Hesperia City Council
October 21, 2025

Draft Transportation Study for
Hesperia General Plan
Prepared for:

City of Hesperia
October 2025
OC24-1045

Attachment 4
Table of Contents

1 Introduction ............................................................................................................................. 1

1.1 Project Description...................................................................................................................................................... 1

1.2 Study Area ...................................................................................................................................................................... 1

1.3 Analysis Scenarios ....................................................................................................................................................... 2 2 Analysis Methodology ............................................................................................................ 3

2.1 VMT Methodology ...................................................................................................................................................... 3

2.2 Traffic Forecasts ........................................................................................................................................................... 3

2.3 Intersection Analysis................................................................................................................................................... 4

1.3 Roadway Segment Analysis ..................................................................................................................................... 5

2.4 Regulatory Setting and Significance Criteria .................................................................................................... 5 3 Vehicle Miles Traveled ............................................................................................................ 6

3.1 Land Use ......................................................................................................................................................................... 6

3.2 Vehicle Miles Traveled ............................................................................................................................................... 7 4 Intersection Analysis ............................................................................................................. 10

4.1 Existing Year (2024) Conditions ...........................................................................................................................10

4.2 Cumulative Year (2050) Conditions ....................................................................................................................13 5 Roadway Segment Analysis ................................................................................................. 17

5.1 Existing Year (2024) Conditions ...........................................................................................................................17

5.2 Cumulative Year (2050) Conditions ....................................................................................................................17

5.3 Recommendations ....................................................................................................................................................20 6 Collision Analysis ................................................................................................................... 22

6.1 Collision Data Analysis ............................................................................................................................................22

6.2 Observations ...............................................................................................................................................................26

List of Figures

Figure 1 Existing Year (2024) Conditions Peak Hour Traffic Volumes and Lane Configurations ................ 12 Figure 2 General Plan Buildout (2050) Conditions Peak Hour Traffic Volumes and Lane Configurations ......................................................................................................................................................................................... 15 Figure 3 Hesperia Collision Heat Map (2018-2022) ..................................................................................................... 24 Figure 4: PCF for All Injury and KSI Collisions .................................................................................................................. 25 Figure 5: Collision Type for All Injury and KSI Collisions ............................................................................................. 26

List of Tables

Table 1: VMT Thresholds .................................................................................................................................................................. 3 Table 2: Intersection Level of Service Criteria .......................................................................................................................... 4 Table 3: Roadway Segments LOS Threshold Based on ADT .............................................................................................. 5 Table 4: Transportation Significance Criteria ........................................................................................................................... 5 Table 5: Land Use Inputs for Hesperia General Plan ............................................................................................................. 6 Table 6: VMT by Vehicle Class (Half-Accounting OD VMT/RTAC Methodology) ...................................................... 8 Table 7: Project-Level VMT Assessment (Full Accounting OD VMT) .............................................................................. 9 Table 8: Cumulative-Level VMT Assessment ............................................................................................................................ 9 Table 9: Existing (2024) Intersection Level of Service ......................................................................................................... 10 Table 10: Cumulative Year (2050) Plus Project Intersection Level of Service ............................................................ 13 Table 11: Existing Year (2024) Conditions – Roadway Segment LOS .......................................................................... 18 Table 12: Cumulative Year (2050) Conditions – Roadway Segment LOS ................................................................... 19 Table 13: Cumulative Year (2050) Conditions With Improvements – Roadway Segment LOS ......................... 21 Table 14: Collision Counts by Type (2018-2022) .................................................................................................................. 22

This page intentionally left blank.

City of Hesperia General Plan Update 1
1 Introduction
Fehr & Peers has completed the transportation study for the proposed Hesperia General Plan Update in the City of Hesperia, California. This report summarizes the methodology, findings, and conclusions of the study, including identification of recommended mitigation measures necessary to maintain consistency with the goals and policies of the proposed General Plan.

This chapter outlines the geographic scope of the transportation impact analysis, including the study area.

1.1 Project Description
The proposed City of Hesperia General Plan Update consists of an approximate 26-year absorption of land use and associated planned infrastructure within the City and Sphere of Influence (SOI). The General Plan Update Buildout assumes a growth of 29,844 households and 24,333 jobs.

1.2 Study Area
The study area of this analysis includes intersections and roadway segments in the City of Hesperia that are anticipated to be affected by the proposed General Plan.

Intersections:

1. Cataba Road & Main Street

2. Key Pointe Avenue & Main Street

3. I-15 Southbound Ramps & Main Street

4. I-15 Northbound Ramps & Main Street

5. Mariposa Street & Main Street

6. US-395 & Joshua Street

7. I-15 Northbound Ramps & Bear Valley Road

8. Mariposa Road & Bear Valley Road
Roadway Segments:

1. Bear Valley Road between 2nd Avenue and Hesperia Road

2. Bear Valley Road east of Mojave Fish Hatchery Road

3. Escondido Avenue south of Main Street

4. Eucalyptus Street between Mariposa Road and Maple Avenue

5. Mesquite Street between Fuente Avenue and Bandicoot Trail

6. Maple Avenue between Willow Street and Main Street

7. Ranchero Road between Lyons Avenue and Oxford Avenue

8. Lemon Street between Santa Fe Avenue and E Avenue

9. Lemon Street east of Choiceana Avenue

City of Hesperia General Plan Update
October 2025
2 10. Cottonwood Avenue between Sequoia Street and Bear Valley Road

11. Cottonwood Avenue between Willow Street and Main Street

12. Muscatel Street between Malibu Avenue and Escondido Avenue

1.3 Analysis Scenarios
To identify potential significant project impacts, Fehr & Peers analyzed the effects of traffic under the following three scenarios:
• Existing Year (2024) Conditions – Intersection and roadway traffic counts were collected in May of 2024 on a Tuesday while schools were in session. The traffic counts represent the average daily and peak hour traffic volumes on typical weekdays (Tuesday through Thursday). • Cumulative Year (2050) No Project Conditions – Consists of forecasted volumes based on growth and travel forecasts contained in the Future Year San Bernardino Transportation Analysis Model Plus (SBTAM+). No Project Conditions is consistent with the City’s current General Plan. • Cumulative Year (2050) Plus Project Conditions – Consists of forecasted volumes based on growth and travel forecasts contained in the Future Year SBTAM+ outside the City of Hesperia and SOI, and projected land use and planned infrastructure within the City of Hesperia as proposed in the General Plan Update.

Intersection and roadway segment Level of Service (LOS) is required by the City for planning purposes, but it is not used to identify significant project impacts pursuant to the California Environmental Quality Act (CEQA). The City of Hesperia adopted California Environmental Quality Act (CEQA) thresholds consistent with Senate Bill 743, which identified that Vehicle Miles Traveled (VMT) would be used to evaluate significant transportation impacts under CEQA.

City of Hesperia General Plan Update 3
2 Analysis Methodology
The transportation study methodology includes a combination of quantitative and qualitative evaluations of the roadway, bicycle, pedestrian, and transit components of the transportation system.

2.1 VMT Methodology
The City of Hesperia Traffic Impact Analysis (TIA) Guidelines (July 2020) (City’s TIA Guidelines) adopted project VMT Impacts are based on the origin-destination (OD) method using VMT per service population.

Given this Project is a citywide General Plan update, the Project will have impact on VMT if there is a net increase in VMT per service population under the plus project condition compared to the no project condition. The City’s TIA Guidelines also adopted cumulative VMT threshold based on link-level boundary VMT method. The proposed General Plan will have a cumulative impact on VMT if the boundary VMT per service population within County of San Bernardino increases under the plus project condition compared to the no project condition. Table 1 summarizes VMT thresholds.

Table 1: VMT Thresholds
Impact Categories Significance Thresholds
Project VMT
Threshold
 The cumulative year OD VMT per service population within the City and SOI increases under the plus project condition compared to the no project condition.

Cumulative VMT
Threshold
 The cumulative year link-level boundary VMT per service population within the County of San Bernardino increases under the plus project condition compared to the no project condition.

Note(s):

1. Service population is defined as population plus employment.

Source: City of Hesperia, 2020 and Fehr & Peers, 2025.

2.2 Traffic Forecasts
SBTAM+ was used to forecast intersection and roadway segment volumes, estimate existing and future VMT, and to perform an evacuation assessment. SBTAM+ is consistent with the 2024 Southern California Association of Governments Regional Transportation Plan/Sustainable Communities Strategies (SCAG RTP/SCS); it has a base year of 2019 and a forecast year of 2050.

Roadway network and land use inputs developed in collaboration with the City were used to update the base year model to Existing Year 2024 Conditions and the future year models to represent the Cumulative Year 2050 Conditions.

City of Hesperia General Plan Update
October 2025
4 The Base Year and Future Year models can produce link and intersection volume forecasts. National Cooperative Highway Research Program (NCHRP) Report 255 prescribes a variety of methods for developing intersection turning movement volume forecasts from travel demand model outputs. For typical applications, the Base Year and Future Year model outputs are compared to one another and are used in conjunction with existing traffic counts to develop future traffic forecasts. In this study, the absolute difference between the Existing Year (2024) and Future Year (2050) model outputs were utilized to develop the 2050 volume forecasts. This method is known as the difference method and is a state-of- the-practice approach consistent with NCHRP Report 255.

2.3 Intersection Analysis
Intersection operations were evaluated using methodologies consistent with the Highway Capacity Manual (HCM) 7th Edition (Transportation Research Board (TRB), 2022). The HCM 7 Edition methodology for signalized intersections estimates the average control delay for vehicles at the intersection. After the quantitative delay estimates are complete, the methodology assigns a qualitative letter grade that represents the operations of the intersection. These grades range from level of service (LOS) A (minimal delay) to LOS F (congested conditions). LOS E represents at-capacity operations. Descriptions of the LOS letter grades for both signalized and unsignalized intersections are provided in Table 2.

Consistent with the City’s General Plan policies, intersections should operate at LOS D or better. Caltrans no longer defines acceptable LOS standards with their latest adoption of the Vehicle Miles Traveled - Focused Transportation Impact Study Guide (TISG), May 2020. This study assumes City of Hesperia LOS “D” minimum acceptable standard at Caltrans locations.

Table 2: Intersection Level of Service Criteria
Level of
Service Description
Signalized
Delay (seconds/vehicle)
A Operations with very low delay occurring with favorable progression and/or short cycle length. ≤ 10.0
B Operations with low delay occurring with good progression and/or short cycle lengths. > 10.0 to 20.0
C
Operations with average delays resulting from fair progression and/or longer cycle lengths. Individual cycle failures begin to appear.
> 20.0 to 35.0
D
Operations with longer delays due to a combination of
unfavorable progression, long cycle lengths, or high V/C ratios.

