/h 3456 4326 770 3456 5106 1533 1781 2884 633 1781 1777 1434 Grp Volume(v), veh/h 591 861 428 394 1577 160 262 127 129 210 547 601 Grp Sat Flow(s),veh/h/ln 1728 1702 1692 1728 1702 1533 1781 1777 1740 1781 1777 1434 Q Serve(g_s), s 6.4 22.3 22.3 6.4 31.9 8.3 6.4 5.6 5.9 6.4 32.5 37.0 Cycle Q Clear(g_c), s 6.4 22.3 22.3 6.4 31.9 8.3 6.4 5.6 5.9 6.4 32.5 37.0 Prop In Lane 1.00 0.46 1.00 1.00 1.00 0.36 1.00 1.00
Lane Grp Cap(c), veh/h 201 1198 595 201 1796 539 104 598 585 104 598 482 V/C Ratio(X) 2.94 0.72 0.72 1.96 0.88 0.30 2.53 0.21 0.22 2.03 0.92 1.25 Avail Cap(c_a), veh/h 201 1198 595 201 1796 539 104 598 585 104 598 482 HCM Platoon Ratio 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.09 0.09 0.09 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 50.7 24.9 24.9 51.8 33.4 25.8 51.8 26.1 26.2 51.8 35.0 36.5 Incr Delay (d2), s/veh 874.0 0.3 0.7 449.4 6.4 1.4 715.2 0.7 0.7 493.9 20.5 127.1 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 27.0 7.5 7.6 15.2 13.4 3.1 23.4 2.4 2.4 17.0 16.6 29.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 924.7 25.2 25.6 501.2 39.9 27.2 767.0 26.8 26.9 545.7 55.5 163.6 LnGrp LOS F C C F D C F C C F E F
Approach Vol, veh/h 1880 2131 518 1358
Approach Delay, s/veh 308.1 124.2 401.2 179.2
Approach LOS FFFF
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.0 42.8 11.0 45.2 11.0 42.8 11.0 45.2 Change Period (Y+Rc), s 4.6 5.8 4.6 6.5 4.6 5.8 4.6 6.5 Max Green Setting (Gmax), s 6.4 37.0 6.4 38.7 6.4 37.0 6.4 38.7 Max Q Clear Time (g_c+I1), s 8.4 7.9 8.4 24.3 8.4 39.0 8.4 33.9 Green Ext Time (p_c), s 0.0 3.5 0.0 10.3 0.0 0.0 0.0 4.4 Intersection Summary
HCM 6th Ctrl Delay 220.0
HCM 6th LOS F
Notes
User approved changes to right turn type.

5.1-9
Timings Whitewood I (JN:14984)
1: I-215 SB Ramps & Clinton Keith Rd. 03/22/2023
Opening Year Cumulative (2024) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Lane Group EBT EBR WBT WBR SBT SBR
Lane Configurations
Traffic Volume (vph) 2433 505 1963 886 2 786
Future Volume (vph) 2433 505 1963 886 2 786
Turn Type NA Perm NA Free NA Perm
Protected Phases 2 6 4
Permitted Phases 2 Free 4
Detector Phase 2 2 6 4 4
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 32.8 32.8 23.8 23.8 23.8
Total Split (s) 62.0 62.0 62.0 48.0 48.0
Total Split (%) 56.4% 56.4% 56.4% 43.6% 43.6%
Yellow Time (s) 4.8 4.8 4.8 4.8 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.8 5.8 5.8 5.8 5.8
Lead/Lag
Lead-Lag Optimize?
Recall Mode C-Min C-Min C-Min None None
Act Effct Green (s) 57.8 57.8 57.8 110.0 40.6 40.6
Actuated g/C Ratio 0.53 0.53 0.53 1.00 0.37 0.37
v/c Ratio 0.97 0.49 0.76 0.58 0.93 0.78
Control Delay 37.5 3.0 5.6 2.3 55.7 35.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 37.5 3.0 5.6 2.3 55.7 35.6

L O S DAAAED
Approach Delay 31.6 4.6 44.2
Approach LOS C A D
Intersection Summary
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow, Master Intersection Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.97
Intersection Signal Delay: 23.2 Intersection LOS: C
Intersection Capacity Utilization 88.7% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 1: I-215 SB Ramps & Clinton Keith Rd.

5.1-10
HCM 6th Signalized Intersection Summary Whitewood I (JN:14984) 1: I-215 SB Ramps & Clinton Keith Rd. 03/22/2023
Opening Year Cumulative (2024) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 2433 505 0 1963 886 0 0 0 577 2 786 Future Volume (veh/h) 0 2433 505 0 1963 886 0 0 0 577 2 786 Initial Q (Qb), veh 000000 000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1811 1841 0 1841 1870 1826 1900 1841 Adj Flow Rate, veh/h 0 2483 397 0 2003 0 589 2 595
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 064042 504
Cap, veh/h 0 2680 833 0 2724 636 2 968
Arrive On Green 0.00 0.54 0.54 0.00 1.00 0.00 0.35 0.35 0.35 Sat Flow, veh/h 0 5107 1537 0 5191 1585 1804 6 2745
Grp Volume(v), veh/h 0 2483 397 0 2003 0 591 0 595
Grp Sat Flow(s),veh/h/ln 0 1648 1537 0 1675 1585 1810 0 1373 Q Serve(g_s), s 0.0 50.8 17.5 0.0 0.0 0.0 34.5 0.0 19.7 Cycle Q Clear(g_c), s 0.0 50.8 17.5 0.0 0.0 0.0 34.5 0.0 19.7 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2680 833 0 2724 638 0 968
V/C Ratio(X) 0.00 0.93 0.48 0.00 0.74 0.93 0.00 0.61
Avail Cap(c_a), veh/h 0 2680 833 0 2724 694 0 1053
HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.00 0.09 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 23.2 15.5 0.0 0.0 0.0 34.2 0.0 29.4 Incr Delay (d2), s/veh 0.0 7.0 1.9 0.0 0.2 0.0 17.0 0.0 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 19.1 6.0 0.0 0.0 0.0 17.7 0.0 6.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 30.2 17.5 0.0 0.2 0.0 51.3 0.0 30.0 LnGrp LOS A C B A A D A C
Approach Vol, veh/h 2880 2003 1186
Approach Delay, s/veh 28.4 0.2 40.6
Approach LOS C A D
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 65.4 44.6 65.4
Change Period (Y+Rc), s 5.8 5.8 5.8
Max Green Setting (Gmax), s 56.2 42.2 56.2
Max Q Clear Time (g_c+I1), s 52.8 36.5 2.0
Green Ext Time (p_c), s 3.0 2.2 14.3
Intersection Summary
HCM 6th Ctrl Delay 21.5
HCM 6th LOS C
Notes
Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

5.1-11
Timings Whitewood I (JN:14984)
2: I-215 NB Ramps & Clinton Keith Rd. 11/07/2022
Opening Year Cumulative (2024) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 3
Lane Group EBT EBR WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 2305 709 2411 454 904
Future Volume (vph) 2305 709 2411 454 904
Turn Type NA Perm NA Prot Prot
Protected Phases 2 6 8 8
Permitted Phases 2
Detector Phase 22688
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 43.8 43.8 22.0 22.0 22.0
Total Split (s) 59.0 59.0 59.0 51.0 51.0
Total Split (%) 53.6% 53.6% 53.6% 46.4% 46.4%
Yellow Time (s) 4.8 4.8 4.8 4.8 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.8 5.8 5.8 5.8 5.8
Lead/Lag
Lead-Lag Optimize?
Recall Mode C-Min C-Min C-Min None None
Act Effct Green (s) 53.2 53.2 53.2 45.2 45.2
Actuated g/C Ratio 0.48 0.48 0.48 0.41 0.41
v/c Ratio 0.98 0.72 1.01 1.05 1.10
Control Delay 31.5 6.5 58.0 80.2 97.6
Queue Delay 0.0 0.6 35.1 0.0 0.0
Total Delay 31.5 7.2 93.1 80.2 97.6

LOS C A F F F
Approach Delay 25.7 93.1 88.6
Approach LOS C F F
Intersection Summary
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 98 (89%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 80
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.10
Intersection Signal Delay: 62.3 Intersection LOS: E
Intersection Capacity Utilization 99.8% ICU Level of Service F Analysis Period (min) 15
Splits and Phases: 2: I-215 NB Ramps & Clinton Keith Rd.

5.1-12
HCM 6th Signalized Intersection Summary Whitewood I (JN:14984) 2: I-215 NB Ramps & Clinton Keith Rd. 11/07/2022
Opening Year Cumulative (2024) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 4
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 2305 709 0 2411 454 904
Future Volume (veh/h) 2305 709 0 2411 454 904
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1826 1796 0 1856 1841 1841
Adj Flow Rate, veh/h 2352 0 0 2460 626 638
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98
Percent Heavy Veh, % 570344
Cap, veh/h 2411 0 2450 720 641
Arrive On Green 0.97 0.00 0.00 0.64 0.41 0.41
Sat Flow, veh/h 5149 1522 0 5400 1753 1560
Grp Volume(v), veh/h 2352 0 0 2460 626 638
Grp Sat Flow(s),veh/h/ln 1662 1522 0 1689 1753 1560
Q Serve(g_s), s 30.2 0.0 0.0 53.2 36.0 44.8
Cycle Q Clear(g_c), s 30.2 0.0 0.0 53.2 36.0 44.8
Prop In Lane 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 2411 0 2450 720 641
V/C Ratio(X) 0.98 0.00 1.00 0.87 1.00
Avail Cap(c_a), veh/h 2411 0 2450 720 641
HCM Platoon Ratio 2.00 2.00 1.00 1.33 1.00 1.00
Upstream Filter(I) 0.17 0.00 0.00 0.72 1.00 1.00
Uniform Delay (d), s/veh 1.4 0.0 0.0 19.6 29.7 32.3
Incr Delay (d2), s/veh 3.8 0.0 0.0 16.4 10.7 34.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.5 0.0 0.0 17.8 16.6 22.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 5.2 0.0 0.0 36.0 40.3 66.6
LnGrp LOS A A F D E
Approach Vol, veh/h 2352 2460 1264
Approach Delay, s/veh 5.2 36.0 53.6
Approach LOS A D D
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 59.0 59.0 51.0
Change Period (Y+Rc), s 5.8 5.8 5.8
Max Green Setting (Gmax), s 53.2 53.2 45.2
Max Q Clear Time (g_c+I1), s 32.2 55.2 46.8
Green Ext Time (p_c), s 12.9 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 27.8
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [EBR, WBT] is excluded from calculations of the approach delay and intersection delay.

5.1-13
Timings Whitewood I (JN:14984)
3: Warm Springs Pkwy. & Clinton Keith Rd. 11/07/2022
Opening Year Cumulative (2024) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 371 2140 308 1923 221 9 3 250 2 423 Future Volume (vph) 371 2140 308 1923 221 9 3 250 2 423 Turn Type Prot NA Prot NA pm+ov Prot NA Prot NA pm+ov
Protected Phases 7438152167
Permitted Phases 8 6
Detector Phase 7438152167
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 5.0 10.0 5.0 10.0 5.0 Minimum Split (s) 9.6 22.8 9.6 22.8 9.5 9.6 26.6 9.5 26.6 9.6 Total Split (s) 17.8 49.4 22.0 53.6 12.0 9.6 26.6 12.0 29.0 17.8 Total Split (%) 16.2% 44.9% 20.0% 48.7% 10.9% 8.7% 24.2% 10.9% 26.4% 16.2% Yellow Time (s) 3.6 4.8 3.6 4.8 3.5 3.6 3.6 3.5 3.6 3.6 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) 4.6 5.8 4.6 5.8 4.5 4.6 4.6 4.5 4.6 4.6 Lead/Lag Lead Lag Lead Lag Lead Lead Lag Lead Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None C-Max None None None None None None Act Effct Green (s) 16.1 52.6 27.6 64.1 75.0 5.0 12.4 9.6 12.9 29.0 Actuated g/C Ratio 0.15 0.48 0.25 0.58 0.68 0.05 0.11 0.09 0.12 0.26 v/c Ratio 0.76 0.92 0.72 0.67 0.20 0.06 0.01 0.86 0.01 0.52 Control Delay 49.0 30.2 49.5 18.7 2.1 51.1 39.7 77.1 38.5 21.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 49.0 30.2 49.5 18.7 2.1 51.1 39.7 77.1 38.5 21.2

L O S DCDBADDEDC
Approach Delay 32.9 21.1 48.3 42.0
Approach LOS C C D D
Intersection Summary
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Green Natural Cycle: 140
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.92
Intersection Signal Delay: 28.9 Intersection LOS: C
Intersection Capacity Utilization 87.3% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 3: Warm Springs Pkwy. & Clinton Keith Rd.