Many vehicles stop and individual cycle failures are noticeable. > 35.0 to 55.0
E
Operations with high delay values indicating poor progression, long cycle lengths, and high V/C ratios. Individual cycle failures are frequent occurrences.
> 55.0 to 80.0

City of Hesperia General Plan Update 5
F
Operation with delays unacceptable to most drivers occurring due to over saturation, poor progression, or very long cycle lengths.
> 80.0
3 Source: Highway Capacity Manual, 7th Edition. (Transportation Research Board, 2022)

1.3 Roadway Segment Analysis
LOS was evaluated for roadway segments in the City of Hesperia to ensure consistency with adopted General Plan policies. The Average Daily Traffic (ADT) is reported for each roadway. General daily service volume thresholds from the HCM 7 Edition (TRB, 2022) were used to assign LOS letter grades based on the ADT. Consistent with intersection analysis, roadway segment LOS letter grades range from LOS A (minimal delay) to LOS F (excessive congestion). LOS E represents at-capacity operations, as presented in Table 3. The City strives to maintain a citywide LOS standard not exceeding D for roadway segments.

Table 3: Roadway Segments LOS Threshold Based on ADT
Number of Lanes LOS B LOS C LOS D LOS E LOS F
Arterial
2 1 lane in each direction - < 7,000 7,000 – 14,300 14,300 – 16,500 > 16,500 4 2 lanes in the other direction - < 14,900 14,900 – 30,200 30,200 – 33,100 > 33,100 6 3 lanes in each direction - < 23,000 23,000 – 46,500 46,500 – 49,700 > 49,700 Source: Highway Capacity Manual, 7th Edition (TRB, 2022) Exhibits 12-39 and 16-16, Fehr & Peers, 2025.

2.4 Regulatory Setting and Significance Criteria
The criteria used to evaluate the project impacts to transportation are described in the 2023 California Environmental Quality Act Statute & Guidelines (Association of Environmental Professionals, 2023). Specific criteria to be used for identifying potential transportation impacts are presented in Table 4.

Table 4: Transportation Significance Criteria
Impact Categories CEQA Significance Criteria
Plan Conflict The project would conflict with a program, plan, ordinance or policy addressing the circulation system, including transit, roadways, bicycle and pedestrian facilities.

VMT Impacts The project would result in a VMT-related impact as described in Table 1.

Hazard Impact
The project would substantially increase hazards due to a geometric design feature (e.g., sharp curves or dangerous intersections) or incompatible uses (e.g., farm equipment).

Emergency Access Impact The project would result in inadequate emergency access.

Source: 2023 California Environmental Quality Act Statute & Guidelines (Association of Environmental Professionals, 2023).

City of Hesperia General Plan Update
October 2025
6 3 Vehicle Miles Traveled
This chapter evaluates potential VMT impacts of the City of Hesperia General Plan Update.

3.1 Land Use
Land use inputs in SBTAM+ City of Hesperia and SOI were updated through coordination with City of Hesperia staff to develop Existing Year (2024) Conditions, Cumulative Year (2050) No Project Conditions, and Cumulative Year (2050) Plus Project Conditions. The land use assumptions for each scenario are summarized in Table 5.

Table 5: Land Use Inputs for Hesperia General Plan
Land Use Existing Year
(2024)
Cumulative Year
(2050) No Project
Cumulative Year
(2050) Plus Project
Households 31,727 54,430 61,570
Population 110,369 144,538 162,832
Total Employment 24,169 48,545 48,502
Agriculture Employment 49 97 90
Construction Employment 1,483 2,361 2,367
Manufacturing Employment 650 1,632 1,472
Wholesale Employment 589 2,173 1,753
Retail Employment 4,966 7,736 7,925
Transportation, Warehousing
and Utility Employment 3,432 10,863 10,778
Information Employment 105 306 166
Financial Employment 637 1,047 1,007
Professional Employment 1,579 3,242 3,333
Educational Employment 6,286 12,560 11,225
Hospitality Employment 2,085 2,614 4,045
Service Employment 1,223 2,775 3,145
Public Administration
Employment 1,084 1,121 1,195
Source: Fehr & Peers, 2025.

The proposed General Plan assumes a growth of 29,844 households and 24,333 jobs - an increase of 7,140 households and a decrease of 25 jobs compared to the current General Plan.

City of Hesperia General Plan Update 7

3.2 Vehicle Miles Traveled
The City of Hesperia adopted VMT thresholds in July 2020. VMT Impacts are based on the OD method using VMT per service population within the County of San Bernardino jurisdictional boundary.

Project VMT Threshold
Project VMT was estimated using the Half Accounting and Full Accounting Origin/Destination (OD) Methods. There are three types of trips that were considered for this analysis; trips that simply pass - through the City are not included in the Project VMT analysis. • I-I: Trips that start within the City of Hesperia SOI and end within the City of Hesperia SOI. • I-X: Trips that start within the City of Hesperia SOI and end outside the City of Hesperia SOI. • X-I: Trips that start outside the City of Hesperia SOI and end within the City of Hesperia SOI.

Half Accounting Method
The Half Accounting Method is referred to as the Regional Targets Advisory Committee (RTAC) method.

Using this methodology, 100 percent of the trip length with two trip ends within a jurisdiction is attributed to that agency, and 50 percent of the trip length with only one trip end within a jurisdiction is allocated to the jurisdiction (the other 50 percent is allocated to the jurisdiction where the other trip end is located).

The Half Accounting Method is used to evaluate Greenhouse Gas (GHG) Emissions for General Plan documents (especially when looking at GHG as it relates to Climate Action Plans) and is provided in Table 6 for informational purposes only.

Full Accounting Method
The Full Accounting Method evaluates 100 percent of the trip length with one or both trip ends within a jurisdiction. The Full Accounting Method was used to determine the Project VMT Threshold. A Project VMT Impact would occur if the proposed City of Hesperia General Plan Update (i.e., Cumulative Year (2050) Plus Project) OD VMT per Service Population (SP) exceeds the current City of Hesperia General Plan Buildout (i.e., Cumulative Year (2050) No Project) OD VMT/SP.

As shown in Table 7, the OD VMT/SP under the Cumulative Year (2050) Plus Project Conditions does not exceed the OD VMT/SP under Cumulative Year (2050) No Project Conditions. The OD VMT/SP is projected to decrease under the proposed General Plan (42.6 miles of travel per person) as compared to the current General Plan (44.5 miles of travel per person), indicating that the population is expected to travel in a more efficient manner.

The improvement in travel efficiency is the result of people making fewer trips and /or traveling shorter distances due to increased availability of active modes of transportation and/or better accessibility to destinations by all modes of transportation. Projects such as the proposed Hesperia Commerce Center II provide local jobs and reduce the distance residents travel to similar employment opportunities. The proposed Brightline high-speed rail station also increases opportunities for commuters to shift to transit.

C
ity of Hesperia General Plan Update
October 2025
8 Table 6: VMT by Vehicle Class (Half-Accounting OD VMT/RTAC Methodology) Year
Auto1 LHDT2 MHDT3 HHDT4 Total VMT RTAC
VMT

I X I X I X I X I X
100% ii
+50% ix
& xi
City of Hesperia and Sphere of Influence
Existing (2024) I 517,818 1,603,416 3,117 19,382 2,565 15,506 1,427 108,428 524,927 1,746,731 2,300,665 X 1,662,010 - 19,324 - 15,454 - 107,958 - 1,804,746 - Cumulative Year
No Project
(2050)
I 948,327 2,887,069 9,194 40,908 8,549 35,534 7,010 276,445 973,080 3,239,956 4,296,171
X 3,053,260 - 40,955 - 35,584 - 276,428 - 3,406,227 - Proposed
General Plan
(2050)
I 1,079,367 2,982,179 8,916 39,431 7,936 33,443 6,660 266,525 1,102,879 3,321,578 4,504,819
X 3,144,089 39,371 33,387 265,454 3,482,300 - Note:

1. Auto = Passenger Cars.

2. LHDT = Light heavy-duty trucks.

3. MHDT = Might heavy-duty trucks.

4. HHDT = Heavy heavy-duty trucks.

Source: SBTAM+ & Fehr & Peers, 2025.

City of Hesperia General Plan Update 9
Table 7: Project-Level VMT Assessment (Full Accounting OD VMT) Metric Existing Year
(2023)
Cumulative Year
(2050) No
Project
Cumulative Year
(2050) Plus
Project
City of Hesperia SOI OD VMT (Daily total) 4,601,330 8,592,343 9,009,637 City of Hesperia SOI Service population 134,538 193,083 211,334 OD VMT per Service Population (OD VMT/SP) 34.2 44.5 42.6 Note(s):

1. Service population is defined as population plus employment.

Source: SBTAM & Fehr & Peers, 2025.

Cumulative VMT Threshold
A Cumulative VMT Impact was identified if the cumulative year link-level boundary VMT/SP within the County of San Bernardino boundary increases under proposed City of Hesperia General Plan Update (i.e., Cumulative Year (2050) Plus Project) as compared to the current City of Hesperia General Plan Buildout (i.e., Cumulative Year (2050) No Project).

The boundary VMT was completed by selecting all roadway segments in the SBTAM+ model within the San Bernardino County boundary and multiplying the number of trips on each roadway segment by the length of that roadway segment. As presented in Table 8, the County of San Bernardino VMT/SP under the Cumulative Year (2050) Plus Project Conditions does not exceed the County of San Bernardino VMT/SP under the Cumulative Year (2050) No Project Conditions.

Table 8: Cumulative-Level VMT Assessment
Metric Adopted General Plan
(2045)
Proposed General Plan
(2045)
County of San Bernardino VMT (Daily total) 92,225,013 89,432,182 County of San Bernardino Service Population 3,761,191 3,779,442 VMT per Service Population (VMT/SP) 24.5 23.7
Note(s):

1. Service population is defined as population plus employment.

Source: Fehr & Peers, 2025.

VMT Impact Conclusion
The results of the VMT assessment indicate that, with implementation of the land use and circulation element in the proposed General Plan, VMT/SP would be reduced by approximately four (4) percent at the Project-Level and three (3) percent at the Cumulative-Level (i.e., improves) compared to the current General Plan.

City of Hesperia General Plan Update
October 2025
10 4 Intersection Analysis

4.1 Existing Year (2024) Conditions
Traffic Counts
Traffic counts were collected in May of 2024 during morning peak period (7AM – 9AM) and evening peak period (4 PM - 6 PM) at the eight existing study intersections listed in Chapter One. Counts were collected during fair weather, while school was in session, and during a typical (non-holiday) Tuesday. The turning movement counts are provided in Appendix A. Existing (2024) traffic volumes are provided in Figure 1 along with existing lane configurations and traffic control.