5.1-14
HCM 6th Signalized Intersection Summary Whitewood I (JN:14984) 3: Warm Springs Pkwy. & Clinton Keith Rd. 11/07/2022
Opening Year Cumulative (2024) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 371 2140 36 308 1923 221 9 3 0 250 2 423 Future Volume (veh/h) 371 2140 36 308 1923 221 9 3 0 250 2 423 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 1.00 1.00 0.97 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 382 2206 35 318 1982 219 9 3 0 258 2 307 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, % 222222222222
Cap, veh/h 415 2491 39 282 2653 929 38 215 182 236 320 800 Arrive On Green 0.04 0.16 0.16 0.16 0.52 0.52 0.01 0.11 0.00 0.07 0.17 0.17 Sat Flow, veh/h 3456 5175 82 1781 5106 1580 3456 1870 1585 3456 1870 2716 Grp Volume(v), veh/h 382 1450 791 318 1982 219 9 3 0 258 2 307 Grp Sat Flow(s),veh/h/ln 1728 1702 1853 1781 1702 1580 1728 1870 1585 1728 1870 1358 Q Serve(g_s), s 12.1 45.9 46.0 17.4 33.5 7.3 0.3 0.2 0.0 7.5 0.1 9.9 Cycle Q Clear(g_c), s 12.1 45.9 46.0 17.4 33.5 7.3 0.3 0.2 0.0 7.5 0.1 9.9 Prop In Lane 1.00 0.04 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 415 1639 892 282 2653 929 38 215 182 236 320 800 V/C Ratio(X) 0.92 0.88 0.89 1.13 0.75 0.24 0.24 0.01 0.00 1.09 0.01 0.38 Avail Cap(c_a), veh/h 415 1639 892 282 2653 929 157 374 317 236 415 937 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.09 0.09 0.09 0.09 0.09 0.09 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.3 43.3 43.3 46.3 20.7 10.9 53.9 43.1 0.0 51.3 37.8 31.1 Incr Delay (d2), s/veh 3.5 0.7 1.4 62.5 0.2 0.1 1.2 0.0 0.0 86.3 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.7 20.9 23.0 12.3 12.1 2.3 0.1 0.1 0.0 6.1 0.0 3.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 55.9 44.0 44.7 108.8 20.9 10.9 55.1 43.2 0.0 137.6 37.8 31.4 LnGrp LOS E D D F C B E D A F D C
Approach Vol, veh/h 2623 2519 12 567
Approach Delay, s/veh 46.0 31.2 52.1 79.8
Approach LOS D C D E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.0 17.2 22.0 58.8 5.8 23.4 17.8 63.0 Change Period (Y+Rc), s 4.5 4.6 4.6 5.8 4.6 4.6 4.6 5.8 Max Green Setting (Gmax), s 7.5 22.0 17.4 43.6 5.0 24.4 13.2 47.8 Max Q Clear Time (g_c+I1), s 9.5 2.2 19.4 48.0 2.3 11.9 14.1 35.5 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 1.0 0.0 9.7 Intersection Summary
HCM 6th Ctrl Delay 42.8
HCM 6th LOS D

5.1-15
HCM 6th TWSC Whitewood I (JN:14984)
4: Whitewood Rd. & Moorefield St. 11/07/2022
Opening Year Cumulative (2024) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 7
Intersection
Int Delay, s/veh 0.4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 4 38 32 1524 1383 3
Future Vol, veh/h 4 38 32 1524 1383 3
Conflicting Peds, #/hr 0 00007
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 95 - - -
Veh in Median Storage, # 1 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 98 98 98 98 98 98
Heavy Vehicles, % 2 22222
Mvmt Flow 4 39 33 1555 1411 3

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 2264 714 1421 0 - 0
Stage 1 1420 -----
Stage 2 844 -----
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver 34 374 475 - - -
Stage 1 189 -----
Stage 2 382 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 31 372 472 - - -
Mov Cap-2 Maneuver 121 -----
Stage 1 175 -----
Stage 2 380 -----

Approach EB NB SB
HCM Control Delay, s 18.4 0.3 0

HCM LOS C

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 472 - 311 - -
HCM Lane V/C Ratio 0.069 - 0.138 - -
HCM Control Delay (s) 13.2 - 18.4 - -
HCM Lane LOS B - C - -
HCM 95th %tile Q(veh) 0.2 - 0.5 - -

5.1-16
Timings Whitewood I (JN:14984)
5: Clinton Keith Rd. & Whitewood Rd. 12/01/2023
Opening Year Cumulative (2024) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 789 1401 218 1150 236 320 563 249 374 Future Volume (vph) 789 1401 218 1150 236 320 563 249 374 Turn Type Prot NA Prot NA Perm Prot NA Prot NA
Protected Phases 7438 5216
Permitted Phases 8
Detector Phase 743885216
Switch Phase
Minimum Initial (s) 6.0 10.0 6.0 10.0 10.0 6.0 10.0 6.0 10.0 Minimum Split (s) 10.6 43.5 10.6 43.5 43.5 10.6 42.8 10.6 42.8 Total Split (s) 12.0 45.6 10.6 44.2 44.2 11.0 42.8 11.0 42.8 Total Split (%) 10.9% 41.5% 9.6% 40.2% 40.2% 10.0% 38.9% 10.0% 38.9% Yellow Time (s) 3.6 5.5 3.6 5.5 5.5 3.6 4.8 3.6 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.5 4.6 6.5 6.5 4.6 5.8 4.6 5.8 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None C-Min None C-Min C-Min None None None None Act Effct Green (s) 7.4 39.1 6.0 37.7 37.7 6.4 37.0 6.4 37.0 Actuated g/C Ratio 0.07 0.36 0.05 0.34 0.34 0.06 0.34 0.06 0.34 v/c Ratio 3.53 1.02 1.20 0.68 0.35 3.24 0.69 2.52 1.33dr Control Delay 1160.9 62.1 175.8 33.4 6.0 1048.6 32.7 734.4 73.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 1160.9 62.1 175.8 33.4 6.0 1048.6 32.7 734.4 73.6

LOS F E F C A F C F E
Approach Delay 400.3 48.7 328.3 189.3
Approach LOS F D F F
Intersection Summary
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 150
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 3.53
Intersection Signal Delay: 259.3 Intersection LOS: F
Intersection Capacity Utilization 116.7% ICU Level of Service H Analysis Period (min) 15
dr Defacto Right Lane. Recode with 1 though lane as a right lane.

Splits and Phases: 5: Clinton Keith Rd. & Whitewood Rd.

5.1-17
HCM 6th Signalized Intersection Summary Whitewood I (JN:14984) 5: Clinton Keith Rd. & Whitewood Rd. 12/01/2023
Opening Year Cumulative (2024) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 789 1401 372 218 1150 236 320 563 217 249 374 799 Future Volume (veh/h) 789 1401 372 218 1150 236 320 563 217 249 374 799 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.99 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 813 1444 253 225 1186 201 330 580 169 257 386 726 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, % 222222222222
Cap, veh/h 232 1549 271 188 1750 543 104 911 265 104 598 532 Arrive On Green 0.02 0.12 0.12 0.05 0.34 0.34 0.06 0.34 0.34 0.06 0.34 0.34 Sat Flow, veh/h 3456 4359 762 3456 5106 1585 1781 2707 787 1781 1777 1581 Grp Volume(v), veh/h 813 1127 570 225 1186 201 330 380 369 257 386 726 Grp Sat Flow(s),veh/h/ln 1728 1702 1717 1728 1702 1585 1781 1777 1717 1781 1777 1581 Q Serve(g_s), s 7.4 36.1 36.2 6.0 21.9 10.5 6.4 19.9 20.0 6.4 20.3 37.0 Cycle Q Clear(g_c), s 7.4 36.1 36.2 6.0 21.9 10.5 6.4 19.9 20.0 6.4 20.3 37.0 Prop In Lane 1.00 0.44 1.00 1.00 1.00 0.46 1.00 1.00
Lane Grp Cap(c), veh/h 232 1210 610 188 1750 543 104 598 577 104 598 532 V/C Ratio(X) 3.50 0.93 0.93 1.19 0.68 0.37 3.18 0.64 0.64 2.48 0.65 1.37 Avail Cap(c_a), veh/h 232 1210 610 188 1750 543 104 598 577 104 598 532 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.28 0.28 0.28 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.8 47.2 47.3 52.0 30.9 27.2 51.8 30.8 30.9 51.8 30.9 36.5 Incr Delay (d2), s/veh 1126.7 4.9 8.9 127.4 2.1 1.9 1007.6 4.5 4.7 693.8 4.7 176.2 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 39.6 17.1 18.0 5.9 8.9 4.1 31.8 8.8 8.6 22.7 9.0 39.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 1180.5 52.1 56.2 179.4 33.1 29.1 1059.4 35.3 35.6 745.6 35.6 212.7 LnGrp LOS F D E F C C F D D F D F
Approach Vol, veh/h 2510 1612 1079 1369
Approach Delay, s/veh 418.5 53.0 348.6 262.8
Approach LOS F D F F
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.0 42.8 10.6 45.6 11.0 42.8 12.0 44.2 Change Period (Y+Rc), s 4.6 5.8 4.6 6.5 4.6 5.8 4.6 6.5 Max Green Setting (Gmax), s 6.4 37.0 6.0 39.1 6.4 37.0 7.4 37.7 Max Q Clear Time (g_c+I1), s 8.4 22.0 8.0 38.2 8.4 39.0 9.4 23.9 Green Ext Time (p_c), s 0.0 8.0 0.0 0.9 0.0 0.0 0.0 10.3 Intersection Summary
HCM 6th Ctrl Delay 284.9
HCM 6th LOS F
Notes
User approved changes to right turn type.

5.1-18
Whitewood I Traffic Analysis

14984-03 TA Report REV2
APPENDIX 5.2: OPENING YEAR CUMULATIVE (2024) WITH PROJECT

CONDITIONS INTERSECTION OPERATIONS ANALYSIS WORKSHEETS
Whitewood I Traffic Analysis

14984-03 TA Report REV2
This Page Intentionally Left Blank

Timings Whitewood I (JN:14984)
1: I-215 SB Ramps & Clinton Keith Rd. 03/22/2023
Opening Year Cumulative (2024) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Lane Group EBT EBR WBT WBR SBT SBR
Lane Configurations
Traffic Volume (vph) 1797 477 1452 803 2 890
Future Volume (vph) 1797 477 1452 803 2 890
Turn Type NA Perm NA Free NA Perm
Protected Phases 2 6 4
Permitted Phases 2 Free 4
Detector Phase 2 2 6 4 4
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 32.8 32.8 23.8 23.8 23.8
Total Split (s) 57.0 57.0 57.0 53.0 53.0
Total Split (%) 51.8% 51.8% 51.8% 48.2% 48.2%
Yellow Time (s) 4.8 4.8 4.8 4.8 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.8 5.8 5.8 5.8 5.8
Lead/Lag
Lead-Lag Optimize?
Recall Mode C-Min C-Min C-Min None None
Act Effct Green (s) 54.4 54.4 54.4 110.0 44.0 44.0
Actuated g/C Ratio 0.49 0.49 0.49 1.00 0.40 0.40
v/c Ratio 0.77 0.54 0.63 0.54 0.53 0.89
Control Delay 25.9 4.0 21.1 2.2 28.1 41.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 25.9 4.0 21.1 2.2 28.1 41.3

L O S CACACD
Approach Delay 21.3 14.4 37.7
Approach LOS C B D
Intersection Summary
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow, Master Intersection Natural Cycle: 65
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.89
Intersection Signal Delay: 22.1 Intersection LOS: C
Intersection Capacity Utilization 68.9% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 1: I-215 SB Ramps & Clinton Keith Rd.

5.2-1
HCM 6th Signalized Intersection Summary Whitewood I (JN:14984) 1: I-215 SB Ramps & Clinton Keith Rd. 03/22/2023
Opening Year Cumulative (2024) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1797 477 0 1452 803 0 0 0 332 2 890 Future Volume (veh/h) 0 1797 477 0 1452 803 0 0 0 332 2 890 Initial Q (Qb), veh 000000 000
Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1826 1826 0 1811 1826 1737 1900 1737 Adj Flow Rate, veh/h 0 1872 497 0 1512 0 346 2 694
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 055065 1 10 1 1
Cap, veh/h 0 2959 870 0 2935 541 3 780
Arrive On Green 0.00 0.59 0.59 0.00 1.00 0.00 0.30 0.30 0.30 Sat Flow, veh/h 0 5149 1465 0 5107 1547 1800 10 2591
Grp Volume(v), veh/h 0 1872 497 0 1512 0 348 0 694
Grp Sat Flow(s),veh/h/ln 0 1662 1465 0 1648 1547 1810 0 1295 Q Serve(g_s), s 0.0 26.9 23.0 0.0 0.0 0.0 18.3 0.0 28.1 Cycle Q Clear(g_c), s 0.0 26.9 23.0 0.0 0.0 0.0 18.3 0.0 28.1 Prop In Lane 0.00 1.00 0.00 1.00 0.99 1.00
Lane Grp Cap(c), veh/h 0 2959 870 0 2935 545 0 780
V/C Ratio(X) 0.00 0.63 0.57 0.00 0.52 0.64 0.00 0.89
Avail Cap(c_a), veh/h 0 2959 870 0 2935 777 0 1112
HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.00 0.34 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 14.5 13.7 0.0 0.0 0.0 33.3 0.0 36.7 Incr Delay (d2), s/veh 0.0 1.0 2.7 0.0 0.2 0.0 0.5 0.0 5.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 9.1 7.3 0.0 0.1 0.0 7.9 0.0 9.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 15.6 16.5 0.0 0.2 0.0 33.7 0.0 42.0 LnGrp LOS ABBAA CAD
Approach Vol, veh/h 2369 1512 1042
Approach Delay, s/veh 15.8 0.2 39.2
Approach LOS B A D
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 71.1 38.9 71.1
Change Period (Y+Rc), s 5.8 5.8 5.8
Max Green Setting (Gmax), s 51.2 47.2 51.2
Max Q Clear Time (g_c+I1), s 28.9 30.1 2.0
Green Ext Time (p_c), s 11.3 3.0 8.6
Intersection Summary
HCM 6th Ctrl Delay 16.0
HCM 6th LOS B
Notes
Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

5.2-2
Timings Whitewood I (JN:14984)
2: I-215 NB Ramps & Clinton Keith Rd. 11/07/2022
Opening Year Cumulative (2024) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 3
Lane Group EBT EBR WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 1444 637 1990 319 764
Future Volume (vph) 1444 637 1990 319 764
Turn Type NA Perm NA Prot Prot
Protected Phases 2 6 8 8
Permitted Phases 2
Detector Phase 22688
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 43.8 43.8 22.0 22.0 22.0
Total Split (s) 62.0 62.0 62.0 48.0 48.0
Total Split (%) 56.4% 56.4% 56.4% 43.6% 43.6%
Yellow Time (s) 4.8 4.8 4.8 4.8 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.8 5.8 5.8 5.8 5.8
Lead/Lag
Lead-Lag Optimize?
Recall Mode C-Min C-Min C-Min None None
Act Effct Green (s) 55.1 55.1 55.1 43.3 43.3
Actuated g/C Ratio 0.50 0.50 0.50 0.39 0.39
v/c Ratio 0.65 0.70 0.88 0.91 0.98
Control Delay 8.2 7.0 49.4 51.6 66.3
Queue Delay 0.0 0.5 0.0 0.0 0.0
Total Delay 8.2 7.6 49.4 51.6 66.3

LOS A A D D E
Approach Delay 8.0 49.4 58.7
Approach LOS A D E
Intersection Summary
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 12 (11%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.98
Intersection Signal Delay: 34.7 Intersection LOS: C
Intersection Capacity Utilization 81.4% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 2: I-215 NB Ramps & Clinton Keith Rd.

5.2-3

5.2-3
HCM 6th Signalized Intersection Summary Whitewood I (JN:14984) 2: I-215 NB Ramps & Clinton Keith Rd. 11/07/2022
Opening Year Cumulative (2024) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 4
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 1444 637 0 1990 319 764
Future Volume (veh/h) 1444 637 0 1990 319 764
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1796 1841 0 1811 1856 1841
Adj Flow Rate, veh/h 1570 0 0 2163 495 505
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 740634
Cap, veh/h 2704 0 2726 606 535
Arrive On Green 1.00 0.00 0.00 0.18 0.34 0.34
Sat Flow, veh/h 5065 1560 0 5270 1767 1560
Grp Volume(v), veh/h 1570 0 0 2163 495 505
Grp Sat Flow(s),veh/h/ln 1635 1560 0 1648 1767 1560
Q Serve(g_s), s 0.0 0.0 0.0 46.0 28.1 34.6
Cycle Q Clear(g_c), s 0.0 0.0 0.0 46.0 28.1 34.6
Prop In Lane 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 2704 0 2726 606 535
V/C Ratio(X) 0.58 0.00 0.79 0.82 0.94
Avail Cap(c_a), veh/h 2704 0 2726 678 598
HCM Platoon Ratio 2.00 2.00 1.00 0.33 1.00 1.00
Upstream Filter(I) 0.55 0.00 0.00 0.59 1.00 1.00
Uniform Delay (d), s/veh 0.0 0.0 0.0 39.0 33.0 35.1
Incr Delay (d2), s/veh 0.5 0.0 0.0 1.5 6.2 21.6
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.1 0.0 0.0 20.5 12.7 15.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.5 0.0 0.0 40.5 39.1 56.7
LnGrp LOS A A D D E
Approach Vol, veh/h 1570 2163 1000
Approach Delay, s/veh 0.5 40.5 48.0
Approach LOS A D D
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 66.5 66.5 43.5
Change Period (Y+Rc), s 5.8 5.8 5.8
Max Green Setting (Gmax), s 56.2 56.2 42.2
Max Q Clear Time (g_c+I1), s 2.0 48.0 36.6
Green Ext Time (p_c), s 9.2 6.0 1.2
Intersection Summary
HCM 6th Ctrl Delay 28.8
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [EBR, WBT] is excluded from calculations of the approach delay and intersection delay.

5.2-4

5.2-4
Timings Whitewood I (JN:14984)
3: Warm Springs Pkwy. & Clinton Keith Rd. 11/07/2022
Opening Year Cumulative (2024) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 5
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 215 1400 356 1764 229 24 4 7 144 60 254 Future Volume (vph) 215 1400 356 1764 229 24 4 7 144 60 254 Turn Type Prot NA Prot NA pm+ov Prot NA Perm Prot NA pm+ov Protected Phases 7438152 167
Permitted Phases 8 2 6
Detector Phase 74381522167
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 5.0 10.0 10.0 5.0 10.0 5.0 Minimum Split (s) 9.6 22.8 9.6 22.8 9.6 9.1 26.6 26.6 9.6 26.6 9.6 Total Split (s) 14.9 44.4 28.4 57.9 10.6 9.1 26.6 26.6 10.6 28.1 14.9 Total Split (%) 13.5% 40.4% 25.8% 52.6% 9.6% 8.3% 24.2% 24.2% 9.6% 25.5% 13.5% Yellow Time (s) 3.6 4.8 3.6 4.8 3.6 3.6 3.6 3.6 3.6 3.6 3.6 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 0.5 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 4.6 5.8 4.6 4.1 4.6 4.6 4.6 4.6 4.6 Lead/Lag Lead Lag Lead Lag Lead Lead Lag Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None C-Max None None Max Max None Max None Act Effct Green (s) 10.0 38.6 23.8 52.4 59.6 5.0 22.0 22.0 6.0 27.1 37.1 Actuated g/C Ratio 0.09 0.35 0.22 0.48 0.54 0.05 0.20 0.20 0.05 0.25 0.34 v/c Ratio 0.77 1.04 1.04 0.81 0.27 0.17 0.01 0.02 0.86 0.15 0.31 Control Delay 66.3 64.5 98.7 27.9 2.2 53.2 35.5 0.1 88.9 35.4 15.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 66.3 64.5 98.7 27.9 2.2 53.2 35.5 0.1 88.9 35.4 15.6

L O S EEFCADDAFDB
Approach Delay 64.7 36.2 40.5 41.3
Approach LOS E D D D
Intersection Summary
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Green Natural Cycle: 120
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.04
Intersection Signal Delay: 48.0 Intersection LOS: D
Intersection Capacity Utilization 83.1% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 3: Warm Springs Pkwy. & Clinton Keith Rd.

5.2-5

5.2-5
HCM 6th Signalized Intersection Summary Whitewood I (JN:14984) 3: Warm Springs Pkwy. & Clinton Keith Rd. 11/07/2022
Opening Year Cumulative (2024) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 215 1400 241 356 1764 229 24 4 7 144 60 254 Future Volume (veh/h) 215 1400 241 356 1764 229 24 4 7 144 60 254 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 0.99 1.00 0.88 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 239 1556 240 396 1960 226 27 4 5 160 67 200 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 222222222222
Cap, veh/h 301 1560 240 385 2451 846 88 374 315 188 437 814 Arrive On Green 0.03 0.12 0.12 0.22 0.48 0.48 0.03 0.20 0.20 0.05 0.23 0.23 Sat Flow, veh/h 3456 4445 683 1781 5106 1582 3456 1870 1573 3456 1870 2442 Grp Volume(v), veh/h 239 1191 605 396 1960 226 27 4 5 160 67 200 Grp Sat Flow(s),veh/h/ln 1728 1702 1724 1781 1702 1582 1728 1870 1573 1728 1870 1221 Q Serve(g_s), s 7.6 38.5 38.6 23.8 35.6 8.5 0.8 0.2 0.3 5.0 3.1 6.7 Cycle Q Clear(g_c), s 7.6 38.5 38.6 23.8 35.6 8.5 0.8 0.2 0.3 5.0 3.1 6.7 Prop In Lane 1.00 0.40 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 301 1195 605 385 2451 846 88 374 315 188 437 814 V/C Ratio(X) 0.79 1.00 1.00 1.03 0.80 0.27 0.31 0.01 0.02 0.85 0.15 0.25 Avail Cap(c_a), veh/h 324 1195 605 385 2451 846 157 374 315 188 437 814 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.60 0.60 0.60 0.09 0.09 0.09 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.4 48.6 48.6 43.1 24.1 13.9 52.6 35.3 35.3 51.6 33.5 27.6 Incr Delay (d2), s/veh 6.7 19.4 28.5 21.4 0.3 0.1 0.7 0.1 0.1 27.6 0.7 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.6 20.6 22.5 12.3 13.1 2.8 0.4 0.1 0.1 2.9 1.5 2.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 59.1 68.0 77.2 64.5 24.4 14.0 53.4 35.3 35.4 79.1 34.3 28.4 LnGrp LOS E E F F C B D D D E C C
Approach Vol, veh/h 2035 2582 36 427
Approach Delay, s/veh 69.7 29.6 48.9 48.3
Approach LOS E C D D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.6 26.6 28.4 44.4 6.9 30.3 14.2 58.6 Change Period (Y+Rc), s 4.6 4.6 4.6 5.8 4.1 4.6 4.6 5.8 Max Green Setting (Gmax), s 6.0 22.0 23.8 38.6 5.0 23.5 10.3 52.1 Max Q Clear Time (g_c+I1), s 7.0 2.3 25.8 40.6 2.8 8.7 9.6 37.6 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 1.1 0.0 11.1 Intersection Summary
HCM 6th Ctrl Delay 47.4
HCM 6th LOS D

5.2-6

5.2-6
HCM 6th TWSC Whitewood I (JN:14984)
4: Whitewood Rd. & Moorefield St. 11/07/2022
Opening Year Cumulative (2024) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 7
Intersection
Int Delay, s/veh 0.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 2 0 47 37 0 4 24 930 14 2 1255 7
Future Vol, veh/h 2 0 47 37 0 4 24 930 14 2 1255 7
Conflicting Peds, #/hr 0 00000000008
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - ----- 9 5-- 1 0 0--
Veh in Median Storage, # - 1 - - 1 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 22222222222
Mvmt Flow 2 0 51 40 0 4 26 1011 15 2 1364 8

Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1938 2458 694 1757 2455 513 1380 0 0 1026 0 0 Stage 1 1380 1380 - 1071 1071 -------
Stage 2 558 1078 - 686 1384 -------
Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 -------
Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 -------
Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver *72 *31 385 *116 *31 *689 493 - - *1030 - - Stage 1 *152 *210 - *649 *569 -------
Stage 2 *649 *569 - *404 *209 -------
Platoon blocked, % 1 1 1 1 1 - - 1 - -
Mov Cap-1 Maneuver *68 *29 382 *97 *29 *689 490 - - *1030 - - Mov Cap-2 Maneuver *122 *147 - *232 *133 -------
Stage 1 *143 *208 - *615 *539 -------
Stage 2 *611 *539 - *349 *207 -------

Approach EB WB NB SB
HCM Control Delay, s 17.1 22.7 0.3 0

HCM LOS C C

Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 490 - - 351 248 * 1030 - -
HCM Lane V/C Ratio 0.053 - - 0.152 0.18 0.002 - -
HCM Control Delay (s) 12.8 - - 17.1 22.7 8.5 - -
HCM Lane LOS B - - C C A - -
HCM 95th %tile Q(veh) 0.2 - - 0.5 0.6 0 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon

5.2-7

5.2-7
Timings Whitewood I (JN:14984)
5: Clinton Keith Rd. & Whitewood Rd. 03/22/2023
Opening Year Cumulative (2024) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 561 1027 366 1492 252 244 197 195 517 Future Volume (vph) 561 1027 366 1492 252 244 197 195 517 Turn Type Prot NA Prot NA Perm Prot NA Prot NA
Protected Phases 7438 5216
Permitted Phases 8
Detector Phase 743885216
Switch Phase
Minimum Initial (s) 6.0 10.0 6.0 10.0 10.0 6.0 10.0 6.0 10.0 Minimum Split (s) 10.6 43.5 10.6 43.5 43.5 10.6 42.8 10.6 42.8 Total Split (s) 11.0 45.2 11.0 45.2 45.2 11.0 42.8 11.0 42.8 Total Split (%) 10.0% 41.1% 10.0% 41.1% 41.1% 10.0% 38.9% 10.0% 38.9% Yellow Time (s) 3.6 5.5 3.6 5.5 5.5 3.6 4.8 3.6 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.5 4.6 6.5 6.5 4.6 5.8 4.6 5.8 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None C-Min None C-Min C-Min None None None None Act Effct Green (s) 6.4 38.7 6.4 38.7 38.7 6.4 37.0 6.4 37.0 Actuated g/C Ratio 0.06 0.35 0.06 0.35 0.35 0.06 0.34 0.06 0.34 v/c Ratio 3.03 0.78 1.98 0.90 0.38 2.57 0.27 2.06 1.17dr Control Delay 939.7 26.9 486.7 41.7 4.7 755.8 20.0 535.8 96.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 939.7 26.9 486.7 41.7 4.7 755.8 20.0 535.8 96.7

L O S FCFDAFCFF
Approach Delay 306.7 114.5 353.5 159.6
Approach LOS F F F F
Intersection Summary
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 53.8 (49%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 140
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 3.03
Intersection Signal Delay: 207.3 Intersection LOS: F
Intersection Capacity Utilization 116.7% ICU Level of Service H Analysis Period (min) 15
dr Defacto Right Lane. Recode with 1 though lane as a right lane.

Splits and Phases: 5: Clinton Keith Rd. & Whitewood Rd.

5.2-8
HCM 6th Signalized Intersection Summary Whitewood I (JN:14984) 5: Clinton Keith Rd. & Whitewood Rd. 03/22/2023
Opening Year Cumulative (2024) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 561 1027 242 366 1492 252 244 197 97 195 517 650 Future Volume (veh/h) 561 1027 242 366 1492 252 244 197 97 195 517 650 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.97 1.00 0.98 1.00 0.90 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 603 1104 195 394 1604 160 262 212 47 210 556 632 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 222222222222
Cap, veh/h 201 1524 269 201 1796 539 104 973 211 104 598 482 Arrive On Green 0.08 0.47 0.47 0.06 0.35 0.35 0.06 0.34 0.34 0.06 0.34 0.34 Sat Flow, veh/h 3456 4333 765 3456 5106 1533 1781 2892 626 1781 1777 1434 Grp Volume(v), veh/h 603 867 432 394 1604 160 262 128 131 210 556 632 Grp Sat Flow(s),veh/h/ln 1728 1702 1694 1728 1702 1533 1781 1777 1741 1781 1777 1434 Q Serve(g_s), s 6.4 22.5 22.6 6.4 32.7 8.3 6.4 5.7 5.9 6.4 33.2 37.0 Cycle Q Clear(g_c), s 6.4 22.5 22.6 6.4 32.7 8.3 6.4 5.7 5.9 6.4 33.2 37.0 Prop In Lane 1.00 0.45 1.00 1.00 1.00 0.36 1.00 1.00
Lane Grp Cap(c), veh/h 201 1198 596 201 1796 539 104 598 586 104 598 482 V/C Ratio(X) 3.00 0.72 0.72 1.96 0.89 0.30 2.53 0.21 0.22 2.03 0.93 1.31 Avail Cap(c_a), veh/h 201 1198 596 201 1796 539 104 598 586 104 598 482 HCM Platoon Ratio 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.09 0.09 0.09 0.83 0.83 0.83 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 50.7 25.0 25.0 51.8 33.7 25.8 51.8 26.1 26.2 51.8 35.3 36.5 Incr Delay (d2), s/veh 900.8 0.4 0.7 446.5 6.1 1.2 715.2 0.7 0.7 493.9 22.8 153.9 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 27.8 7.6 7.6 15.2 13.7 3.1 23.4 2.4 2.5 17.0 17.3 32.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 951.5 25.3 25.7 498.3 39.8 27.0 767.0 26.8 26.9 545.7 58.0 190.4 LnGrp LOS F C C F D C F C C F E F
Approach Vol, veh/h 1902 2158 521 1398
Approach Delay, s/veh 319.1 122.6 399.1 191.1
Approach LOS FFFF
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.0 42.8 11.0 45.2 11.0 42.8 11.0 45.2 Change Period (Y+Rc), s 4.6 5.8 4.6 6.5 4.6 5.8 4.6 6.5 Max Green Setting (Gmax), s 6.4 37.0 6.4 38.7 6.4 37.0 6.4 38.7 Max Q Clear Time (g_c+I1), s 8.4 7.9 8.4 24.6 8.4 39.0 8.4 34.7 Green Ext Time (p_c), s 0.0 3.6 0.0 10.2 0.0 0.0 0.0 3.7 Intersection Summary
HCM 6th Ctrl Delay 225.2
HCM 6th LOS F
Notes
User approved changes to right turn type.