Existing Year (2024) Intersection Operations
Existing lane configurations and traffic volumes were used to evaluate operations at the study intersections under peak hour conditions. Signal timing was obtained for signalized intersections from the City of Hesperia, Caltrans, and through field investigations, as needed. The LOS results are summarized in Table 9 and detailed LOS worksheets are provided in Appendix B. As shown in Table 9, all studied intersections operate better than acceptable standards in the AM and PM peak hours.

Table 9: Existing (2024) Intersection Level of Service
Intersection Name Control Jurisdiction LOS
Threshold
Peak
Hour
Existing (2024)
LOS / Average Delay
1 - Cataba Road & Main
Street Signal Hesperia D AM B / 16.4
PM B / 17.7
2 - Key Pointe
Driveway/Key Pointe
Avenue & Main Street
Signal Hesperia D
AM B / 16.2
PM C / 19.9
3 - I-15 Southbound
Ramps & Main Street Signal Caltrans/Hesperia D AM A / 8.7 PM B / 10.5
4 - I-15 Northbound
Ramps & Main St Signal Caltrans/Hesperia D AM A / 8.3
PM B / 11.7
5 - Mariposa Road &
Main Street Signal Hesperia D
AM B / 16.3
PM C / 21.5
6 - US-395 & Joshua
Street Signal Hesperia D AM B / 15.6
PM C / 24.5
7 - I-15 Northbound
Ramps and Bear Valley
Road
Signal Caltrans/Hesperia D
AM D / 37.9
PM D / 52.5
8 - Mariposa Road &
Bear Valley Road Signal Hesperia D AM C / 32.1
PM C / 34.7

City of Hesperia General Plan Update 11
Notes:

1. Whole intersection weighted average stopped delay expressed in seconds per vehicle for signalized intersections.

2. Delay operations were calculated using HCM 7th methodologies.

3. Bold symbolizes below acceptable operations.

Source: Fehr & Peers, 2025.

Figure 1
Peak Hour Traffic Volumes and Lane Configurations
Existing (2024)
44 (135)
11 (42)
70 (144)
69 (84)
791 (809)
69 (142)
60 (124)
9 (35)
40 (37)
23 (33)
556 (779)
88 (135)

1. Cataba Rd/Main St
6 (30)
11 (58)
47 (189)
27 (36)
876 (982)
8 (13)
12 (14)
23 (81)
116 (202)
108 (186)
651 (906)
125 (241)

2. Key Pointe Ave/Key Pointe Driveway/Main St
171 (299)
225 (456)

3. I-15 SB Ramps/Main St
52 (163)
1 (2)
323 (715)
457 (384)
1,128 (1,243)

4. I-15 NB Ramps/Main St
56 (84)
34 (85)
44 (81)
109 (285)
1,082 (1,737)
39 (136)
132 (170)
48 (80)
54 (111)
40 (88)
1,402 (1,413)
77 (73)

5. Mariposa Rd/Main St
5 (14)
495 (1,255)
41 (294)
18 (216)
16 (76)
9 (4) 30 (11)
722 (531)
86 (77)
62 (158)
27 (18)
70 (70)

6. US-395/Joshua St
128 (269)
3 (3)
509 (626)
214 (222)
993 (1,401)
258 (176)
1,094 (1,328)

7. I-15 NB Ramps/Bear Valley Rd
239 (226)
195 (202)
151 (114)
101 (177)
1,183 (1,488)
218 (362)
81 (149)
108 (193)
44 (82)
52 (58)
1,032 (1,145)
105 (109)

8. Mariposa Rd/Bear Valley Rd
Main St
Cataba Rd
Main St
I-15 SB Ramps
Main St
I-15 NB Ramps
Main St
Mariposa Rd
Joshua St
US-395
Bear Valley Rd
I-15 NB Ramps
Bear Valley Rd
Mariposa Rd
Main St
Key Pointe AveKey Pointe Driveway
abf
acccf
acf
aacce
acf
acccf
ae
acce aaf
aef cccf
ae
accce
ae
accce
accf
ae
accf
acf
bf
accc
cce
abcf
acce
acf
acce
LEGEND
Existing Intersections
Lane Configuration
acf
Peak Hour Traffic VolumeAM (PM)
Signalized
City Boundary
907 (1,443)
271 (248)
cce
491 (318)
689 (1,088)cce
953 (1,249)
86 (124)
cce

City of Hesperia General Plan Update 13

4.2 Cumulative Year (2050) Conditions
Traffic Forecasts
The traffic volumes for this scenario consist of existing counts plus the growth derived from the SBTAM+ model. The Cumulative Year (2050) Plus Project traffic forecasts are shown on Figure 2.

Cumulative Year (2050) Plus Project Intersection Operations Cumulative Year (2050) Plus Project peak hour traffic volumes, existing lane configurations, and optimized signal timings were used to evaluate operations at the study intersections under AM and PM peak hour conditions. Traffic signal timing adjustments are considered standard maintenance for local and state agencies, and it is assumed that the owner/operators of the study intersections would regularly reoptimize the traffic signals depending on the traffic volumes in the study area.

Fehr & Peers optimized signal timings at all study intersections, except for intersections that are part of a coordinated system whereby, the existing coordinated cycle length was maintained. The LOS results are summarized in Table 10 and detailed LOS worksheets are provided in Appendix B. As shown in Table 10, no intersections are forecast to operate below acceptable standards in the AM peak hour. During the PM peak hour, four of the eight study intersections are forecast to operate at LOS E or F.

Table 10: Cumulative Year (2050) Plus Project Intersection Level of Service Intersection Name Control Jurisdiction LOS
Threshold
Peak
Hour
Cumulative Year (2050)
Plus Project
LOS / Average Delay
1 - Cataba Road & Main
Street Signal Hesperia D AM B / 19.4
PM D / 47.7
2 - Key Pointe
Driveway/Key Pointe
Avenue & Main Street
Signal Hesperia D
AM C / 21.3
PM E / 75.5
3 - I-15 Southbound
Ramps & Main Street Signal Caltrans/Hesperia D AM B / 13.2 PM B / 17.7
4 - I-15 Northbound
Ramps & Main St Signal Caltrans/Hesperia D AM A / 10.0
PM C / 25.4
5 - Mariposa Road &
Main Street Signal Hesperia D AM D / 41.7
PM F / 82.7
6 - US-395 & Joshua
Street Signal Hesperia D
AM C / 33.4
PM F / >120
7 - I-15 Northbound
Ramps and Bear Valley
Road
Signal Caltrans/Hesperia D
AM D / 51.9
PM E / 76.9
8 - Mariposa Road &
Bear Valley Road Signal Hesperia D AM D / 39.2
PM D / 52.5
Notes:

1. Whole intersection weighted average stopped delay expressed in seconds per vehicle for signalized intersections.

City of Hesperia General Plan Update
October 2025
14 2. Delay operations were calculated using HCM 7th methodologies.

3. Bold symbolizes below acceptable operations.

Source: Fehr & Peers, 2025.

Figure 2
Peak Hour Traffic Volumes and Lane Configurations
General Plan Buildout (2050)
60 (180)
30 (60)
90 (190)
90 (310)
900 (1,540)
90 (190)
90 (180)
10 (50)
50 (50)
40 (50)
1,260 (1,030)
110 (180)

1. Cataba Rd/Main St
10 (40)
30 (80)
60 (240)
60 (50)
950 (1,610)
10 (30)
150 (130)
40 (110)
220 (570)
500 (570)
1,230 (1,150)
160 (320)

2. Key Pointe Ave/Key Pointe Driveway/Main St
420 (380)
300 (660)

3. I-15 SB Ramps/Main St
210 (270)
10 (10)
420 (850)
570 (420)
1,880 (1,830)

4. I-15 NB Ramps/Main St
110 (170)
60 (190)
120 (160)
170 (630)
1,270 (2,590)
70 (240)
340 (300)
120 (130)
60 (160)
60 (110)
2,010 (1,830)
250 (100)

5. Mariposa Rd/Main St
10 (30)
700 (1,590)
50 (320)
140 (350)
70 (220)
20 (10)
100 (120)
920 (840)
150 (680)
570 (350)
140 (100)
90 (90)

6. US-395/Joshua St
170 (340)
10 (10)
550 (680)
280 (240)
1,330 (1,900)
390 (320)
1,420 (1,670)

7. I-15 NB Ramps/Bear Valley Rd
380 (390)
220 (240)
180 (150)
130 (350)
1,440 (1,760)
310 (470)
100 (190)
140 (240)
60 (110)
80 (80)
1,330 (1,410)
130 (120)

8. Mariposa Rd/Bear Valley Rd
Main St
Cataba Rd
Main St
I-15 SB Ramps
Main St
I-15 NB Ramps
Main St
Mariposa Rd
Joshua St
US-395
Bear Valley Rd
I-15 NB Ramps
Bear Valley Rd
Mariposa Rd
1,090 (2,610)
350 (310)
630 (380)
1,460 (1,720)
1,120 (2,260)
110 (160)
Main St
Key Pointe AveKey Pointe Driveway
abf
acccf
acf
aacce
acf
acccf
ae
acce aaf
aef cccf
ae
accce
ae
accce
accf
ae
accf
acf
bf
accc
cce
abcf
acce
acf
acce
cce
cce
cce
LEGEND
Existing Intersections
Lane Configuration
acf
Peak Hour Traffic VolumeAM (PM)
Signalized
City Boundary

City of Hesperia General Plan Update
October 2025
16 Improvements Discussion
The following findings and improvements are observed and discussed based on the LOS results :

Intersection 2 – Key Pointe Driveway/Key Pointe Avenue & Main Street • Under Cumulative Year (2050) Plus Project conditions, this intersection is forecast to operate at LOS E during PM peak hour.
• This intersection is projected to carry more than 500 southbound left-turn vehicles during the PM peak hour which need a second southbound left-turn pocket to achieve LOS D. However, the existing right-of-way (ROW) lacks sufficient width to accommodate a new lane.

Intersection 5 – Mariposa Avenue & Main Street
• Under Cumulative Year (2050) Plus Project conditions, this intersection is forecast to operate at LOS F during PM peak hour.
• This intersection is projected to carry more than 600 eastbound left-turn vehicles during the PM peak hour which need a second eastbound left-turn pocket to achieve LOS D. However, the existing right-of-way (ROW) lacks sufficient width to accommodate a new lane.

Intersection 6- US-395 and Joshua Street
• Under Cumulative Year (2050) Plus Project conditions, this intersection is forecast to operate at LOS F during the PM peak hour.
• This intersection is projected to carry 680 southbound left-turn and 1,590 northbound through movements during the PM peak hour which need a second southbound left-turn pocket and a third northbound through lane to achieve LOS D. The existing ROW is sufficient to accommodate these improvements.