5.2-9
HCM 6th TWSC Whitewood I (JN:14984)
6: Arendt Ln. & Driveway 2 11/07/2022
Opening Year Cumulative (2024) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 10
Intersection
Int Delay, s/veh 8
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 42 16 0 0 0
Future Vol, veh/h 0 42 16 0 0 0
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 0 46 17 0 0 0

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 35 1 1 0 - 0
Stage 1 1 -----
Stage 2 34 -----
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 978 1084 1622 - - -
Stage 1 1022 -----
Stage 2 988 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 968 1084 1622 - - -
Mov Cap-2 Maneuver 968 -----
Stage 1 1012 -----
Stage 2 988 -----

Approach EB NB SB
HCM Control Delay, s 8.5 7.2 0

HCM LOS A

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1622 - 1084 - -
HCM Lane V/C Ratio 0.011 - 0.042 - -
HCM Control Delay (s) 7.2 0 8.5 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 0 - 0.1 - -

5.2-10

5.2-10
Timings Whitewood I (JN:14984)
7: Clinton Keith Rd. & Arendt Ln. 04/18/2023
Opening Year Cumulative (2024) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 10 1127 75 9 1916 42 0 17 0
Future Volume (vph) 10 1127 75 9 1916 42 0 17 0
Turn Type Prot NA Perm Prot NA Perm NA Perm NA
Protected Phases 7 4 3 8 2 6
Permitted Phases 4 2 6
Detector Phase 744382266
Switch Phase
Minimum Initial (s) 5.0 10.0 10.0 5.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 9.6 22.8 22.8 9.1 22.8 26.1 26.1 26.6 26.6 Total Split (s) 10.0 71.0 71.0 10.0 71.0 29.0 29.0 29.0 29.0 Total Split (%) 9.1% 64.5% 64.5% 9.1% 64.5% 26.4% 26.4% 26.4% 26.4% Yellow Time (s) 3.6 4.8 4.8 3.6 4.8 3.6 3.6 3.6 3.6
All-Red Time (s) 1.0 1.0 1.0 0.5 1.0 0.5 0.5 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) 4.6 5.8 5.8 4.1 5.8 4.1 4.6
Lead/Lag Lead Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes
Recall Mode None C-Min C-Min None C-Min None None None None Act Effct Green (s) 5.5 84.7 84.7 5.4 84.6 13.3 12.8
Actuated g/C Ratio 0.05 0.77 0.77 0.05 0.77 0.12 0.12
v/c Ratio 0.12 0.31 0.07 0.11 0.54 0.57 0.21
Control Delay 40.7 8.9 4.2 52.4 6.9 25.8 5.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 40.7 8.9 4.2 52.4 6.9 25.8 5.6

LOS D A A D A C A
Approach Delay 8.8 7.1 25.8 5.6
Approach LOS A A C A
Intersection Summary
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Green Natural Cycle: 75
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.57
Intersection Signal Delay: 8.5 Intersection LOS: A
Intersection Capacity Utilization 55.3% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 7: Clinton Keith Rd. & Arendt Ln.

5.2-11
HCM 6th Signalized Intersection Summary Whitewood I (JN:14984) 7: Clinton Keith Rd. & Arendt Ln. 04/18/2023
Opening Year Cumulative (2024) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 1127 75 9 1916 6 42 0 99 17 0 25 Future Volume (veh/h) 10 1127 75 9 1916 6 42 0 99 17 0 25 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 11 1225 82 10 2083 7 46 0 108 18 0 27 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222
Cap, veh/h 23 3758 1167 21 3837 13 87 12 131 100 18 107 Arrive On Green 0.03 1.00 1.00 0.01 0.73 0.73 0.12 0.00 0.12 0.12 0.00 0.12 Sat Flow, veh/h 1781 5106 1585 1781 5254 18 367 96 1086 447 148 892 Grp Volume(v), veh/h 11 1225 82 10 1350 740 154 0 0 45 0 0 Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1781 1702 1867 1549 0 0 1486 0 0 Q Serve(g_s), s 0.7 0.0 0.0 0.6 19.5 19.5 8.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.7 0.0 0.0 0.6 19.5 19.5 10.6 0.0 0.0 2.7 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.01 0.30 0.70 0.40 0.60
Lane Grp Cap(c), veh/h 23 3758 1167 21 2486 1364 229 0 0 225 0 0 V/C Ratio(X) 0.48 0.33 0.07 0.47 0.54 0.54 0.67 0.00 0.00 0.20 0.00 0.00 Avail Cap(c_a), veh/h 87 3758 1167 96 2486 1364 390 0 0 372 0 0 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.21 0.21 0.21 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 53.2 0.0 0.0 54.0 6.6 6.6 47.2 0.0 0.0 43.7 0.0 0.0 Incr Delay (d2), s/veh 1.2 0.0 0.0 5.8 0.9 1.6 3.4 0.0 0.0 0.4 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.0 0.0 0.3 5.5 6.3 4.3 0.0 0.0 1.1 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 54.4 0.0 0.0 59.8 7.5 8.2 50.6 0.0 0.0 44.2 0.0 0.0 LnGrp LOS D AAEAADAADAA
Approach Vol, veh/h 1318 2100 154 45
Approach Delay, s/veh 0.5 8.0 50.6 44.2
Approach LOS A A D D
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 17.8 5.4 86.8 17.8 6.0 86.1
Change Period (Y+Rc), s * 4.6 4.1 5.8 4.6 4.6 5.8
Max Green Setting (Gmax), s * 25 5.9 65.2 24.4 5.4 65.2 Max Q Clear Time (g_c+I1), s 12.6 2.6 2.0 4.7 2.7 21.5
Green Ext Time (p_c), s 0.6 0.0 11.3 0.2 0.0 22.3
Intersection Summary
HCM 6th Ctrl Delay 7.5
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

5.2-12
Timings Whitewood I (JN:14984)
1: I-215 SB Ramps & Clinton Keith Rd. 03/22/2023
Opening Year Cumulative (2024) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Lane Group EBT EBR WBT WBR SBT SBR
Lane Configurations
Traffic Volume (vph) 2458 505 1980 897 2 786
Future Volume (vph) 2458 505 1980 897 2 786
Turn Type NA Perm NA Free NA Perm
Protected Phases 2 6 4
Permitted Phases 2 Free 4
Detector Phase 2 2 6 4 4
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 32.8 32.8 23.8 23.8 23.8
Total Split (s) 62.0 62.0 62.0 48.0 48.0
Total Split (%) 56.4% 56.4% 56.4% 43.6% 43.6%
Yellow Time (s) 4.8 4.8 4.8 4.8 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.8 5.8 5.8 5.8 5.8
Lead/Lag
Lead-Lag Optimize?
Recall Mode C-Min C-Min C-Min None None
Act Effct Green (s) 57.4 57.4 57.4 110.0 41.0 41.0
Actuated g/C Ratio 0.52 0.52 0.52 1.00 0.37 0.37
v/c Ratio 0.98 0.49 0.78 0.59 0.94 0.77
Control Delay 40.8 3.1 5.7 2.6 57.5 35.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 40.8 3.1 5.7 2.6 57.5 35.1

L O S DAAAED
Approach Delay 34.3 4.7 44.7
Approach LOS C A D
Intersection Summary
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow, Master Intersection Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.98
Intersection Signal Delay: 24.5 Intersection LOS: C
Intersection Capacity Utilization 90.0% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 1: I-215 SB Ramps & Clinton Keith Rd.

5.2-13
HCM 6th Signalized Intersection Summary Whitewood I (JN:14984) 1: I-215 SB Ramps & Clinton Keith Rd. 03/22/2023
Opening Year Cumulative (2024) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 2458 505 0 1980 897 0 0 0 590 2 786 Future Volume (veh/h) 0 2458 505 0 1980 897 0 0 0 590 2 786 Initial Q (Qb), veh 000000 000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1811 1841 0 1841 1870 1826 1900 1841 Adj Flow Rate, veh/h 0 2508 397 0 2020 0 602 2 595
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 064042 504
Cap, veh/h 0 2652 825 0 2696 646 2 983
Arrive On Green 0.00 0.54 0.54 0.00 1.00 0.00 0.36 0.36 0.36 Sat Flow, veh/h 0 5107 1537 0 5191 1585 1804 6 2745
Grp Volume(v), veh/h 0 2508 397 0 2020 0 604 0 595
Grp Sat Flow(s),veh/h/ln 0 1648 1537 0 1675 1585 1810 0 1373 Q Serve(g_s), s 0.0 52.5 17.8 0.0 0.0 0.0 35.4 0.0 19.5 Cycle Q Clear(g_c), s 0.0 52.5 17.8 0.0 0.0 0.0 35.4 0.0 19.5 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2652 825 0 2696 648 0 983
V/C Ratio(X) 0.00 0.95 0.48 0.00 0.75 0.93 0.00 0.61
Avail Cap(c_a), veh/h 0 2652 825 0 2696 694 0 1053
HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.00 0.09 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 24.0 15.9 0.0 0.0 0.0 34.0 0.0 28.9 Incr Delay (d2), s/veh 0.0 8.7 2.0 0.0 0.2 0.0 18.2 0.0 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 20.1 6.1 0.0 0.0 0.0 18.3 0.0 6.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 32.7 17.9 0.0 0.2 0.0 52.2 0.0 29.5 LnGrp LOS A C B A A D A C
Approach Vol, veh/h 2905 2020 1199
Approach Delay, s/veh 30.7 0.2 40.9
Approach LOS C A D
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 64.8 45.2 64.8
Change Period (Y+Rc), s 5.8 5.8 5.8
Max Green Setting (Gmax), s 56.2 42.2 56.2
Max Q Clear Time (g_c+I1), s 54.5 37.4 2.0
Green Ext Time (p_c), s 1.6 2.0 14.5
Intersection Summary
HCM 6th Ctrl Delay 22.6
HCM 6th LOS C
Notes
Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

5.2-14
Timings Whitewood I (JN:14984)
2: I-215 NB Ramps & Clinton Keith Rd. 11/07/2022
Opening Year Cumulative (2024) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 3
Lane Group EBT EBR WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 2343 709 2440 454 921
Future Volume (vph) 2343 709 2440 454 921
Turn Type NA Perm NA Prot Prot
Protected Phases 2 6 8 8
Permitted Phases 2
Detector Phase 22688
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 43.8 43.8 22.0 22.0 22.0
Total Split (s) 59.0 59.0 59.0 51.0 51.0
Total Split (%) 53.6% 53.6% 53.6% 46.4% 46.4%
Yellow Time (s) 4.8 4.8 4.8 4.8 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.8 5.8 5.8 5.8 5.8
Lead/Lag
Lead-Lag Optimize?
Recall Mode C-Min C-Min C-Min None None
Act Effct Green (s) 53.2 53.2 53.2 45.2 45.2
Actuated g/C Ratio 0.48 0.48 0.48 0.41 0.41
v/c Ratio 1.00 0.72 1.02 1.06 1.12
Control Delay 34.6 6.7 61.2 82.4 105.0
Queue Delay 0.0 0.7 31.4 0.0 0.0
Total Delay 34.6 7.3 92.6 82.4 105.0

LOS C A F F F
Approach Delay 28.3 92.6 93.3
Approach LOS C F F
Intersection Summary
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 98 (89%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 110
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.12
Intersection Signal Delay: 64.2 Intersection LOS: E
Intersection Capacity Utilization 100.8% ICU Level of Service G Analysis Period (min) 15
Splits and Phases: 2: I-215 NB Ramps & Clinton Keith Rd.

5.2-15

5.2-15
HCM 6th Signalized Intersection Summary Whitewood I (JN:14984) 2: I-215 NB Ramps & Clinton Keith Rd. 11/07/2022
Opening Year Cumulative (2024) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 4
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 2343 709 0 2440 454 921
Future Volume (veh/h) 2343 709 0 2440 454 921
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1826 1796 0 1856 1841 1841
Adj Flow Rate, veh/h 2391 0 0 2490 635 647
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98
Percent Heavy Veh, % 570344
Cap, veh/h 2411 0 2450 720 641
Arrive On Green 0.97 0.00 0.00 0.64 0.41 0.41
Sat Flow, veh/h 5149 1522 0 5400 1753 1560
Grp Volume(v), veh/h 2391 0 0 2490 635 647
Grp Sat Flow(s),veh/h/ln 1662 1522 0 1689 1753 1560
Q Serve(g_s), s 42.5 0.0 0.0 53.2 36.8 45.2
Cycle Q Clear(g_c), s 42.5 0.0 0.0 53.2 36.8 45.2
Prop In Lane 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 2411 0 2450 720 641
V/C Ratio(X) 0.99 0.00 1.02 0.88 1.01
Avail Cap(c_a), veh/h 2411 0 2450 720 641
HCM Platoon Ratio 2.00 2.00 1.00 1.33 1.00 1.00
Upstream Filter(I) 0.13 0.00 0.00 0.71 1.00 1.00
Uniform Delay (d), s/veh 1.6 0.0 0.0 19.6 29.9 32.4
Incr Delay (d2), s/veh 5.0 0.0 0.0 19.6 11.9 37.9
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.7 0.0 0.0 18.6 17.2 22.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 6.6 0.0 0.0 39.2 41.8 70.3
LnGrp LOS A A F D F
Approach Vol, veh/h 2391 2490 1282
Approach Delay, s/veh 6.6 39.2 56.2
Approach LOS A D E
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 59.0 59.0 51.0
Change Period (Y+Rc), s 5.8 5.8 5.8
Max Green Setting (Gmax), s 53.2 53.2 45.2
Max Q Clear Time (g_c+I1), s 44.5 55.2 47.2
Green Ext Time (p_c), s 6.8 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 30.1
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [EBR, WBT] is excluded from calculations of the approach delay and intersection delay.

5.2-16

5.2-16
Timings Whitewood I (JN:14984)
3: Warm Springs Pkwy. & Clinton Keith Rd. 11/07/2022
Opening Year Cumulative (2024) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 5
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 371 2195 308 1960 221 9 3 250 2 423 Future Volume (vph) 371 2195 308 1960 221 9 3 250 2 423 Turn Type Prot NA Prot NA pm+ov Prot NA Prot NA pm+ov
Protected Phases 7438152167
Permitted Phases 8 6
Detector Phase 7438152167
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 5.0 10.0 5.0 10.0 5.0 Minimum Split (s) 9.6 22.8 9.6 22.8 9.5 9.6 26.6 9.5 26.6 9.6 Total Split (s) 17.8 49.4 22.0 53.6 12.0 9.6 26.6 12.0 29.0 17.8 Total Split (%) 16.2% 44.9% 20.0% 48.7% 10.9% 8.7% 24.2% 10.9% 26.4% 16.2% Yellow Time (s) 3.6 4.8 3.6 4.8 3.5 3.6 3.6 3.5 3.6 3.6 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) 4.6 5.8 4.6 5.8 4.5 4.6 4.6 4.5 4.6 4.6 Lead/Lag Lead Lag Lead Lag Lead Lead Lag Lead Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None C-Max None None None None None None Act Effct Green (s) 16.1 52.6 27.6 64.1 75.0 5.0 12.4 9.6 12.9 29.0 Actuated g/C Ratio 0.15 0.48 0.25 0.58 0.68 0.05 0.11 0.09 0.12 0.26 v/c Ratio 0.76 0.95 0.72 0.68 0.20 0.06 0.01 0.86 0.01 0.52 Control Delay 49.0 31.0 49.5 19.0 2.2 51.1 39.7 77.1 38.5 21.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 49.0 31.0 49.5 19.0 2.2 51.1 39.7 77.1 38.5 21.2

L O S DCDBADDEDC
Approach Delay 33.6 21.3 48.3 42.0
Approach LOS C C D D
Intersection Summary
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Green Natural Cycle: 150
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.95
Intersection Signal Delay: 29.3 Intersection LOS: C
Intersection Capacity Utilization 88.4% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 3: Warm Springs Pkwy. & Clinton Keith Rd.

5.2-17

5.2-17
HCM 6th Signalized Intersection Summary Whitewood I (JN:14984) 3: Warm Springs Pkwy. & Clinton Keith Rd. 11/07/2022
Opening Year Cumulative (2024) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 371 2195 36 308 1960 221 9 3 0 250 2 423 Future Volume (veh/h) 371 2195 36 308 1960 221 9 3 0 250 2 423 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 1.00 1.00 0.97 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 382 2263 35 318 2021 219 9 3 0 258 2 307 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, % 222222222222
Cap, veh/h 415 2492 38 282 2653 929 38 215 182 236 320 800 Arrive On Green 0.04 0.16 0.16 0.16 0.52 0.52 0.01 0.11 0.00 0.07 0.17 0.17 Sat Flow, veh/h 3456 5177 80 1781 5106 1580 3456 1870 1585 3456 1870 2716 Grp Volume(v), veh/h 382 1486 812 318 2021 219 9 3 0 258 2 307 Grp Sat Flow(s),veh/h/ln 1728 1702 1853 1781 1702 1580 1728 1870 1585 1728 1870 1358 Q Serve(g_s), s 12.1 47.2 47.4 17.4 34.6 7.3 0.3 0.2 0.0 7.5 0.1 9.9 Cycle Q Clear(g_c), s 12.1 47.2 47.4 17.4 34.6 7.3 0.3 0.2 0.0 7.5 0.1 9.9 Prop In Lane 1.00 0.04 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 415 1639 892 282 2653 929 38 215 182 236 320 800 V/C Ratio(X) 0.92 0.91 0.91 1.13 0.76 0.24 0.24 0.01 0.00 1.09 0.01 0.38 Avail Cap(c_a), veh/h 415 1639 892 282 2653 929 157 374 317 236 415 937 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.09 0.09 0.09 0.09 0.09 0.09 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.3 43.8 43.9 46.3 21.0 10.9 53.9 43.1 0.0 51.3 37.8 31.1 Incr Delay (d2), s/veh 3.5 0.9 1.8 62.5 0.2 0.1 1.2 0.0 0.0 86.3 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.7 21.5 23.7 12.3 12.5 2.3 0.1 0.1 0.0 6.1 0.0 3.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 55.9 44.8 45.7 108.8 21.2 10.9 55.1 43.2 0.0 137.6 37.8 31.4 LnGrp LOS E D D F C B E D A F D C
Approach Vol, veh/h 2680 2558 12 567
Approach Delay, s/veh 46.6 31.2 52.1 79.8
Approach LOS D C D E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.0 17.2 22.0 58.8 5.8 23.4 17.8 63.0 Change Period (Y+Rc), s 4.5 4.6 4.6 5.8 4.6 4.6 4.6 5.8 Max Green Setting (Gmax), s 7.5 22.0 17.4 43.6 5.0 24.4 13.2 47.8 Max Q Clear Time (g_c+I1), s 9.5 2.2 19.4 49.4 2.3 11.9 14.1 36.6 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 1.0 0.0 9.1 Intersection Summary
HCM 6th Ctrl Delay 43.1
HCM 6th LOS D

5.2-18

5.2-18
HCM 6th TWSC Whitewood I (JN:14984)
4: Whitewood Rd. & Moorefield St. 11/07/2022
Opening Year Cumulative (2024) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 7
Intersection
Int Delay, s/veh 0.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 4 0 38 26 0 3 32 1524 38 4 1383 3
Future Vol, veh/h 4 0 38 26 0 3 32 1524 38 4 1383 3
Conflicting Peds, #/hr 0 00000000007
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - ----- 9 5-- 1 0 0--
Veh in Median Storage, # - 1 - - 1 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 98 92 98 92 92 92 98 98 92 92 98 98
Heavy Vehicles, % 2 22222222222
Mvmt Flow 4 0 39 28 0 3 33 1555 41 4 1411 3

Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 2272 3090 714 2356 3071 798 1421 0 0 1596 0 0 Stage 1 1428 1428 - 1642 1642 -------
Stage 2 844 1662 - 714 1429 -------
Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 -------
Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 -------
Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver *50 *4 374 *36 *4 *466 475 - - *697 - - Stage 1 *142 *199 - *439 *385 -------
Stage 2 *439 *385 - *388 *199 -------
Platoon blocked, % 1 1 1 1 1 - - 1 - -
Mov Cap-1 Maneuver *47 *4 372 *31 *4 *466 472 - - *697 - - Mov Cap-2 Maneuver *105 *117 - *176 *104 -------
Stage 1 *131 *197 - *409 *358 -------
Stage 2 *406 *358 - *346 *197 -------

Approach EB WB NB SB
HCM Control Delay, s 19 28 0.3 0

HCM LOS C D

Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 472 - - 299 188 * 697 - -
HCM Lane V/C Ratio 0.069 - - 0.143 0.168 0.006 - -
HCM Control Delay (s) 13.2 - - 19 28 10.2 - -
HCM Lane LOS B - - C D B - -
HCM 95th %tile Q(veh) 0.2 - - 0.5 0.6 0 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon

5.2-19

5.2-19
Timings Whitewood I (JN:14984)
5: Clinton Keith Rd. & Whitewood Rd. 03/22/2023
Opening Year Cumulative (2024) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 818 1426 218 1167 236 320 571 249 380 Future Volume (vph) 818 1426 218 1167 236 320 571 249 380 Turn Type Prot NA Prot NA Perm Prot NA Prot NA
Protected Phases 7438 5216
Permitted Phases 8
Detector Phase 743885216
Switch Phase
Minimum Initial (s) 6.0 10.0 6.0 10.0 10.0 6.0 10.0 6.0 10.0 Minimum Split (s) 10.6 43.5 10.6 43.5 43.5 10.6 42.8 10.6 42.8 Total Split (s) 12.0 45.6 10.6 44.2 44.2 11.0 42.8 11.0 42.8 Total Split (%) 10.9% 41.5% 9.6% 40.2% 40.2% 10.0% 38.9% 10.0% 38.9% Yellow Time (s) 3.6 5.5 3.6 5.5 5.5 3.6 4.8 3.6 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.5 4.6 6.5 6.5 4.6 5.8 4.6 5.8 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None C-Min None C-Min C-Min None None None None Act Effct Green (s) 7.4 39.1 6.0 37.7 37.7 6.4 37.0 6.4 37.0 Actuated g/C Ratio 0.07 0.36 0.05 0.34 0.34 0.06 0.34 0.06 0.34 v/c Ratio 3.67 1.04 1.20 0.69 0.35 3.24 0.69 2.52 1.37dr Control Delay 1221.3 50.2 175.8 33.6 6.2 1048.6 33.1 734.4 81.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 1221.3 50.2 175.8 33.6 6.2 1048.6 33.1 734.4 81.4

L O S FDFCAFCFF
Approach Delay 416.2 48.8 326.3 193.8
Approach LOS F D F F
Intersection Summary
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 54.8 (50%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 150
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 3.67
Intersection Signal Delay: 266.5 Intersection LOS: F
Intersection Capacity Utilization 118.7% ICU Level of Service H Analysis Period (min) 15
dr Defacto Right Lane. Recode with 1 though lane as a right lane.

Splits and Phases: 5: Clinton Keith Rd. & Whitewood Rd.

5.2-20
HCM 6th Signalized Intersection Summary Whitewood I (JN:14984) 5: Clinton Keith Rd. & Whitewood Rd. 03/22/2023
Opening Year Cumulative (2024) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 818 1426 372 218 1167 236 320 571 217 249 380 819 Future Volume (veh/h) 818 1426 372 218 1167 236 320 571 217 249 380 819 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.99 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 843 1470 254 225 1203 201 330 589 169 257 392 768 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, % 222222222222
Cap, veh/h 232 1553 268 188 1750 543 104 914 262 104 598 532 Arrive On Green 0.13 0.71 0.71 0.05 0.34 0.34 0.06 0.34 0.34 0.06 0.34 0.34 Sat Flow, veh/h 3456 4370 753 3456 5106 1585 1781 2718 778 1781 1777 1581 Grp Volume(v), veh/h 843 1144 580 225 1203 201 330 385 373 257 392 768 Grp Sat Flow(s),veh/h/ln 1728 1702 1719 1728 1702 1585 1781 1777 1719 1781 1777 1581 Q Serve(g_s), s 7.4 32.6 32.9 6.0 22.3 10.5 6.4 20.2 20.3 6.4 20.7 37.0 Cycle Q Clear(g_c), s 7.4 32.6 32.9 6.0 22.3 10.5 6.4 20.2 20.3 6.4 20.7 37.0 Prop In Lane 1.00 0.44 1.00 1.00 1.00 0.45 1.00 1.00
Lane Grp Cap(c), veh/h 232 1210 611 188 1750 543 104 598 578 104 598 532 V/C Ratio(X) 3.63 0.95 0.95 1.19 0.69 0.37 3.18 0.64 0.65 2.48 0.66 1.44 Avail Cap(c_a), veh/h 232 1210 611 188 1750 543 104 598 578 104 598 532 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.23 0.23 0.23 0.89 0.89 0.89 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.6 15.0 15.0 52.0 31.1 27.2 51.8 30.9 30.9 51.8 31.1 36.5 Incr Delay (d2), s/veh 1184.2 5.0 9.0 124.0 2.0 1.7 1007.6 4.7 4.9 693.8 4.9 210.4 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 41.1 5.7 6.5 5.8 9.0 4.1 31.8 9.0 8.7 22.7 9.2 44.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 1231.8 19.9 24.0 176.0 33.1 28.9 1059.4 35.6 35.8 745.6 36.0 246.9 LnGrp LOS F B C F C C F D D F D F
Approach Vol, veh/h 2567 1629 1088 1417
Approach Delay, s/veh 418.8 52.3 346.2 279.0
Approach LOS F D F F
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.0 42.8 10.6 45.6 11.0 42.8 12.0 44.2 Change Period (Y+Rc), s 4.6 5.8 4.6 6.5 4.6 5.8 4.6 6.5 Max Green Setting (Gmax), s 6.4 37.0 6.0 39.1 6.4 37.0 7.4 37.7 Max Q Clear Time (g_c+I1), s 8.4 22.3 8.0 34.9 8.4 39.0 9.4 24.3 Green Ext Time (p_c), s 0.0 8.0 0.0 3.9 0.0 0.0 0.0 10.1 Intersection Summary
HCM 6th Ctrl Delay 288.4
HCM 6th LOS F
Notes
User approved changes to right turn type.

5.2-21
HCM 6th TWSC Whitewood I (JN:14984)
6: Arendt Ln. & Driveway 2 11/07/2022
Opening Year Cumulative (2024) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 10
Intersection
Int Delay, s/veh 7.6
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 29 42 0 0 0
Future Vol, veh/h 0 29 42 0 0 0
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 0 32 46 0 0 0

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 93 1 1 0 - 0
Stage 1 1 -----
Stage 2 92 -----
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 907 1084 1622 - - -
Stage 1 1022 -----
Stage 2 932 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 882 1084 1622 - - -
Mov Cap-2 Maneuver 882 -----
Stage 1 993 -----
Stage 2 932 -----

Approach EB NB SB
HCM Control Delay, s 8.4 7.3 0

HCM LOS A

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1622 - 1084 - -
HCM Lane V/C Ratio 0.028 - 0.029 - -
HCM Control Delay (s) 7.3 0 8.4 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 0.1 - 0.1 - -

5.2-22

5.2-22
Timings Whitewood I (JN:14984)
7: Clinton Keith Rd. & Arendt Ln. 04/18/2023
Opening Year Cumulative (2024) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 25 1768 100 29 1548 27 0 11 0
Future Volume (vph) 25 1768 100 29 1548 27 0 11 0
Turn Type Prot NA Perm Prot NA Perm NA Perm NA
Protected Phases 7 4 3 8 2 6
Permitted Phases 4 2 6
Detector Phase 744382266
Switch Phase
Minimum Initial (s) 5.0 10.0 10.0 5.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 9.6 22.8 22.8 9.1 22.8 26.1 26.1 26.6 26.6 Total Split (s) 12.0 71.0 71.0 12.0 71.0 27.0 27.0 27.0 27.0 Total Split (%) 10.9% 64.5% 64.5% 10.9% 64.5% 24.5% 24.5% 24.5% 24.5% Yellow Time (s) 3.6 4.8 4.8 3.6 4.8 3.6 3.6 3.6 3.6
All-Red Time (s) 1.0 1.0 1.0 0.5 1.0 0.5 0.5 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) 4.6 5.8 5.8 4.1 5.8 4.1 4.6
Lead/Lag Lead Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes
Recall Mode None C-Min C-Min None C-Min None None None None Act Effct Green (s) 6.2 84.4 84.4 6.5 84.3 12.8 12.4
Actuated g/C Ratio 0.06 0.77 0.77 0.06 0.77 0.12 0.11
v/c Ratio 0.27 0.49 0.09 0.31 0.44 0.21 0.13
Control Delay 41.6 12.6 6.5 56.8 7.3 6.0 1.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 41.6 12.6 6.5 56.8 7.3 6.0 1.1

LOS D B A E A A A
Approach Delay 12.6 8.2 6.0 1.1
Approach LOS B A A A
Intersection Summary
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Green Natural Cycle: 70
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.49
Intersection Signal Delay: 10.5 Intersection LOS: B
Intersection Capacity Utilization 51.2% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 7: Clinton Keith Rd. & Arendt Ln.