Intersection 7 – I-15 Northbound Ramps & Bear Valley Ramps • Under Cumulative Year (2050) Plus Project conditions, this intersection is forecast to operate at LOS E during PM peak hour.
• This intersection is projected to carry 680 northbound right-turn vehicle movements and needs a second northbound right-turn lane to achieve LOS D. The existing ROW is sufficient to accommodate these improvements.

City of Hesperia General Plan Update 17
5 Roadway Segment Analysis
This chapter covers the evaluation of roadway operations and vehicle delay measured through an analysis of level of service (LOS). Roadway segment LOS analysis is used for planning purposes, and to document consistency with General Plan policies. The LOS analysis assists the City with planning decisions, such as where to increase or decrease land use densities or improve intersections to accommodate growth without generating high levels of roadway congestion.

Some roadways or intersections may be projected to perform at unacceptable levels of service. Residents, businesses, and visitors view congestion and extended travel times as an impact to their quality of life and economic viability, and for this reason, the General Plan contains strategies pertaining to acceptable levels of service; however, CEQA no longer considers congestion to be an environmental impact.

5.1 Existing Year (2024) Conditions
Roadway traffic counts and vehicle classification information were collected in May of 2024. The traffic counts represent the Average Daily Traffic (ADT) volume on a typical weekday (Tuesday through Thursday) while schools are in session.

Roadway segment LOS under Existing Year (2024) Conditions is presented in Table 11. Only one segment, Bear Valley Road between 2nd Avenue and Hesperia Road, is operating below the City’s adopted LOS standard.

5.2 Cumulative Year (2050) Conditions
SBTAM+ was used to develop the cumulative year volume forecasts. To develop Cumulative scenarios forecasts, the Cumulative No Project and Plus Project Models were compared to the Existing Year Model outputs using the difference method. The difference method was conducted using standard techniques consistent with National Cooperative Highway Research Program (NCHRP) Report 765.

The arithmetic difference between the future year and base year model outputs was used to forecast traffic volume growth on roadway links. The forecasted traffic volume growth was then added to the existing roadway volumes. Negative growth was not allowed in the General Plan scenarios. If the model predicted negative growth over existing conditions, the existing conditions volumes were retained .

Roadway segment LOS under Cumulative Year conditions is presented in Table 12.

Under the Cumulative Year No Project conditions, Bear Valley Road between 2nd Avenue and Hesperia Road is projected to operate at LOS F which is inconsistent with the City’s adopted LOS D or better standard.

Under the Cumulative Year With Project conditions, both Bear Valley Road segments are projected to operate at E or F, which is inconsistent with the City’s adopted LOS D or better standard.

City of Hesperia General Plan Update
October 2025
18 Table 2: Existing Year (2024) Conditions – Roadway Segment LOS Roadway Between ADT Lanes Classification LOS
1 Bear Valley Road 2nd Avenue Hesperia Road 44,203 6 Arterial D 2 Bear Valley Road East of Mojave Fish
Hatchery Road 53,251 6 Arterial F
3 Escondido
Avenue South of Main Street 22,057 4 Arterial D
4 Eucalyptus Street Mariposa Road Maple Avenue 2,019 2 Arterial C 5 Mesquite Street Fuente Avenue Bandicoot Trail 4,790 2 Arterial C 6 Maple Avenue Willow Street Main Street 6,197 4 Arterial C 7 Ranchero Road Lyons Avenue Oxford Avenue 7,368 2 Arterial D 8 Lemon Street Santa Fe Avenue E Avenue 2,965 2 Arterial C 9 Lemon Street East of Choiceana
Avenue 63 2 Arterial C
10 Cottonwood
Avenue Sequoia Street Bear Valley Road 8,774 2 Arterial D 11 Cottonwood
Avenue Willow Street Main Street 7,653 2 Arterial D
12 Muscatel Street Malibu Avenue Escondido
Avenue 5,316 4 Arterial C
Notes:

1. Bold symbolizes below acceptable operations.

Source: Fehr & Peers, 2025.

City of Hesperia General Plan Update 19
Table 3: Cumulative Year (2050) Conditions – Roadway Segment LOS Roadway Between
Current General Plan (No Project) Proposed General Plan (Plus Project) ADT Lanes Classification LOS ADT Lanes Classification LOS 1 Bear Valley Road 2nd Avenue Hesperia Road 45,200 6 Arterial D 47,600 6 Arterial E 2 Bear Valley Road East of Mojave Fish
Hatchery Road 60,200 6 Arterial F 61,400 6 Arterial F 3 Escondido
Avenue South of Main Street 28,900 4 Arterial D 28,700 4 Arterial D 4 Eucalyptus Street Mariposa Road Maple Avenue 3,200 2 Arterial C 3,700 2 Arterial C 5 Mesquite Street Fuente Avenue Bandicoot Trail 6,000 2 Arterial C 8,200 2 Arterial D 6 Maple Avenue Willow Street Main Street 8,400 4 Arterial C 9,600 4 Arterial C 7 Ranchero Road Lyons Avenue Oxford Avenue 11,900 2 Arterial D 13,100 2 Arterial D 8 Lemon Street Santa Fe Avenue E Avenue 4,600 2 Arterial C 4,600 2 Arterial C 9 Lemon Street East of Choiceana
Avenue 100 2 Arterial C 100 2 Arterial C
10 Cottonwood
Avenue Sequoia Street Bear Valley Road 12,300 2 Arterial D 12,300 2 Arterial D 11 Cottonwood
Avenue Willow Street Main Street 9,500 2 Arterial D 10,200 2 Arterial D 12 Muscatel Street Malibu Avenue Escondido Avenue 5,500 4 Arterial C 5,500 4 Arterial C Notes:

1. Bold symbolizes below acceptable operations.

Source: Fehr & Peers, 2025.

5.3 Recommendations
Based on the findings of the roadway segment analysis, the following policies and implementation actions are recommended for inclusion in the City’s Circulation Element. • To release the traffic pressure on Bear Valley Road:
o Build a new I-15 and Eucalyptus Street interchange;
o Build a new I-15 and Mojave Street interchange.
• To close the gaps on east-west corridors:
o Connect Muscatel Street with a grade separation over California Aqueduct; o Connect Lemon Street from Hesperia Road to Santa Fe Avenue with a grade separation over the railroad; connect Lemon Street from Riverview Avenue to Lakeshore Drive; With the above recommendations, the roadway segment LOS under Cumulative Year conditions is presented in Table 13. Although Bear Valley Road east of Mojave Fish Hatchery Road is still projected to operate at LOS F, all other segments are expected to maintain the same level of service as under the Cumulative Year No Project conditions.

Table 13: Cumulative Year (2050) Conditions With Improvements – Roadway Segment LOS Roadway Between
Current General Plan (No Project) Proposed General Plan (Plus Project) With Improvements
ADT Lanes Classification LOS ADT Lanes Classification LOS 1 Bear Valley Road 2nd Avenue Hesperia Road 45,200 6 Arterial D 45,600 6 Arterial D 2 Bear Valley Road East of Mojave Fish
Hatchery Road 60,200 6 Arterial F 64,300 6 Arterial F 3 Escondido
Avenue South of Main Street 28,900 4 Arterial D 25,200 4 Arterial D 4 Eucalyptus Street Mariposa Road Maple Avenue 3,200 2 Arterial C 13,200 2 Arterial C 5 Mesquite Street Fuente Avenue Bandicoot Trail 6,000 2 Arterial C 6,200 2 Arterial D 6 Maple Avenue Willow Street Main Street 8,400 4 Arterial C 11,500 4 Arterial C 7 Ranchero Road Lyons Avenue Oxford Avenue 11,900 2 Arterial D 11,700 2 Arterial D 8 Lemon Street Santa Fe Avenue E Avenue 4,600 2 Arterial C 15,200 2 Arterial C 9 Lemon Street East of Choiceana
Avenue 100 2 Arterial C 100 2 Arterial C
10 Cottonwood
Avenue Sequoia Street Bear Valley Road 12,300 2 Arterial D 10,500 2 Arterial D 11 Cottonwood
Avenue Willow Street Main Street 9,500 2 Arterial D 10,900 2 Arterial D 12 Muscatel Street Malibu Avenue Escondido Avenue 5,500 4 Arterial C 5,400 4 Arterial C Notes:

1. Bold symbolizes below acceptable operations.

Source: Fehr & Peers, 2025.

6 Collision Analysis
This section reviews the historical collision trends in the Project area to help develop strategies to enhance local travel safety with the Project.

6.1 Collision Data Analysis
This analysis considers collisions from 2018 through 2022 acquired from the Transportation Injury Mapping System (TIMS), which is a collision database that includes details, such as collision location, type, severity, parties involved, and contributing factors. The full collision dataset includes collisions of all severity levels but does not include Property Damage-Only (PDO) collisions. For this analysis, all collisions occurring on State routes were not included.

Severe injuries resulting from a traffic collision can result in several catastrophic impacts, including permanent disability, lost productivity and wages, and ongoing healthcare costs. The acronym KSI is used throughout the report to denote a killed or severely injured collision record.

From 2018 to 2022, a total of 1848 collisions occurred within the City (Figure 3), which excluded collisions occurring on the State Highway System. Collisions in Hesperia are clustered along major arterial streets including Main Street and Bear Valley Road as well as near the I- 15 interchange. Main Street is a major corridor providing the main retail centers for the City and stretches for roughly eight miles, connecting east/west direction. It has 2 lanes in each direction and is a major artery providing central I -15 interchange access and is the closest arterial street to the local Juniper Elementary School. Between 2018 and 2022, Main Street experienced the greatest number of collisions and dense cluster compared to other corridors in the City.

Bear Valley Road has the second highest concentration of collisions. It has 3 lanes in each direction and stretches for roughly five miles within city limits, connecting east/west direction. In particular, the intersection on Bear Valley Road and Hesperia Road had a high cluster of collisions. This intersection is the closest to the Victor Valley Town Center, a large retail shopping center and provides Hesperia residents and visitors with direct access north to Downtown Victorville.

A total of 174 KSI collisions occurred, 63 of which were fatal collisions. Table 14 summarizes all collisions, KSI collisions, pedestrian and bicycle collisions. Vehicle only collisions account for approximately 93% of the total collisions. Almost 71% of vehicle only collisions occurred at an intersection.