5.2-23
HCM 6th Signalized Intersection Summary Whitewood I (JN:14984) 7: Clinton Keith Rd. & Arendt Ln. 04/18/2023
Opening Year Cumulative (2024) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 25 1768 100 29 1548 17 27 0 18 11 0 17 Future Volume (veh/h) 25 1768 100 29 1548 17 27 0 18 11 0 17 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 27 1922 109 32 1683 18 29 0 20 12 0 18 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222
Cap, veh/h 45 3866 1200 51 3934 42 114 13 52 81 17 78
Arrive On Green 0.05 1.00 1.00 0.03 0.76 0.76 0.08 0.00 0.08 0.08 0.00 0.08 Sat Flow, veh/h 1781 5106 1585 1781 5209 56 749 154 623 428 201 943 Grp Volume(v), veh/h 27 1922 109 32 1100 601 49 0 0 30 0 0 Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1781 1702 1860 1526 0 0 1572 0 0 Q Serve(g_s), s 1.6 0.0 0.0 2.0 12.8 12.8 1.3 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 1.6 0.0 0.0 2.0 12.8 12.8 3.1 0.0 0.0 1.8 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.03 0.59 0.41 0.40 0.60
Lane Grp Cap(c), veh/h 45 3866 1200 51 2571 1405 178 0 0 176 0 0 V/C Ratio(X) 0.59 0.50 0.09 0.63 0.43 0.43 0.27 0.00 0.00 0.17 0.00 0.00 Avail Cap(c_a), veh/h 120 3866 1200 128 2571 1405 362 0 0 357 0 0 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.09 0.09 0.09 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 51.6 0.0 0.0 52.9 4.9 4.9 47.6 0.0 0.0 47.1 0.0 0.0 Incr Delay (d2), s/veh 0.4 0.0 0.0 4.8 0.5 1.0 0.8 0.0 0.0 0.5 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 0.0 0.0 0.9 3.4 3.9 1.3 0.0 0.0 0.8 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 52.0 0.0 0.0 57.7 5.4 5.8 48.5 0.0 0.0 47.6 0.0 0.0 LnGrp LOS D AAEAADAADAA
Approach Vol, veh/h 2058 1733 49 30
Approach Delay, s/veh 0.7 6.5 48.5 47.6
Approach LOS A A D D
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 13.7 7.2 89.1 13.7 7.4 88.9
Change Period (Y+Rc), s * 4.6 4.1 5.8 4.6 4.6 5.8
Max Green Setting (Gmax), s * 23 7.9 65.2 22.4 7.4 65.2 Max Q Clear Time (g_c+I1), s 5.1 4.0 2.0 3.8 3.6 14.8
Green Ext Time (p_c), s 0.2 0.0 25.1 0.1 0.0 16.5
Intersection Summary
HCM 6th Ctrl Delay 4.3
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

5.2-24
Whitewood I Traffic Analysis

14984-03 TA Report
APPENDIX 5.3: OPENING YEAR CUMULATIVE (2024) WITHOUT

PROJECT CONDITIONS TRAFFIC SIGNAL WARRANT ANALYSIS

WORKSHEETS
Whitewood I Traffic Analysis

14984-03 TA Report
This Page Intentionally Left Blank

California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = Opening Year Cumulative (2024) Without Project Conditions - Weekday AM Peak Hou Major Street Name = Whitewood Rd. Total of Both Approaches (VPH) = 2217 Number of Approach Lanes on Major Street = 2
Minor Street Name = Moorefield St. High Volume Approach (VPH) = 49 Number of Approach Lanes On Minor Street = 1
*Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane

SIGNAL WARRANT NOT SATISFIED
1800
49 0
100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 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

5.3-1
This Page Intentionally Left Blank

5.3-2
Whitewood I Traffic Analysis

14984-03 TA Report
APPENDIX 5.4: OPENING YEAR CUMULATIVE (2024) WITH PROJECT

CONDITIONS TRAFFIC SIGNAL WARRANT ANALYSIS WORKSHEETS
Whitewood I Traffic Analysis

14984-03 TA Report
This Page Intentionally Left Blank

California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = Opening Year Cumulative (2024) With Project Conditions - Weekday AM Peak Hour Major Street Name = Whitewood Rd. Total of Both Approaches (VPH) = 2233 Number of Approach Lanes on Major Street = 2
Minor Street Name = Moorefield St. High Volume Approach (VPH) = 49 Number of Approach Lanes On Minor Street = 1
*Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane

SIGNAL WARRANT NOT SATISFIED
1800
49 0
100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 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

5.4-1
California MUTCD 2014 (FHWA's MUTCD 2009, 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 Murrieta CHK DATE
Major Street: Arendt Critical Approach Speed (Major) 45 mph Minor Street: Driveway 2 Critical Approach Speed (Minor) 25 mph Major Street Approach Lanes = 1 lane Minor Street Approach Lanes 1 lane Major Street Future ADT = 457 vpd Minor Street Future ADT = 457 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
1 457 1 457 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
1 457 1 457 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
8% 5%
Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes.

Minor Street Approach
(One Direction Only)
Minimum Requirements
EADT
Vehicles Per Day
on Higher-Volume
Major Street
(Total of Both Approaches)
Minor Street Approach
Satisfied Not Satisfied
XX
CONDITION A - Minimum Vehicular Volume Vehicles Per Day Vehicles Per Day on
The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal. (Total of Both Approaches)
Combination of CONDITIONS A + B
2 CONDITIONS
80%
2 CONDITIONS
80%
Satisfied Not Satisfied
XX
(One Direction Only)
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic
Vehicles Per Day
on Major Street

RURAL (R)

URBAN RURAL
Major Street Minor Street
XX
on Higher-Volume
OYC WP
CP
CP
11/07/22
11/07/22
(Based on Estimated Average Daily Traffic - See Note)

5.4-2
California MUTCD 2014 (FHWA's MUTCD 2009, 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 Murrieta CHK DATE
Major Street: Clinton Keith Rd. Critical Approach Speed (Major) 45 mph Minor Street: Arendt Ln. Critical Approach Speed (Minor) 25 mph Major Street Approach Lanes = 3 lane Minor Street Approach Lanes 1 lane Major Street Future ADT = 40,734 vpd Minor Street Future ADT = 1,021 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 + 40,734 1 1,021 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 + 40,734 1 1,021 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
61% 100%
Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes.

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

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

RURAL (R)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements

XX EADT
OYC WP
CP 11/07/22
CP 11/07/22

5.4-3
This Page Intentionally Left Blank

5.4-4
Whitewood I Traffic Analysis

14984-03 TA Report REV2
APPENDIX 5.5: OPENING YEAR CUMULATIVE (2024) WITHOUT

PROJECT CONDITIONS QUEUING ANALYSIS WORKSHEETS

Whitewood I Traffic Analysis

14984-03 TA Report REV2
This Page Intentionally Left Blank
Queues Whitewood I (JN:14984)
1: I-215 SB Ramps & Clinton Keith Rd. 04/18/2023
Opening Year Cumulative (2024) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Lane Group EBT EBR WBT WBR SBT SBR
Lane Group Flow (vph) 1861 497 1486 819 343 927
v/c Ratio 0.76 0.54 0.61 0.53 0.53 0.89
Control Delay 25.8 4.0 20.0 2.1 27.9 41.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 25.8 4.0 20.0 2.1 27.9 41.3
Queue Length 50th (ft) 393 0 161 17 174 320
Queue Length 95th (ft) 466 57 m224 m19 257 415
Internal Link Dist (ft) 3691 655 1955
Turn Bay Length (ft) 415 460
Base Capacity (vph) 2443 926 2420 1538 700 1114
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.76 0.54 0.61 0.53 0.49 0.83
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

5.5-1
Queues Whitewood I (JN:14984)
2: I-215 NB Ramps & Clinton Keith Rd. 04/18/2023
Opening Year Cumulative (2024) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 2
Lane Group EBT EBR WBT NBL NBR
Lane Group Flow (vph) 1554 692 2117 602 569
v/c Ratio 0.64 0.70 0.86 0.91 0.98
Control Delay 9.8 8.1 49.1 51.7 65.6
Queue Delay 0.0 0.5 0.0 0.0 0.0
Total Delay 9.8 8.6 49.1 51.7 65.6
Queue Length 50th (ft) 70 72 508 397 411
Queue Length 95th (ft) 78 131 567 #627 #664
Internal Link Dist (ft) 655 1214 1627
Turn Bay Length (ft) 1000
Base Capacity (vph) 2476 991 2499 660 583
Starvation Cap Reductn 0 75 0 0 0
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.63 0.76 0.85 0.91 0.98
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

5.5-2
Queues Whitewood I (JN:14984)
3: Warm Springs Pkwy. & Clinton Keith Rd. 04/18/2023
Opening Year Cumulative (2024) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 3
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 239 1800 396 1900 254 27 4 8 160 67 282 v/c Ratio 0.77 1.02 1.04 0.78 0.26 0.17 0.01 0.02 0.86 0.15 0.31 Control Delay 65.8 60.5 63.3 38.6 8.2 53.2 35.5 0.1 88.9 35.4 15.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 65.8 60.5 63.3 38.6 8.2 53.2 35.5 0.1 88.9 35.4 15.6 Queue Length 50th (ft) 82 ~504 ~306 503 43 9 2 0 58 39 46 Queue Length 95th (ft) m110 m#375 m#311 m488 m43 24 12 0 #119 78 81 Internal Link Dist (ft) 1214 1800 364 517
Turn Bay Length (ft) 305 200 220 55 55 345 345
Base Capacity (vph) 321 1758 382 2423 960 156 372 438 187 460 917 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.74 1.02 1.04 0.78 0.26 0.17 0.01 0.02 0.86 0.15 0.31 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

5.5-3
HCM 6th TWSC Whitewood I (JN:14984)
4: Whitewood Rd. & Moorefield St. 04/18/2023
Opening Year Cumulative (2024) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 4
Intersection
Int Delay, s/veh 0.5
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 2 47 24 930 1255 7
Future Vol, veh/h 2 47 24 930 1255 7
Conflicting Peds, #/hr 0 00008
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 95 - - -
Veh in Median Storage, # 1 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 2 51 26 1011 1364 8

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1934 694 1380 0 - 0
Stage 1 1376 -----
Stage 2 558 -----
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver *91 385 493 - - -
Stage 1 *200 -----
Stage 2 *666 -----
Platoon blocked, % 1 - - -
Mov Cap-1 Maneuver *85 382 490 - - -
Mov Cap-2 Maneuver *157 -----
Stage 1 *188 -----
Stage 2 *661 -----

Approach EB NB SB
HCM Control Delay, s 16.7 0.3 0

HCM LOS C

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 490 - 361 - -
HCM Lane V/C Ratio 0.053 - 0.148 - -
HCM Control Delay (s) 12.8 - 16.7 - -
HCM Lane LOS B - C - -
HCM 95th %tile Q(veh) 0.2 - 0.5 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon

5.5-4
Queues Whitewood I (JN:14984)
5: Clinton Keith Rd. & Whitewood Rd. 04/18/2023
Opening Year Cumulative (2024) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 5
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 591 1354 394 1577 271 262 313 210 1215 v/c Ratio 2.97 0.77 1.98 0.88 0.38 2.57 0.27 2.06 1.12dr Control Delay 913.4 26.7 486.7 40.5 4.7 755.8 19.8 535.8 82.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 913.4 26.7 486.7 40.5 4.7 755.8 19.8 535.8 82.7 Queue Length 50th (ft) ~386 161 ~223 379 0 ~310 60 ~233 ~470 Queue Length 95th (ft) m#399 m162 #321 446 55 #474 95 #382 #607 Internal Link Dist (ft) 1800 2737 462 539
Turn Bay Length (ft) 315 240 350 340 135
Base Capacity (vph) 199 1759 199 1788 713 102 1178 102 1126 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 2.97 0.77 1.98 0.88 0.38 2.57 0.27 2.06 1.08 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal. dr Defacto Right Lane. Recode with 1 though lane as a right lane.

5.5-5
Queues Whitewood I (JN:14984)
1: I-215 SB Ramps & Clinton Keith Rd. 04/18/2023
Opening Year Cumulative (2024) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Lane Group EBT EBR WBT WBR SBT SBR
Lane Group Flow (vph) 2483 515 2003 904 591 802
v/c Ratio 0.97 0.49 0.76 0.58 0.93 0.78
Control Delay 37.5 3.0 5.6 2.3 55.7 35.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 37.5 3.0 5.6 2.3 55.7 35.6
Queue Length 50th (ft) 613 0 88 7 386 266
Queue Length 95th (ft) #759 52 m87 m0 #600 350
Internal Link Dist (ft) 3691 655 1955
Turn Bay Length (ft) 415 460
Base Capacity (vph) 2570 1045 2620 1550 661 1065
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.97 0.49 0.76 0.58 0.89 0.75
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

5.5-6
Queues Whitewood I (JN:14984)
2: I-215 NB Ramps & Clinton Keith Rd. 04/18/2023
Opening Year Cumulative (2024) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 2
Lane Group EBT EBR WBT NBL NBR
Lane Group Flow (vph) 2352 723 2460 721 664
v/c Ratio 0.98 0.72 1.01 1.05 1.10
Control Delay 31.5 6.5 57.7 80.2 97.6
Queue Delay 0.0 0.6 0.0 0.0 0.0
Total Delay 31.5 7.2 57.7 80.2 97.6
Queue Length 50th (ft) 392 88 ~691 ~555 ~560
Queue Length 95th (ft) m#564 m99 #787 #789 #798
Internal Link Dist (ft) 655 1214 1627
Turn Bay Length (ft) 1000
Base Capacity (vph) 2389 1005 2435 688 606
Starvation Cap Reductn 0 77 0 0 0
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.98 0.78 1.01 1.05 1.10
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

5.5-7
Queues Whitewood I (JN:14984)
3: Warm Springs Pkwy. & Clinton Keith Rd. 04/18/2023
Opening Year Cumulative (2024) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 3
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 382 2243 318 1982 228 9 3 258 2 436 v/c Ratio 0.76 0.92 0.72 0.67 0.20 0.06 0.01 0.86 0.01 0.52 Control Delay 49.0 30.2 48.8 13.9 0.9 51.1 39.7 77.1 38.5 21.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 49.0 30.2 48.8 13.9 0.9 51.1 39.7 77.1 38.5 21.2 Queue Length 50th (ft) 121 550 227 188 2 3 2 93 1 89
Queue Length 95th (ft) m132 m#664 m#304 m432 m6 11 10 #190 8 122 Internal Link Dist (ft) 1214 1800 364 517
Turn Bay Length (ft) 305 200 220 55 345 345
Base Capacity (vph) 501 2425 444 2964 1123 156 372 299 413 837 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.76 0.92 0.72 0.67 0.20 0.06 0.01 0.86 0.00 0.52 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

5.5-8
HCM 6th TWSC Whitewood I (JN:14984)
4: Whitewood Rd. & Moorefield St. 04/18/2023
Opening Year Cumulative (2024) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 4
Intersection
Int Delay, s/veh 0.4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 4 38 32 1524 1383 3
Future Vol, veh/h 4 38 32 1524 1383 3
Conflicting Peds, #/hr 0 00007
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 95 - - -
Veh in Median Storage, # 1 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 98 98 98 98 98 98
Heavy Vehicles, % 2 22222
Mvmt Flow 4 39 33 1555 1411 3

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 2264 714 1421 0 - 0
Stage 1 1420 -----
Stage 2 844 -----
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver 34 374 475 - - -
Stage 1 189 -----
Stage 2 382 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 31 372 472 - - -
Mov Cap-2 Maneuver 121 -----
Stage 1 175 -----
Stage 2 380 -----

Approach EB NB SB
HCM Control Delay, s 18.4 0.3 0

HCM LOS C

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 472 - 311 - -
HCM Lane V/C Ratio 0.069 - 0.138 - -
HCM Control Delay (s) 13.2 - 18.4 - -
HCM Lane LOS B - C - -
HCM 95th %tile Q(veh) 0.2 - 0.5 - -

5.5-9
Queues Whitewood I (JN:14984)
5: Clinton Keith Rd. & Whitewood Rd. 04/18/2023
Opening Year Cumulative (2024) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 5
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 813 1828 225 1186 243 330 804 257 1210 v/c Ratio 3.53 1.02 1.20 0.68 0.35 3.24 0.69 2.52 1.33dr Control Delay 1160.9 62.1 175.8 33.4 6.0 1048.6 32.7 734.4 73.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 1160.9 62.1 175.8 33.4 6.0 1048.6 32.7 734.4 73.6 Queue Length 50th (ft) ~541 ~509 ~100 260 8 ~410 238 ~303 ~456 Queue Length 95th (ft) m#584 m#595 #178 312 63 #588 309 #465 #592 Internal Link Dist (ft) 1800 2737 462 539
Turn Bay Length (ft) 315 240 350 340 135
Base Capacity (vph) 230 1787 187 1742 690 102 1173 102 1150 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 3.53 1.02 1.20 0.68 0.35 3.24 0.69 2.52 1.05 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal. dr Defacto Right Lane. Recode with 1 though lane as a right lane.