Table 14: Collision Counts by Type (2018-2022)
Area All Collisions KSI Collisions Vehicle Only
Collisions
Bicycle and
Pedestrian
Collisions
City of Hesperia 1,848 170 1,724 124
Source: TIMS, 2018-2022; Fehr & Peers, 2025

The primary cause of a collision, or Primary Collision Factor (PCF), is identified by the patrol officer on duty at the scene of the crash. Figure 4 below shows the different categories of PCFs for all injury collisions and KSI collisions.

For all injury collisions, the PCF with the largest share of collisions was vehicle right -of-way violation and unsafe speed, representing nearly a third of all injury collisions and approximately 13% of KSI collisions.

Looking at KSI collisions, pedestrian violation is the top PCF and constitutes 62% of pedestrian involved collisions. None of the collisions happened under drug or alcohol influence.

Baldy Mesa
395
15 Spring Valley
Lake
173
138
U
S
High
way
395
Hesperia Golf &
Country Club
Mojave River
Forks Regional
Park
Juniper
Elementary
School
Lugo
Summit
Terrace
Oak Hills
Hesperia
Silverwood Lake
State
Recreation Area
Hesperia Collision Heatmap (2018 - 2022)
Less Collisions
More Collisions
City of Hesperia Boundary
Figure 3

Figure 4: PCF for All Injury and KSI Collisions

Source: TIMS, 2018-2022; Fehr & Peers, 2025
For types of collisions, as shown in Figure 5, broadside collisions, also known as “T-bone” collisions, represent the largest share of collision types for both all collisions and KSI collisions (46% and 3 4%, respectively). Broadside collisions happened mostly at intersections without protected left -turn phase in the Project area. Rear end type collisions represent the second largest share of all injury collisions at 18%.

For KSI collisions, collisions involving pedestrians represent the second largest share, with approximately one fifth of collision types.

0% 5% 10% 15% 20% 25% 30%
Driving or Bicycling Under the Influence of Alcohol or Drug Unsafe Speed
Following Too Closely
Wrong Side of Road
Improper Passing
Unsafe Lane Change
Improper Turning
Vehicle Right of Way Violation
Pedestrian Right of Way Violation
Pedestrian Violation
Traffic Signals and Signs
Hazardous Parking
Other Equipment
Other Hazardous Violation
Other Than Driver (or Pedestrian)
Unsafe Starting or Backing
Other Improper Driving
Unknown
Not Stated
% KSI Collisions % All Collisions

Figure 5: Collision Type for All Injury and KSI Collisions

Source: TIMS, 2018-2022; Fehr & Peers, 2025

6.2 Observations
Based on the historical collision trends, key issues and potential strategies for the Project area are discussed below:
• Right-of-way violation and speeding are the top PCFs for collisions and have a higher possibility of causing KSI collisions than other PCFs.
o Speeding for conditions often contributes to right-of-way violations. o Potential strategies to reduce speeding include signal timing coordination to limit through travel and implementing speed monitors to remind drivers of the unsafe speed. • Pedestrian account for approximately one fifth of total KSI collisions. o Potential strategies to improve pedestrian travel safety include high-visibility or raised crosswalks and sidewalks.
o Leading pedestrian intervals and extended pedestrian interval is another option to minimize vehicle-pedestrian conflicts and can result in safer operation. Upon detection of a pedestrian in the crosswalk, the pedestrian has the opportunity to enter the crosswalk at an intersection during an extended interval before vehicles are given a green indication to allow more time for the pedestrian or bicyclist to cross. • Broadside collision is the top collision type.
o To reduce broadside collisions, an effective option is to add protected turn phases at intersections with high broadside collisions.
0% 5% 10% 15% 20% 25% 30% 35% 40% 45% 50%
Head-On
Sideswipe
Rear End
Broadside
Hit Object
Overturned
Vehicle/Pedestrian
Other
Not Stated
% KSI Collisions % All Collisions
44 Appendix A – Existing (2024) Turning Movement Counts A31224
DATE: CITY: Hesperia
JOB #: SC4583 LOCATION: CLASS1 Bear Valley Rd between 2nd Ave and Hesperia Rd AM PM
TIME 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL
0:00 94 3 2 6 0 0 105 12:00 648 22 5 16 0 1 692
0:15 86 1 0 7 0 0 94 12:15 682 21 2 21 0 1 727
0:30 71 1 1 9 0 0 82 12:30 732 26 7 12 0 3 780
0:45 58 1 0 6 0 0 65 12:45 651 24 7 15 0 7 704
1:00 61 2 0 8 0 0 71 13:00 709 23 8 11 0 1 752
1:15 50 1 0 7 0 0 58 13:15 687 22 7 22 0 2 740
1:30 41 1 0 1 0 0 43 13:30 698 19 2 17 1 1 738
1:45 52 1 2 5 0 0 60 13:45 686 33 2 19 0 4 744
2:00 48 3 0 10 0 0 61 14:00 737 31 3 20 0 4 795
2:15 39 0 0 6 0 0 45 14:15 696 22 7 14 0 2 741
2:30 41 4 0 4 0 0 49 14:30 683 19 4 10 0 6 722
2:45 70 2 2 10 0 0 84 14:45 713 32 10 15 1 7 778
3:00 77 7 0 4 0 0 88 15:00 685 29 3 17 0 9 743
3:15 104 2 4 11 0 0 121 15:15 736 29 4 11 0 5 785
3:30 99 6 0 13 0 0 118 15:30 768 24 6 11 0 10 819
3:45 133 6 0 6 0 0 145 15:45 718 28 3 9 0 8 766
4:00 138 15 4 6 0 0 163 16:00 694 25 3 16 0 2 740
4:15 139 8 1 16 0 0 164 16:15 781 24 4 17 0 2 828
4:30 164 8 1 19 0 0 192 16:30 702 30 4 11 0 2 749
4:45 168 11 3 13 0 0 195 16:45 719 18 5 13 0 1 756
5:00 162 10 2 6 0 0 180 17:00 799 25 3 14 1 1 843
5:15 178 15 6 11 0 0 210 17:15 727 24 4 22 1 2 780
5:30 218 11 3 12 0 3 247 17:30 690 16 1 11 0 0 718
5:45 275 15 4 9 0 1 304 17:45 646 17 0 5 0 4 672
6:00 240 22 6 15 0 9 292 18:00 642 18 2 7 0 3 672
6:15 287 27 6 22 0 8 350 18:15 585 11 1 12 0 0 609
6:30 326 23 3 15 0 11 378 18:30 536 11 1 5 0 2 555
6:45 402 34 8 20 0 7 471 18:45 553 27 3 8 0 3 594
7:00 399 41 4 24 0 4 472 19:00 610 12 4 7 0 0 633
7:15 495 24 2 16 0 1 538 19:15 497 14 1 8 0 4 524
7:30 563 50 6 17 0 8 644 19:30 494 18 2 10 0 0 524
7:45 673 43 11 21 0 6 754 19:45 470 14 3 4 0 2 493
8:00 593 32 5 21 0 8 659 20:00 415 5 1 2 0 0 423
8:15 578 34 12 15 0 8 647 20:15 426 8 1 6 0 0 441
8:30 625 44 4 15 2 8 698 20:30 370 5 2 12 0 0 389
8:45 638 38 7 18 0 9 710 20:45 395 5 2 8 1 1 412
9:00 563 25 7 19 1 3 618 21:00 294 7 2 8 0 1 312
9:15 604 38 9 17 0 2 670 21:15 297 3 1 5 0 0 306
9:30 644 29 11 15 1 1 701 21:30 222 2 0 5 0 0 229
9:45 670 33 8 18 0 1 730 21:45 221 1 0 3 0 0 225
10:00 537 28 8 20 0 1 594 22:00 199 4 2 5 0 0 210
10:15 552 30 9 16 1 0 608 22:15 161 2 0 4 0 0 167
10:30 567 28 6 20 0 2 623 22:30 178 4 0 2 0 0 184
10:45 640 33 4 14 0 1 692 22:45 117 1 1 4 0 0 123
11:00 631 42 4 21 1 4 703 23:00 124 4 1 7 0 0 136
11:15 674 43 11 13 1 0 742 23:15 88 0 0 11 0 0 99
11:30 595 47 6 16 1 2 667 23:30 93 1 2 8 0 0 104
11:45 661 28 7 22 0 3 721 23:45 94 1 1 5 0 0 101
TOTAL 15,723 950 199 635 8 111 17,626 TOTAL 25,068 761 137 505 5 101 26,577 AM PEAK HOUR 11:00 AM AM PEAK HOUR 4:15 PM
AM PEAK VOLUME 2,833 AM PEAK VOLUME 3,176
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 40,791 1,711 336 1,140 13 212 44,203 CLASS 2 2-AXLE TRUCKS % OF TOTAL 92.3% 3.9% 0.8% 2.6% 0.0% 0.5% 100.0% CLASS 3 3-AXLE TRUCKS
CLASS 4 4 OR MORE AXLE TRUCKS
CLASS 5 RV
CLASS 6 Buses

24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
Prepared by AimTD LLC tel. 714 253 7888 [email protected]
Wednesday, April 24, 2024