5.5-10
Whitewood I Traffic Analysis

14984-03 TA Report REV2
APPENDIX 5.6: OPENING YEAR CUMULATIVE (2024) WITH PROJECT

CONDITIONS QUEUING ANALYSIS WORKSHEETS

Whitewood I Traffic Analysis

14984-03 TA Report REV2
This Page Intentionally Left Blank

Queues Whitewood I (JN:14984)
1: I-215 SB Ramps & Clinton Keith Rd. 04/18/2023
Opening Year Cumulative (2024) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Lane Group EBT EBR WBT WBR SBT SBR
Lane Group Flow (vph) 1872 497 1513 836 348 927
v/c Ratio 0.77 0.54 0.63 0.54 0.53 0.89
Control Delay 25.9 4.0 21.1 2.2 28.1 41.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 25.9 4.0 21.1 2.2 28.1 41.3
Queue Length 50th (ft) 397 0 171 17 178 320
Queue Length 95th (ft) 471 57 m232 m15 262 415
Internal Link Dist (ft) 3691 655 1955
Turn Bay Length (ft) 415 460
Base Capacity (vph) 2443 926 2420 1538 700 1114
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.77 0.54 0.63 0.54 0.50 0.83
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

5.6-1
Queues Whitewood I (JN:14984)
2: I-215 NB Ramps & Clinton Keith Rd. 04/18/2023
Opening Year Cumulative (2024) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 2
Lane Group EBT EBR WBT NBL NBR
Lane Group Flow (vph) 1570 692 2163 604 573
v/c Ratio 0.65 0.70 0.88 0.91 0.98
Control Delay 10.0 8.0 50.1 51.6 66.3
Queue Delay 0.0 0.5 0.0 0.0 0.0
Total Delay 10.0 8.6 50.1 51.6 66.3
Queue Length 50th (ft) 71 67 524 400 ~418
Queue Length 95th (ft) 79 126 582 #630 #670
Internal Link Dist (ft) 655 1214 1627
Turn Bay Length (ft) 1000
Base Capacity (vph) 2476 991 2499 662 585
Starvation Cap Reductn 0 75 0 0 0
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.63 0.76 0.87 0.91 0.98
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

Queue shown is maximum after two cycles.

5.6-2
Queues Whitewood I (JN:14984)
3: Warm Springs Pkwy. & Clinton Keith Rd. 04/18/2023
Opening Year Cumulative (2024) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 3
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 239 1824 396 1960 254 27 4 8 160 67 282 v/c Ratio 0.77 1.04 1.09 0.81 0.28 0.17 0.01 0.02 0.86 0.15 0.31 Control Delay 66.4 64.7 84.6 38.9 8.4 53.2 35.5 0.1 88.9 35.4 15.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 66.4 64.7 84.6 38.9 8.4 53.2 35.5 0.1 88.9 35.4 15.6 Queue Length 50th (ft) 82 ~296 ~321 524 44 9 2 0 58 39 46 Queue Length 95th (ft) m110 m#396 m#313 m502 m43 24 12 0 #119 78 81 Internal Link Dist (ft) 1214 1800 364 517
Turn Bay Length (ft) 305 200 220 55 55 345 345
Base Capacity (vph) 321 1757 362 2423 907 156 372 438 187 460 917 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.74 1.04 1.09 0.81 0.28 0.17 0.01 0.02 0.86 0.15 0.31 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

5.6-3
HCM 6th TWSC Whitewood I (JN:14984)
4: Whitewood Rd. & Moorefield St. 04/18/2023
Opening Year Cumulative (2024) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 4
Intersection
Int Delay, s/veh 0.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 2 0 47 37 0 4 24 930 14 2 1255 7
Future Vol, veh/h 2 0 47 37 0 4 24 930 14 2 1255 7
Conflicting Peds, #/hr 0 00000000008
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - ----- 9 5-- 1 0 0--
Veh in Median Storage, # - 1 - - 1 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 22222222222
Mvmt Flow 2 0 51 40 0 4 26 1011 15 2 1364 8

Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1938 2458 694 1757 2455 513 1380 0 0 1026 0 0 Stage 1 1380 1380 - 1071 1071 -------
Stage 2 558 1078 - 686 1384 -------
Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 -------
Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 -------
Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver *68 30 385 110 31 *705 493 - - *1055 - - Stage 1 *152 210 - 633 562 -------
Stage 2 *665 556 - 404 209 -------
Platoon blocked, % 1 1 1 1 1 - - 1 - -
Mov Cap-1 Maneuver *65 28 382 91 29 *705 490 - - *1055 - - Mov Cap-2 Maneuver *122 146 - 228 133 -------
Stage 1 *143 208 - 599 532 -------
Stage 2 *626 527 - 349 207 -------

Approach EB WB NB SB
HCM Control Delay, s 17.1 23 0.3 0

HCM LOS C C

Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 490 - - 351 244 * 1055 - -
HCM Lane V/C Ratio 0.053 - - 0.152 0.183 0.002 - -
HCM Control Delay (s) 12.8 - - 17.1 23 8.4 - -
HCM Lane LOS B - - C C A - -
HCM 95th %tile Q(veh) 0.2 - - 0.5 0.7 0 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon

5.6-4
Queues Whitewood I (JN:14984)
5: Clinton Keith Rd. & Whitewood Rd. 04/18/2023
Opening Year Cumulative (2024) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 5
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 603 1364 384 1604 271 262 316 210 1255 v/c Ratio 3.03 0.78 1.93 0.90 0.56 2.57 0.27 2.06 1.17dr Control Delay 939.7 26.9 463.3 37.3 9.6 755.8 20.0 535.8 96.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 939.7 26.9 463.3 37.3 9.6 755.8 20.0 535.8 96.7 Queue Length 50th (ft) ~395 161 ~219 389 48 ~310 61 ~233 ~502 Queue Length 95th (ft) m#402 m161 #322 313 55 #474 96 #382 #640 Internal Link Dist (ft) 1800 1246 462 539
Turn Bay Length (ft) 315 240 350 340 135
Base Capacity (vph) 199 1758 199 1788 485 102 1179 102 1123 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 3.03 0.78 1.93 0.90 0.56 2.57 0.27 2.06 1.12 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal. dr Defacto Right Lane. Recode with 1 though lane as a right lane.

5.6-5
Queues Whitewood I (JN:14984)
7: Clinton Keith Rd. & Arendt Ln. 04/18/2023
Opening Year Cumulative (2024) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Lane Group EBL EBT EBR WBL WBT NBT SBT
Lane Group Flow (vph) 11 1225 82 10 2090 154 45
v/c Ratio 0.12 0.31 0.07 0.11 0.54 0.57 0.21
Control Delay 40.7 8.9 4.2 52.4 6.9 25.8 5.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 40.7 8.9 4.2 52.4 6.9 25.8 5.6
Queue Length 50th (ft) 7 191 9 7 130 37 0
Queue Length 95th (ft) m11 m129 m2 25 391 93 14
Internal Link Dist (ft) 1246 1411 641 573
Turn Bay Length (ft) 100 100 100
Base Capacity (vph) 91 3915 1235 96 3906 420 338
Starvation Cap Reductn 0000000
Spillback Cap Reductn 0000000
Storage Cap Reductn 0000000
Reduced v/c Ratio 0.12 0.31 0.07 0.10 0.54 0.37 0.13
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

5.6-6
Queues Whitewood I (JN:14984)
1: I-215 SB Ramps & Clinton Keith Rd. 04/18/2023
Opening Year Cumulative (2024) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Lane Group EBT EBR WBT WBR SBT SBR
Lane Group Flow (vph) 2508 515 2020 915 604 802
v/c Ratio 0.98 0.49 0.78 0.59 0.94 0.77
Control Delay 40.8 3.1 5.7 2.5 57.5 35.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 40.8 3.1 5.7 2.5 57.5 35.1
Queue Length 50th (ft) ~630 0 88 15 399 266
Queue Length 95th (ft) #772 52 m86 m1 #620 350
Internal Link Dist (ft) 3691 655 1955
Turn Bay Length (ft) 415 460
Base Capacity (vph) 2552 1042 2602 1550 661 1065
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.98 0.49 0.78 0.59 0.91 0.75
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

5.6-7
Queues Whitewood I (JN:14984)
2: I-215 NB Ramps & Clinton Keith Rd. 04/18/2023
Opening Year Cumulative (2024) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 2
Lane Group EBT EBR WBT NBL NBR
Lane Group Flow (vph) 2391 723 2490 726 677
v/c Ratio 1.00 0.72 1.02 1.06 1.12
Control Delay 34.6 6.7 61.8 82.4 105.0
Queue Delay 0.0 0.7 0.0 0.0 0.0
Total Delay 34.6 7.3 61.8 82.4 105.0
Queue Length 50th (ft) ~434 91 ~707 ~563 ~581
Queue Length 95th (ft) m#669 m97 #804 #797 #822
Internal Link Dist (ft) 655 1214 1627
Turn Bay Length (ft) 1000
Base Capacity (vph) 2389 1000 2435 688 606
Starvation Cap Reductn 0 75 0 0 0
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 1.00 0.78 1.02 1.06 1.12
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

5.6-8
Queues Whitewood I (JN:14984)
3: Warm Springs Pkwy. & Clinton Keith Rd. 04/18/2023
Opening Year Cumulative (2024) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 3
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 382 2300 318 2021 228 9 3 258 2 436 v/c Ratio 0.72 0.99 0.70 0.71 0.22 0.06 0.01 0.86 0.01 0.48 Control Delay 46.1 35.5 36.9 30.1 3.9 51.1 39.7 77.1 38.5 19.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 46.1 35.5 36.9 30.1 3.9 51.1 39.7 77.1 38.5 19.6 Queue Length 50th (ft) 118 581 208 462 6 3 2 93 1 85
Queue Length 95th (ft) m#135 m#675 m#320 m523 m27 11 10 #190 8 122 Internal Link Dist (ft) 1214 1800 364 517
Turn Bay Length (ft) 305 200 220 55 345 345
Base Capacity (vph) 529 2324 454 2830 1027 156 372 299 413 906 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.72 0.99 0.70 0.71 0.22 0.06 0.01 0.86 0.00 0.48 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

5.6-9
HCM 6th TWSC Whitewood I (JN:14984)
4: Whitewood Rd. & Moorefield St. 04/18/2023
Opening Year Cumulative (2024) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 4
Intersection
Int Delay, s/veh 0.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 4 0 38 26 0 3 32 1524 38 4 1383 3
Future Vol, veh/h 4 0 38 26 0 3 32 1524 38 4 1383 3
Conflicting Peds, #/hr 0 00000000007
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - ----- 9 5-- 1 0 0--
Veh in Median Storage, # - 1 - - 1 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 98 92 98 92 92 92 98 98 92 92 98 98
Heavy Vehicles, % 2 22222222222
Mvmt Flow 4 0 39 28 0 3 33 1555 41 4 1411 3

Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 2272 3090 714 2356 3071 798 1421 0 0 1596 0 0 Stage 1 1428 1428 - 1642 1642 -------
Stage 2 844 1662 - 714 1429 -------
Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 -------
Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 -------
Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver *51 *4 374 *36 *4 *465 475 - - *695 - - Stage 1 *142 *199 - *438 *384 -------
Stage 2 *438 *384 - *388 *199 -------
Platoon blocked, % 1 1 1 1 1 - - 1 - -
Mov Cap-1 Maneuver *47 *4 372 *30 *4 *465 472 - - *695 - - Mov Cap-2 Maneuver *105 *117 - *175 *104 -------
Stage 1 *131 *197 - *408 *357 -------
Stage 2 *405 *357 - *346 *197 -------

Approach EB WB NB SB
HCM Control Delay, s 19 28.1 0.3 0

HCM LOS C D

Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 472 - - 299 187 * 695 - -
HCM Lane V/C Ratio 0.069 - - 0.143 0.169 0.006 - -
HCM Control Delay (s) 13.2 - - 19 28.1 10.2 - -
HCM Lane LOS B - - C D B - -
HCM 95th %tile Q(veh) 0.2 - - 0.5 0.6 0 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon

5.6-10
Queues Whitewood I (JN:14984)
5: Clinton Keith Rd. & Whitewood Rd. 04/18/2023
Opening Year Cumulative (2024) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 5
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 843 1854 195 1203 243 330 813 257 1236 v/c Ratio 3.67 1.04 1.55 0.69 0.66 3.24 0.69 2.52 1.37dr Control Delay 1220.6 51.6 315.3 27.3 18.5 1048.6 33.1 734.4 81.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 1220.6 51.6 315.3 27.3 18.5 1048.6 33.1 734.4 81.4 Queue Length 50th (ft) ~572 ~489 ~101 265 133 ~410 243 ~303 ~477 Queue Length 95th (ft) m#597 m#509 #180 111 77 #588 314 #465 #614 Internal Link Dist (ft) 1800 1246 462 539
Turn Bay Length (ft) 315 240 350 340 135
Base Capacity (vph) 230 1787 126 1742 368 102 1173 102 1149 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 3.67 1.04 1.55 0.69 0.66 3.24 0.69 2.52 1.08 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal. dr Defacto Right Lane. Recode with 1 though lane as a right lane.