COMBINED COMBINED
A31224
DATE: CITY: Hesperia
JOB #: SC4583 LOCATION: CLASS2 Bear Valley Rd east of Mojave Fish Hatchery Rd AM PM
TIME 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL
0:00 103 1 2 5 0 0 111 12:00 856 33 6 10 0 4 909
0:15 85 0 0 7 0 0 92 12:15 911 32 5 18 0 5 971
0:30 74 1 0 6 0 0 81 12:30 898 35 5 16 0 3 957
0:45 56 1 0 4 0 0 61 12:45 894 30 10 12 1 3 950
1:00 59 1 0 4 0 0 64 13:00 875 39 12 15 0 5 946
1:15 61 0 0 4 0 0 65 13:15 887 28 6 20 1 3 945
1:30 42 0 0 2 0 0 44 13:30 886 26 6 21 1 5 945
1:45 58 0 0 6 0 0 64 13:45 922 41 7 18 0 5 993
2:00 50 1 0 3 0 0 54 14:00 870 38 1 22 0 0 931
2:15 42 0 0 8 0 0 50 14:15 860 37 3 19 0 4 923
2:30 59 1 0 6 0 0 66 14:30 905 35 9 10 0 6 965
2:45 44 1 2 4 0 0 51 14:45 914 32 6 15 1 5 973
3:00 70 5 0 5 0 0 80 15:00 883 38 5 18 1 2 947
3:15 84 5 2 6 0 0 97 15:15 899 41 3 16 0 4 963
3:30 94 6 0 7 0 0 107 15:30 961 29 4 9 1 4 1,008
3:45 126 6 1 5 0 0 138 15:45 919 31 4 14 0 3 971
4:00 136 4 2 8 0 0 150 16:00 965 41 6 25 0 3 1,040
4:15 119 4 2 6 0 0 131 16:15 935 40 6 10 0 3 994
4:30 177 10 2 16 0 0 205 16:30 914 26 5 17 0 1 963
4:45 184 8 3 11 0 1 207 16:45 801 26 6 5 0 2 840
5:00 153 11 1 4 0 0 169 17:00 919 17 3 12 1 0 952
5:15 169 13 5 14 0 0 201 17:15 985 21 1 16 0 3 1,026
5:30 205 16 2 10 0 3 236 17:30 917 26 2 11 0 2 958
5:45 285 14 3 11 0 2 315 17:45 774 21 2 5 1 2 805
6:00 296 26 2 17 0 1 342 18:00 716 17 2 6 1 0 742
6:15 297 20 2 21 0 4 344 18:15 777 19 3 11 0 2 812
6:30 414 25 3 21 0 2 465 18:30 706 22 0 7 0 3 738
6:45 465 27 1 24 0 1 518 18:45 746 28 2 2 0 0 778
7:00 425 30 4 21 0 1 481 19:00 646 18 3 5 0 0 672
7:15 522 24 4 14 0 7 571 19:15 684 17 4 6 0 2 713
7:30 662 33 4 23 0 2 724 19:30 602 18 1 13 0 6 640
7:45 741 59 3 24 0 2 829 19:45 587 16 1 6 0 0 610
8:00 655 37 9 17 0 3 721 20:00 539 9 1 5 0 2 556
8:15 596 38 7 9 0 8 658 20:15 532 12 0 8 0 2 554
8:30 665 39 6 15 0 3 728 20:30 505 3 1 7 0 1 517
8:45 755 31 7 13 0 3 809 20:45 444 4 1 7 0 0 456
9:00 662 48 7 18 0 4 739 21:00 400 9 0 7 0 4 420
9:15 690 33 5 19 1 3 751 21:15 342 2 0 4 0 3 351
9:30 759 55 8 23 0 4 849 21:30 306 5 0 5 0 0 316
9:45 717 36 5 24 0 3 785 21:45 292 5 1 4 0 1 303
10:00 730 28 6 12 0 1 777 22:00 275 1 1 3 0 0 280
10:15 711 27 5 15 0 4 762 22:15 225 3 0 5 0 0 233
10:30 782 43 5 15 0 2 847 22:30 211 3 1 4 0 0 219
10:45 803 38 5 19 0 4 869 22:45 145 1 0 3 0 0 149
11:00 762 53 8 18 1 2 844 23:00 154 2 0 7 0 0 163
11:15 771 34 8 18 0 5 836 23:15 129 1 1 6 0 0 137
11:30 769 47 6 17 0 6 845 23:30 103 3 0 10 0 0 116
11:45 804 31 4 21 1 1 862 23:45 103 2 0 1 0 0 106
TOTAL 17,988 971 151 600 3 82 19,795 TOTAL 31,719 983 146 496 9 103 33,456 AM PEAK HOUR 10:30 AM AM PEAK HOUR 3:30 PM
AM PEAK VOLUME 3,396 AM PEAK VOLUME 4,013
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 49,707 1,954 297 1,096 12 185 53,251 CLASS 2 2-AXLE TRUCKS % OF TOTAL 93.3% 3.7% 0.6% 2.1% 0.0% 0.3% 100.0% CLASS 3 3-AXLE TRUCKS
CLASS 4 4 OR MORE AXLE TRUCKS
CLASS 5 RV
CLASS 6 Buses

24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
Prepared by AimTD LLC tel. 714 253 7888 [email protected]
Wednesday, April 24, 2024

COMBINED COMBINED
31124
DATE: CITY: Hesperia
JOB #: SC4583 LOCATION: CLASS3 Escondido Ave south of Main St.

AM PM
TIME 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL
0:00 29 4 0 0 0 0 33 12:00 258 35 1 0 0 0 294
0:15 27 0 0 0 0 0 27 12:15 302 37 3 1 0 0 343
0:30 41 0 0 0 0 0 41 12:30 289 34 3 0 0 0 326
0:45 22 3 0 0 0 1 26 12:45 331 27 1 1 0 1 361
1:00 18 1 0 0 0 0 19 13:00 400 36 5 2 0 1 444
1:15 17 2 0 0 0 0 19 13:15 368 43 3 4 0 2 420
1:30 17 1 0 0 0 0 18 13:30 331 30 6 2 0 1 370
1:45 17 2 0 0 0 0 19 13:45 351 45 1 4 0 5 406
2:00 15 2 0 0 0 0 17 14:00 335 41 0 2 0 0 378
2:15 18 1 0 0 0 0 19 14:15 345 32 1 0 0 1 379
2:30 19 0 0 0 0 0 19 14:30 365 37 1 1 0 0 404
2:45 16 2 0 0 0 0 18 14:45 325 30 2 3 0 1 361
3:00 26 3 0 0 0 0 29 15:00 323 36 2 1 0 3 365
3:15 23 5 0 0 0 0 28 15:15 374 37 3 1 0 1 416
3:30 38 6 0 0 0 0 44 15:30 335 33 5 3 0 1 377
3:45 42 7 0 0 0 1 50 15:45 364 34 2 2 0 0 402
4:00 56 8 0 0 0 0 64 16:00 357 27 1 4 0 2 391
4:15 53 11 0 2 0 0 66 16:15 336 23 4 0 0 0 363
4:30 62 11 0 0 0 0 73 16:30 352 33 2 1 0 1 389
4:45 67 14 0 0 0 0 81 16:45 376 36 4 2 0 0 418
5:00 49 11 0 0 0 1 61 17:00 353 34 7 1 0 0 395
5:15 62 17 1 0 0 0 80 17:15 381 42 1 1 0 0 425
5:30 74 12 1 0 0 0 87 17:30 407 25 2 1 0 0 435
5:45 80 12 0 1 0 0 93 17:45 344 33 4 0 0 0 381
6:00 118 18 0 0 0 0 136 18:00 322 34 1 1 0 1 359
6:15 114 16 1 1 0 0 132 18:15 317 38 2 0 0 0 357
6:30 162 24 0 1 0 0 187 18:30 316 43 1 1 0 0 361
6:45 254 36 1 0 0 3 294 18:45 295 28 1 1 0 1 326
7:00 300 54 5 0 0 4 363 19:00 280 21 2 1 0 0 304
7:15 406 56 1 2 0 7 472 19:15 271 22 1 1 0 0 295
7:30 410 34 5 1 0 2 452 19:30 280 24 0 1 0 0 305
7:45 342 32 5 1 0 0 380 19:45 275 18 3 0 0 0 296
8:00 269 32 4 3 0 1 309 20:00 292 14 3 1 0 0 310
8:15 293 34 5 2 0 3 337 20:15 264 23 3 0 0 0 290
8:30 254 30 1 0 0 2 287 20:30 198 18 0 0 0 0 216
8:45 213 42 0 1 0 3 259 20:45 202 13 3 3 0 0 221
9:00 202 38 0 1 0 0 241 21:00 165 16 0 0 0 0 181
9:15 228 23 2 0 0 0 253 21:15 171 8 0 0 0 0 179
9:30 248 29 4 1 0 0 282 21:30 139 11 1 0 0 0 151
9:45 236 33 0 1 0 0 270 21:45 136 5 0 1 0 0 142
10:00 240 34 1 1 0 0 276 22:00 104 5 0 0 0 0 109
10:15 215 32 1 0 0 0 248 22:15 98 8 0 0 0 0 106
10:30 241 26 2 1 0 1 271 22:30 72 8 0 0 0 0 80
10:45 258 27 1 3 0 0 289 22:45 70 1 1 0 0 0 72
11:00 242 29 1 3 0 0 275 23:00 70 4 0 1 0 0 75
11:15 255 31 4 1 0 0 291 23:15 64 0 0 0 0 0 64
11:30 249 37 1 1 0 0 288 23:30 54 7 0 1 0 0 62
11:45 235 34 6 0 0 0 275 23:45 53 2 0 0 0 0 55
TOTAL 6,872 916 53 28 0 29 7,898 TOTAL 12,810 1,191 86 50 0 22 14,159 AM PEAK HOUR 7:00 AM AM PEAK HOUR 4:45 PM
AM PEAK VOLUME 1,667 AM PEAK VOLUME 1,673
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 19,682 2,107 139 78 0 51 22,057 CLASS 2 2-AXLE TRUCKS % OF TOTAL 89.2% 9.6% 0.6% 0.4% 0.0% 0.2% 100.0% CLASS 3 3-AXLE TRUCKS
CLASS 4 4 OR MORE AXLE TRUCKS
CLASS 5 RV
CLASS 6 Buses

24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
Prepared by AimTD LLC tel. 714 253 7888 [email protected]
Wednesday, April 24, 2024

COMBINED COMBINED
31124
DATE: CITY: Hesperia
JOB #: SC4583 LOCATION: CLASS4 Eucalyptus St between Mariposa Rd and Maple Ave AM PM
TIME 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL
0:00 1 1 0 0 0 0 2 12:00 19 7 0 0 0 0 26
0:15 2 1 0 0 0 0 3 12:15 18 4 0 0 0 0 22
0:30 5 0 0 0 0 0 5 12:30 26 3 0 0 0 0 29
0:45 2 2 0 1 0 0 5 12:45 15 1 0 0 0 0 16
1:00 7 2 0 0 0 0 9 13:00 23 6 0 0 0 0 29
1:15 7 3 0 0 0 0 10 13:15 26 7 0 0 0 1 34
1:30 4 1 0 0 0 0 5 13:30 23 7 0 0 0 1 31
1:45 4 0 0 0 0 0 4 13:45 28 3 0 0 0 0 31
2:00 5 2 0 0 0 0 7 14:00 30 7 0 0 0 0 37
2:15 1 1 0 0 0 0 2 14:15 29 7 0 1 0 1 38
2:30 1 0 0 0 0 0 1 14:30 25 9 0 2 0 0 36
2:45 4 1 0 0 0 0 5 14:45 29 4 0 0 0 0 33
3:00 6 1 0 0 0 0 7 15:00 23 8 0 0 0 1 32
3:15 7 1 0 0 0 0 8 15:15 29 5 0 0 0 1 35
3:30 10 0 0 0 0 0 10 15:30 24 5 0 1 0 0 30
3:45 14 2 0 0 0 0 16 15:45 27 11 0 1 0 0 39
4:00 12 13 0 0 0 0 25 16:00 37 10 0 0 0 0 47
4:15 8 3 0 0 0 0 11 16:15 24 5 0 1 0 1 31
4:30 15 5 0 0 0 0 20 16:30 25 11 0 0 0 0 36
4:45 15 6 0 0 0 0 21 16:45 22 13 0 0 0 0 35
5:00 13 5 0 0 0 0 18 17:00 40 7 0 0 0 0 47
5:15 13 2 0 0 0 0 15 17:15 21 14 0 0 0 0 35
5:30 19 1 0 0 0 0 20 17:30 29 11 0 0 0 0 40
5:45 18 5 0 0 0 0 23 17:45 27 5 0 0 0 0 32
6:00 11 4 0 0 0 0 15 18:00 30 9 0 0 0 0 39
6:15 12 1 0 0 0 1 14 18:15 22 7 0 0 0 0 29
6:30 16 8 0 0 0 0 24 18:30 29 5 0 0 0 0 34
6:45 17 8 0 0 0 0 25 18:45 27 8 0 0 0 0 35
7:00 20 7 0 0 0 0 27 19:00 23 7 0 0 0 0 30
7:15 23 7 0 0 0 1 31 19:15 16 6 0 0 0 0 22
7:30 23 3 0 0 0 0 26 19:30 20 3 0 0 0 0 23
7:45 18 8 0 1 0 3 30 19:45 14 5 0 1 0 0 20
8:00 13 9 0 0 0 0 22 20:00 21 3 0 0 0 1 25
8:15 21 8 0 1 0 0 30 20:15 11 5 0 0 0 0 16
8:30 19 5 0 0 0 1 25 20:30 17 8 0 0 0 0 25
8:45 19 5 0 0 0 0 24 20:45 11 7 0 0 0 0 18
9:00 18 1 0 0 0 0 19 21:00 12 1 0 0 0 0 13
9:15 18 5 0 0 0 0 23 21:15 15 9 0 0 0 0 24
9:30 15 3 0 0 0 0 18 21:30 3 2 0 0 0 0 5
9:45 15 0 0 1 0 0 16 21:45 8 1 0 1 0 0 10
10:00 16 2 0 0 0 0 18 22:00 8 3 0 0 0 0 11
10:15 16 4 0 0 0 0 20 22:15 5 0 0 0 0 0 5
10:30 13 3 0 0 0 0 16 22:30 9 2 0 0 0 0 11
10:45 13 3 0 1 0 0 17 22:45 6 1 0 0 0 0 7
11:00 12 4 0 0 0 1 17 23:00 1 6 0 0 0 0 7
11:15 17 4 0 0 0 0 21 23:15 1 3 0 0 0 0 4
11:30 21 7 0 2 0 0 30 23:30 2 3 0 0 0 0 5
11:45 20 7 1 0 0 0 28 23:45 8 4 0 0 0 0 12
TOTAL 599 174 1 7 0 7 788 TOTAL 938 278 0 8 0 7 1,231
AM PEAK HOUR 7:00 AM AM PEAK HOUR 4:45 PM
AM PEAK VOLUME 114 AM PEAK VOLUME 157
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 1,537 452 1 15 0 14 2,019 CLASS 2 2-AXLE TRUCKS % OF TOTAL 76.1% 22.4% 0.0% 0.7% 0.0% 0.7% 100.0% CLASS 3 3-AXLE TRUCKS
CLASS 4 4 OR MORE AXLE TRUCKS
CLASS 5 RV
CLASS 6 Buses

24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
Prepared by AimTD LLC tel. 714 253 7888 [email protected]
Wednesday, April 24, 2024

COMBINED COMBINED
31124
DATE: CITY: Hesperia
JOB #: SC4583 LOCATION: CLASS5 Mesquite St between Fuente Ave and Bandicoot Trail.

AM PM
TIME 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL
0:00 3 0 0 0 0 0 3 12:00 35 13 0 0 0 0 48
0:15 3 0 0 0 0 0 3 12:15 55 10 0 0 0 1 66
0:30 0 0 0 0 0 1 1 12:30 67 13 0 0 0 0 80
0:45 0 1 0 0 0 0 1 12:45 77 17 0 0 0 0 94
1:00 0 0 0 0 0 0 0 13:00 93 22 1 0 0 2 118
1:15 0 0 0 0 0 0 0 13:15 58 25 0 0 0 1 84
1:30 3 0 0 0 0 0 3 13:30 84 23 0 0 0 1 108
1:45 2 0 0 0 0 0 2 13:45 67 22 0 0 0 2 91
2:00 0 0 0 0 0 0 0 14:00 79 34 0 1 0 3 117
2:15 0 0 0 0 0 0 0 14:15 92 34 0 0 0 4 130
2:30 1 0 0 0 0 0 1 14:30 94 34 0 0 0 5 133
2:45 2 1 0 0 0 0 3 14:45 65 33 0 0 0 2 100
3:00 3 4 0 0 0 0 7 15:00 57 20 0 0 0 0 77
3:15 4 1 0 0 0 0 5 15:15 58 17 0 0 0 0 75
3:30 0 1 0 0 0 0 1 15:30 65 28 0 1 0 0 94
3:45 8 1 0 0 0 0 9 15:45 60 19 0 0 0 0 79
4:00 13 2 0 1 0 1 17 16:00 54 27 0 0 0 1 82
4:15 3 8 0 0 0 0 11 16:15 60 27 0 1 0 0 88
4:30 11 4 0 0 0 0 15 16:30 64 25 0 0 0 0 89
4:45 12 4 0 0 0 0 16 16:45 54 26 0 0 0 1 81
5:00 10 6 0 0 0 0 16 17:00 49 25 0 1 0 0 75
5:15 8 7 0 0 0 0 15 17:15 48 36 0 1 0 0 85
5:30 8 6 0 0 0 0 14 17:30 69 41 0 0 0 0 110
5:45 6 11 0 0 0 1 18 17:45 51 25 0 0 0 0 76
6:00 15 10 1 0 0 0 26 18:00 44 16 0 0 0 0 60
6:15 17 10 0 0 0 0 27 18:15 54 19 0 0 0 0 73
6:30 31 7 0 0 0 0 38 18:30 59 16 0 0 0 1 76
6:45 55 37 0 0 0 3 95 18:45 33 15 0 0 0 0 48
7:00 127 52 1 0 0 2 182 19:00 38 11 0 0 0 0 49
7:15 147 59 2 0 0 0 208 19:15 35 14 0 0 0 0 49
7:30 95 31 0 0 0 1 127 19:30 37 16 0 0 0 0 53
7:45 56 23 1 1 0 3 84 19:45 29 13 0 0 0 0 42
8:00 77 30 0 0 0 5 112 20:00 31 16 0 0 0 0 47
8:15 96 40 0 0 0 0 136 20:15 26 9 0 1 0 0 36
8:30 35 24 0 0 0 0 59 20:30 24 5 0 0 0 0 29
8:45 23 20 0 0 0 0 43 20:45 27 5 0 0 0 0 32
9:00 29 15 0 0 0 1 45 21:00 13 13 0 0 0 0 26
9:15 34 17 0 0 0 0 51 21:15 14 4 0 0 0 0 18
9:30 30 15 0 0 0 0 45 21:30 8 2 0 0 0 0 10
9:45 32 14 0 0 0 0 46 21:45 12 3 0 0 0 0 15
10:00 37 27 0 0 0 0 64 22:00 13 2 0 0 0 0 15
10:15 33 11 0 0 0 0 44 22:15 6 0 0 0 0 0 6
10:30 24 13 0 0 0 0 37 22:30 7 2 0 0 0 0 9
10:45 43 19 1 0 0 0 63 22:45 3 3 0 0 0 0 6
11:00 24 15 0 0 0 0 39 23:00 1 2 0 0 0 0 3
11:15 37 17 0 0 0 0 54 23:15 1 1 0 0 0 0 2
11:30 28 27 0 0 0 0 55 23:30 5 0 0 0 0 0 5
11:45 31 22 0 0 0 0 53 23:45 6 0 0 1 0 0 7
TOTAL 1,256 612 6 2 0 18 1,894 TOTAL 2,081 783 1 7 0 24 2,896 AM PEAK HOUR 6:45 AM AM PEAK HOUR 2:00 PM
AM PEAK VOLUME 612 AM PEAK VOLUME 480
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 3,337 1,395 7 9 0 42 4,790 CLASS 2 2-AXLE TRUCKS % OF TOTAL 69.7% 29.1% 0.1% 0.2% 0.0% 0.9% 100.0% CLASS 3 3-AXLE TRUCKS
CLASS 4 4 OR MORE AXLE TRUCKS
CLASS 5 RV
CLASS 6 Buses

24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
Prepared by AimTD LLC tel. 714 253 7888 [email protected]
Wednesday, April 24, 2024