5.6-11
Queues Whitewood I (JN:14984)
7: Clinton Keith Rd. & Arendt Ln. 04/18/2023
Opening Year Cumulative (2024) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Lane Group EBL EBT EBR WBL WBT NBT SBT
Lane Group Flow (vph) 27 1922 109 32 1701 49 30
v/c Ratio 0.27 0.49 0.09 0.31 0.44 0.21 0.13
Control Delay 41.6 12.6 6.5 56.8 7.3 6.0 1.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 41.6 12.6 6.5 56.8 7.3 6.0 1.1
Queue Length 50th (ft) 16 411 31 22 163 0 0
Queue Length 95th (ft) m20 m210 m5 54 294 18 1
Internal Link Dist (ft) 1246 1411 641 573
Turn Bay Length (ft) 100 100 100
Base Capacity (vph) 120 3901 1228 128 3890 356 363
Starvation Cap Reductn 0000000
Spillback Cap Reductn 0000000
Storage Cap Reductn 0000000
Reduced v/c Ratio 0.23 0.49 0.09 0.25 0.44 0.14 0.08
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

5.6-12
Whitewood I Traffic Analysis

14984-03 TA Report REV2
APPENDIX 5.7: OPENING YEAR CUMULATIVE (2024) WITH PROJECT

CONDITIONS INTERSECTION OPERATIONS ANALYSIS WORKSHEETS

WITH IMPROVEMENTS

Whitewood I Traffic Analysis

14984-03 TA Report REV2
This Page Intentionally Left Blank

Timings Whitewood I (JN:14984)
5: Clinton Keith Rd. & Whitewood Rd. 04/19/2023
Opening Year Cumulative (2024) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 561 1027 366 1492 252 244 197 97 195 517 Future Volume (vph) 561 1027 366 1492 252 244 197 97 195 517 Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA
Protected Phases 7438 52 16
Permitted Phases 8 2
Detector Phase 7438852216
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 Minimum Split (s) 9.6 37.5 9.6 37.5 37.5 9.6 36.8 36.8 9.6 36.8 Total Split (s) 13.0 42.0 15.0 44.0 44.0 10.0 42.8 42.8 10.2 43.0 Total Split (%) 11.8% 38.2% 13.6% 40.0% 40.0% 9.1% 38.9% 38.9% 9.3% 39.1% Yellow Time (s) 3.6 5.5 3.6 5.5 5.5 3.6 4.8 4.8 3.6 4.8 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) 4.6 6.5 4.6 6.5 6.5 4.6 5.8 5.8 4.6 5.8 Lead/Lag Lag Lag Lead Lead Lead Lead Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Min None C-Min C-Min None None None None None Act Effct Green (s) 8.7 35.5 10.4 37.2 37.2 5.4 37.0 37.0 5.6 37.2 Actuated g/C Ratio 0.08 0.32 0.09 0.34 0.34 0.05 0.34 0.34 0.05 0.34 v/c Ratio 2.06 0.77 1.12 0.85 0.39 1.51 0.18 0.16 1.11 1.15dr Control Delay 501.7 11.6 130.1 39.0 4.9 295.2 26.3 0.5 146.6 92.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 501.7 11.6 130.1 39.0 4.9 295.2 26.3 0.5 146.6 92.3

LOS F B F D A F C A F F
Approach Delay 161.9 50.7 143.6 100.1
Approach LOS F D F F
Intersection Summary
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 53.8 (49%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 115
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 2.06
Intersection Signal Delay: 105.6 Intersection LOS: F
Intersection Capacity Utilization 108.1% ICU Level of Service G Analysis Period (min) 15
dr Defacto Right Lane. Recode with 1 though lane as a right lane.

Splits and Phases: 5: Clinton Keith Rd. & Whitewood Rd.

5.7-1
HCM 6th Signalized Intersection Summary Whitewood I (JN:14984) 5: Clinton Keith Rd. & Whitewood Rd. 04/19/2023
Opening Year Cumulative (2024) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 561 1027 242 366 1492 252 244 197 97 195 517 650 Future Volume (veh/h) 561 1027 242 366 1492 252 244 197 97 195 517 650 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.97 1.00 0.98 1.00 0.90 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 603 1104 195 394 1604 160 262 212 47 210 556 436 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 222222222222
Cap, veh/h 286 1527 269 337 1842 503 175 1165 508 181 594 466 Arrive On Green 0.03 0.11 0.11 0.09 0.33 0.33 0.05 0.33 0.33 0.05 0.33 0.33 Sat Flow, veh/h 3563 4608 813 3563 5611 1531 3563 3554 1551 3563 1801 1413 Grp Volume(v), veh/h 603 896 403 394 1604 160 262 212 47 210 548 444 Grp Sat Flow(s),veh/h/ln 1781 1870 1681 1781 1870 1531 1781 1777 1551 1781 1777 1437 Q Serve(g_s), s 8.8 25.5 25.5 10.4 29.6 6.7 5.4 4.7 2.3 5.6 32.9 32.9 Cycle Q Clear(g_c), s 8.8 25.5 25.5 10.4 29.6 6.7 5.4 4.7 2.3 5.6 32.9 32.9 Prop In Lane 1.00 0.48 1.00 1.00 1.00 1.00 1.00 0.98
Lane Grp Cap(c), veh/h 286 1239 557 337 1842 503 175 1165 508 181 586 474 V/C Ratio(X) 2.11 0.72 0.72 1.17 0.87 0.32 1.50 0.18 0.09 1.16 0.94 0.94 Avail Cap(c_a), veh/h 286 1239 557 337 1913 522 175 1195 522 181 601 486 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.09 0.09 0.09 0.83 0.83 0.83 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.5 44.1 44.1 49.8 34.7 16.6 52.3 26.4 25.6 52.2 35.8 35.8 Incr Delay (d2), s/veh 500.9 0.3 0.8 99.8 5.0 1.4 251.7 0.1 0.1 115.7 22.0 25.5 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 23.9 12.7 11.5 9.1 13.5 3.1 8.5 1.9 0.8 5.3 17.0 14.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 554.5 44.4 44.9 149.6 39.8 18.0 304.0 26.5 25.7 167.9 57.8 61.3 LnGrp LOS F D D F D B F C C F E E
Approach Vol, veh/h 1902 2158 521 1202
Approach Delay, s/veh 206.2 58.2 166.0 78.3
Approach LOS F E F E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.2 41.9 15.0 42.9 10.0 42.1 15.3 42.6 Change Period (Y+Rc), s 4.6 5.8 4.6 6.5 4.6 5.8 6.5 * 6.5 Max Green Setting (Gmax), s 5.6 37.0 10.4 35.5 5.4 37.2 8.4 * 38 Max Q Clear Time (g_c+I1), s 7.6 6.7 12.4 27.5 7.4 34.9 10.8 31.6 Green Ext Time (p_c), s 0.0 1.4 0.0 4.7 0.0 1.3 0.0 4.5 Intersection Summary
HCM 6th Ctrl Delay 120.8
HCM 6th LOS F
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

User approved changes to right turn type.

5.7-2
Timings Whitewood I (JN:14984)
5: Clinton Keith Rd. & Whitewood Rd. 04/19/2023
Opening Year Cumulative (2024) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 818 1426 218 1167 236 320 571 217 249 380 Future Volume (vph) 818 1426 218 1167 236 320 571 217 249 380 Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA
Protected Phases 7438 52 16
Permitted Phases 8 2
Detector Phase 7438852216
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 Minimum Split (s) 9.6 37.5 9.6 37.5 37.5 9.6 36.8 36.8 9.6 36.8 Total Split (s) 21.0 49.0 10.0 38.0 38.0 11.0 37.0 37.0 14.0 40.0 Total Split (%) 19.1% 44.5% 9.1% 34.5% 34.5% 10.0% 33.6% 33.6% 12.7% 36.4% Yellow Time (s) 3.6 5.5 3.6 5.5 5.5 3.6 4.8 4.8 3.6 4.8 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) 4.6 6.5 4.6 6.5 6.5 4.6 5.8 5.8 4.6 5.8 Lead/Lag Lag Lead Lag Lead Lead Lead Lead Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Min None C-Min C-Min None None None None None Act Effct Green (s) 17.5 42.2 5.7 30.4 30.4 6.4 25.0 25.0 15.6 34.2 Actuated g/C Ratio 0.16 0.38 0.05 0.28 0.28 0.06 0.23 0.23 0.14 0.31 v/c Ratio 1.43 0.88 1.18 0.78 0.40 1.61 0.73 0.44 0.49 1.31dr Control Delay 223.9 18.3 167.5 40.6 6.1 330.0 44.8 9.0 48.6 84.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 223.9 18.3 167.5 40.6 6.1 330.0 44.8 9.0 48.6 84.9

LOS F B F D A F D A D F
Approach Delay 82.6 52.7 120.1 78.7
Approach LOS F D F E
Intersection Summary
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 50 (45%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 135
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.61
Intersection Signal Delay: 80.7 Intersection LOS: F
Intersection Capacity Utilization 110.1% ICU Level of Service H Analysis Period (min) 15
dr Defacto Right Lane. Recode with 1 though lane as a right lane.

Splits and Phases: 5: Clinton Keith Rd. & Whitewood Rd.

5.7-3
HCM 6th Signalized Intersection Summary Whitewood I (JN:14984) 5: Clinton Keith Rd. & Whitewood Rd. 04/19/2023
Opening Year Cumulative (2024) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 818 1426 372 218 1167 236 320 571 217 249 380 819 Future Volume (veh/h) 818 1426 372 218 1167 236 320 571 217 249 380 819 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.99 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 843 1470 254 225 1203 201 330 589 147 257 392 396 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, % 222222222222
Cap, veh/h 732 1630 281 413 1464 414 207 730 321 434 497 442 Arrive On Green 0.41 0.70 0.70 0.12 0.26 0.26 0.06 0.21 0.21 0.12 0.28 0.28 Sat Flow, veh/h 3563 4649 801 3563 5611 1585 3563 3554 1564 3563 1777 1580 Grp Volume(v), veh/h 843 1182 542 225 1203 201 330 589 147 257 392 396 Grp Sat Flow(s),veh/h/ln 1781 1870 1710 1781 1870 1585 1781 1777 1564 1781 1777 1580 Q Serve(g_s), s 22.6 28.2 28.5 6.6 22.2 11.8 6.4 17.4 9.1 7.5 22.4 26.5 Cycle Q Clear(g_c), s 22.6 28.2 28.5 6.6 22.2 11.8 6.4 17.4 9.1 7.5 22.4 26.5 Prop In Lane 1.00 0.47 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 732 1311 599 413 1464 414 207 730 321 434 497 442 V/C Ratio(X) 1.15 0.90 0.90 0.54 0.82 0.49 1.59 0.81 0.46 0.59 0.79 0.90 Avail Cap(c_a), veh/h 732 1445 660 413 1607 454 207 1008 444 434 552 491 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.23 0.23 0.23 0.89 0.89 0.89 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.4 14.9 14.9 45.9 38.2 34.4 51.8 41.6 38.3 45.7 36.6 38.1 Incr Delay (d2), s/veh 72.2 2.7 5.8 0.8 4.8 3.6 288.0 3.5 1.0 1.5 6.8 17.6 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 14.1 5.7 5.7 2.9 10.3 4.8 11.1 7.7 3.5 3.3 10.2 11.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 104.6 17.6 20.7 46.6 43.0 38.0 339.8 45.1 39.4 47.2 43.4 55.7 LnGrp LOS F B CDDDFDDDDE
Approach Vol, veh/h 2567 1629 1066 1045
Approach Delay, s/veh 46.8 42.9 135.5 49.0
Approach LOS D D F D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 19.2 28.4 17.4 45.1 11.0 36.6 27.2 35.2 Change Period (Y+Rc), s 5.8 * 5.8 4.6 6.5 4.6 5.8 4.6 6.5 Max Green Setting (Gmax), s 9.4 * 31 5.4 42.5 6.4 34.2 16.4 31.5 Max Q Clear Time (g_c+I1), s 9.5 19.4 8.6 30.5 8.4 28.5 24.6 24.2 Green Ext Time (p_c), s 0.0 3.2 0.0 8.1 0.0 2.3 0.0 4.5 Intersection Summary
HCM 6th Ctrl Delay 61.2
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

User approved changes to right turn type.

5.7-4
Whitewood I Traffic Analysis

14984-03 TA Report REV2
APPENDIX 5.8: OPENING YEAR CUMULATIVE (2024) WITH PROJECT

CONDITIONS QUEUING ANALYSIS WORKSHEETS WITH

IMPROVEMENTS

Whitewood I Traffic Analysis

14984-03 TA Report REV2
This Page Intentionally Left Blank

Queues Whitewood I (JN:14984)
5: Clinton Keith Rd. & Whitewood Rd. 04/18/2023
Opening Year Cumulative (2024) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT
Lane Group Flow (vph) 603 1364 394 1604 271 262 212 104 210 1255 v/c Ratio 2.06 0.77 1.12 0.85 0.39 1.51 0.18 0.16 1.11 1.14dr Control Delay 501.7 11.6 130.1 39.0 4.9 295.2 26.3 0.5 146.6 88.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 501.7 11.6 130.1 39.0 4.9 295.2 26.3 0.5 146.6 88.6 Queue Length 50th (ft) ~340 72 ~160 346 0 ~129 55 0 ~85 ~488 Queue Length 95th (ft) m#347 m73 #255 403 56 #210 84 0 #159 #626 Internal Link Dist (ft) 1800 1246 462 539
Turn Bay Length (ft) 315 240 350 340 155 135
Base Capacity (vph) 293 1774 352 1905 699 173 1190 647 189 1143 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 2.06 0.77 1.12 0.84 0.39 1.51 0.18 0.16 1.11 1.10 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal. dr Defacto Right Lane. Recode with 1 though lane as a right lane.

5.8-1
Queues Whitewood I (JN:14984)
5: Clinton Keith Rd. & Whitewood Rd. 04/19/2023
Opening Year Cumulative (2024) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT
Lane Group Flow (vph) 843 1854 225 1203 243 330 589 224 257 1236 v/c Ratio 1.43 0.88 1.18 0.78 0.40 1.61 0.73 0.44 0.49 1.31dr Control Delay 223.9 18.3 167.5 40.6 6.1 330.0 44.8 9.0 48.6 84.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 223.9 18.3 167.5 40.6 6.1 330.0 44.8 9.0 48.6 84.9 Queue Length 50th (ft) ~426 183 ~98 257 1 ~167 203 12 85 ~456 Queue Length 95th (ft) m#458 m166 #175 306 60 #256 246 71 #153 #594 Internal Link Dist (ft) 1800 1246 462 539
Turn Bay Length (ft) 315 240 350 340 155 135
Base Capacity (vph) 591 2127 191 1600 625 205 1003 588 529 1134 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 1.43 0.87 1.18 0.75 0.39 1.61 0.59 0.38 0.49 1.09 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal. dr Defacto Right Lane. Recode with 1 though lane as a right lane.

5.8-2

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