COMBINED COMBINED
31124
DATE: CITY: Hesperia
JOB #: SC4583 LOCATION: CLASS6 Maple Ave between Willow St to Main St AM PM
TIME 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL
0:00 7 0 1 0 0 0 8 12:00 66 16 0 0 0 0 82
0:15 9 0 0 0 0 0 9 12:15 50 11 1 0 0 0 62
0:30 3 0 0 0 0 0 3 12:30 51 21 2 0 0 0 74
0:45 4 1 0 0 0 0 5 12:45 98 22 0 0 0 3 123
1:00 5 0 0 0 0 0 5 13:00 105 24 1 0 0 0 130
1:15 5 2 0 0 0 0 7 13:15 92 27 1 1 0 2 123
1:30 3 0 0 0 0 0 3 13:30 87 16 1 1 0 3 108
1:45 1 2 0 0 0 0 3 13:45 79 15 3 3 0 1 101
2:00 3 1 0 0 0 0 4 14:00 85 15 1 0 0 0 101
2:15 1 1 0 0 0 0 2 14:15 111 24 3 1 0 1 140
2:30 6 0 0 0 0 0 6 14:30 75 17 0 0 0 0 92
2:45 6 1 0 0 0 0 7 14:45 67 17 0 1 0 0 85
3:00 8 1 0 0 0 1 10 15:00 77 19 0 0 0 2 98
3:15 5 3 0 0 0 0 8 15:15 89 22 0 0 0 0 111
3:30 3 0 0 0 0 0 3 15:30 88 24 1 1 0 0 114
3:45 4 4 0 1 0 0 9 15:45 79 15 0 0 0 0 94
4:00 11 3 0 0 0 0 14 16:00 81 13 0 1 0 0 95
4:15 14 1 0 0 0 0 15 16:15 76 18 0 1 0 0 95
4:30 6 3 0 0 0 0 9 16:30 88 22 0 0 0 0 110
4:45 6 6 0 0 0 0 12 16:45 90 12 0 0 0 0 102
5:00 12 6 0 0 0 0 18 17:00 102 25 1 0 0 0 128
5:15 8 5 0 0 0 0 13 17:15 74 20 0 0 0 0 94
5:30 8 5 0 0 0 0 13 17:30 144 24 0 2 0 0 170
5:45 21 5 0 0 0 0 26 17:45 153 39 0 0 0 0 192
6:00 14 6 0 0 0 0 20 18:00 130 36 0 1 0 0 167
6:15 16 12 1 1 0 0 30 18:15 124 31 0 1 0 0 156
6:30 40 11 0 0 0 1 52 18:30 103 23 0 0 0 0 126
6:45 87 17 1 0 0 1 106 18:45 88 17 0 0 0 0 105
7:00 128 17 0 0 0 0 145 19:00 76 26 0 0 0 0 102
7:15 68 7 0 0 0 0 75 19:15 87 14 0 0 0 0 101
7:30 71 23 0 2 0 1 97 19:30 83 21 0 0 0 0 104
7:45 72 25 0 0 0 0 97 19:45 86 8 0 0 0 0 94
8:00 82 23 0 0 0 3 108 20:00 76 17 0 0 0 0 93
8:15 90 19 1 0 0 3 113 20:15 63 18 0 1 0 0 82
8:30 53 11 0 0 0 0 64 20:30 69 16 0 1 0 0 86
8:45 43 17 0 1 0 0 61 20:45 56 8 0 0 0 0 64
9:00 44 13 1 1 0 0 59 21:00 47 7 0 0 0 0 54
9:15 76 18 1 2 0 1 98 21:15 39 4 0 0 0 0 43
9:30 46 16 1 0 0 1 64 21:30 33 5 0 0 0 0 38
9:45 31 9 1 0 0 0 41 21:45 22 3 0 0 0 0 25
10:00 48 9 1 0 0 1 59 22:00 27 5 0 0 0 0 32
10:15 37 14 2 1 0 0 54 22:15 20 9 0 0 0 0 29
10:30 43 14 0 0 0 0 57 22:30 24 1 0 0 0 0 25
10:45 43 11 2 0 0 0 56 22:45 14 2 0 0 0 0 16
11:00 59 12 1 0 0 0 72 23:00 17 2 0 0 0 0 19
11:15 59 17 1 1 0 0 78 23:15 9 3 0 0 0 1 13
11:30 69 16 1 0 0 0 86 23:30 9 1 0 0 0 0 10
11:45 64 9 1 3 0 0 77 23:45 8 0 0 0 0 0 8
TOTAL 1,542 396 17 13 0 13 1,981 TOTAL 3,417 755 15 16 0 13 4,216 AM PEAK HOUR 6:45 AM AM PEAK HOUR 5:30 PM
AM PEAK VOLUME 423 AM PEAK VOLUME 685
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 4,959 1,151 32 29 0 26 6,197 CLASS 2 2-AXLE TRUCKS % OF TOTAL 80.0% 18.6% 0.5% 0.5% 0.0% 0.4% 100.0% CLASS 3 3-AXLE TRUCKS
CLASS 4 4 OR MORE AXLE TRUCKS
CLASS 5 RV
CLASS 6 Buses

24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
Prepared by AimTD LLC tel. 714 253 7888 [email protected]
Wednesday, April 24, 2024

COMBINED COMBINED
31124
DATE: CITY: Hesperia
JOB #: SC4583 LOCATION: CLASS7 Ranchero Rd between Lyons Ave and Oxford Ave AM PM
TIME 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL
0:00 5 9 0 0 0 0 14 12:00 60 20 1 2 0 0 83
0:15 9 2 0 0 0 0 11 12:15 57 21 1 0 0 0 79
0:30 7 4 0 0 0 0 11 12:30 60 28 1 4 0 0 93
0:45 10 6 0 0 0 0 16 12:45 53 17 1 3 0 0 74
1:00 11 6 0 0 0 0 17 13:00 56 34 0 4 0 0 94
1:15 6 3 0 0 0 0 9 13:15 68 37 0 4 0 0 109
1:30 7 3 0 0 0 0 10 13:30 69 25 0 4 0 0 98
1:45 7 3 0 1 0 0 11 13:45 73 25 0 2 0 1 101
2:00 7 3 0 0 0 0 10 14:00 94 51 0 1 0 2 148
2:15 12 2 0 0 0 0 14 14:15 120 53 2 4 0 7 186
2:30 9 2 0 0 0 0 11 14:30 139 52 2 2 0 4 199
2:45 8 7 0 0 0 0 15 14:45 120 37 0 0 0 2 159
3:00 20 2 0 0 0 0 22 15:00 83 40 0 1 0 0 124
3:15 19 3 0 0 0 0 22 15:15 79 23 0 2 0 1 105
3:30 27 6 0 0 0 0 33 15:30 86 36 0 0 0 0 122
3:45 26 10 0 0 0 0 36 15:45 84 43 0 0 0 1 128
4:00 39 15 0 0 0 0 54 16:00 81 43 0 1 0 0 125
4:15 48 18 0 0 0 0 66 16:15 72 48 1 0 0 0 121
4:30 40 22 0 0 0 1 63 16:30 104 32 1 1 0 0 138
4:45 51 17 0 0 0 0 68 16:45 83 52 0 1 0 0 136
5:00 50 22 0 0 0 0 72 17:00 81 41 0 1 0 1 124
5:15 57 21 0 0 0 0 78 17:15 91 54 0 0 0 0 145
5:30 54 22 0 0 0 0 76 17:30 87 46 0 1 0 1 135
5:45 49 16 0 0 0 0 65 17:45 76 23 1 0 0 0 100
6:00 55 22 0 1 0 0 78 18:00 64 41 0 2 0 0 107
6:15 58 25 0 0 0 0 83 18:15 72 43 0 1 0 1 117
6:30 87 30 0 0 0 1 118 18:30 64 46 1 3 0 0 114
6:45 52 25 1 2 0 0 80 18:45 72 41 0 1 0 1 115
7:00 49 25 0 0 0 0 74 19:00 52 31 0 1 0 0 84
7:15 69 31 0 4 0 1 105 19:15 42 24 1 0 0 0 67
7:30 68 27 0 3 0 1 99 19:30 54 26 0 0 0 0 80
7:45 77 33 0 0 0 1 111 19:45 40 15 0 0 0 0 55
8:00 105 48 5 4 0 4 166 20:00 35 16 0 0 0 0 51
8:15 110 35 2 1 0 7 155 20:15 39 26 0 0 0 1 66
8:30 113 39 2 5 0 2 161 20:30 36 19 0 0 0 0 55
8:45 130 46 1 1 0 0 178 20:45 45 20 0 1 0 0 66
9:00 88 45 1 2 0 0 136 21:00 37 15 0 0 0 0 52
9:15 50 28 0 1 0 1 80 21:15 39 17 1 0 0 0 57
9:30 45 16 1 3 0 0 65 21:30 25 10 0 0 0 0 35
9:45 56 21 1 3 0 0 81 21:45 20 10 0 0 0 0 30
10:00 46 21 1 1 0 1 70 22:00 24 14 0 0 0 0 38
10:15 39 22 0 3 0 0 64 22:15 25 8 0 1 0 0 34
10:30 44 12 0 2 0 0 58 22:30 16 9 0 0 0 0 25
10:45 37 25 0 1 0 0 63 22:45 13 1 0 0 0 0 14
11:00 54 24 1 4 0 1 84 23:00 23 6 0 0 0 0 29
11:15 41 18 2 0 0 0 61 23:15 9 5 0 0 0 0 14
11:30 40 13 1 1 0 0 55 23:30 10 2 0 0 0 0 12
11:45 53 25 2 4 0 0 84 23:45 7 5 0 0 0 0 12
TOTAL 2,144 880 21 47 0 21 3,113 TOTAL 2,839 1,331 14 48 0 23 4,255 AM PEAK HOUR 8:00 AM AM PEAK HOUR 2:00 PM
AM PEAK VOLUME 660 AM PEAK VOLUME 692
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 4,983 2,211 35 95 0 44 7,368 CLASS 2 2-AXLE TRUCKS % OF TOTAL 67.6% 30.0% 0.5% 1.3% 0.0% 0.6% 100.0% CLASS 3 3-AXLE TRUCKS
CLASS 4 4 OR MORE AXLE TRUCKS
CLASS 5 RV
CLASS 6 Buses

24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
Prepared by AimTD LLC tel. 714 253 7888 [email protected]
Wednesday, April 24, 2024

COMBINED COMBINED
31124
DATE: CITY: Hesperia
JOB #: SC4583 LOCATION: CLASS8 Lemon St between Santa Fe Ave and E Ave AM PM
TIME 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL
0:00 0 0 0 1 0 0 1 12:00 24 13 0 0 0 16 53
0:15 2 1 0 0 0 0 3 12:15 31 17 0 1 0 6 55
0:30 0 0 0 1 0 0 1 12:30 29 17 0 1 0 7 54
0:45 0 1 0 0 0 0 1 12:45 20 21 1 0 0 6 48
1:00 0 0 0 0 0 1 1 13:00 27 18 0 1 0 11 57
1:15 1 1 0 0 0 0 2 13:15 25 16 0 1 0 9 51
1:30 0 1 0 0 0 0 1 13:30 18 20 1 2 0 0 41
1:45 3 0 0 0 0 0 3 13:45 21 19 0 2 0 1 43
2:00 1 0 0 0 0 0 1 14:00 17 15 0 1 0 1 34
2:15 1 1 0 0 0 0 2 14:15 18 23 0 4 0 2 47
2:30 1 1 0 0 0 0 2 14:30 31 36 0 1 0 3 71
2:45 2 0 0 0 0 0 2 14:45 32 32 0 1 0 2 67
3:00 1 0 0 0 0 0 1 15:00 45 25 1 1 0 8 80
3:15 1 0 0 0 0 0 1 15:15 61 29 0 0 0 13 103
3:30 3 1 0 0 0 0 4 15:30 135 35 0 0 0 8 178
3:45 5 0 0 1 0 0 6 15:45 52 20 0 0 0 7 79
4:00 2 2 0 0 0 0 4 16:00 48 15 0 1 0 4 68
4:15 2 1 0 0 0 0 3 16:15 32 18 0 2 0 1 53
4:30 3 2 0 0 0 0 5 16:30 32 10 0 0 0 1 43
4:45 10 4 0 0 0 0 14 16:45 23 3 0 0 0 1 27
5:00 5 7 0 0 0 1 13 17:00 22 11 0 0 0 0 33
5:15 6 6 0 0 0 0 12 17:15 20 9 0 0 0 1 30
5:30 18 6 0 0 0 4 28 17:30 23 7 0 0 0 1 31
5:45 18 16 0 0 0 5 39 17:45 14 9 0 0 0 1 24
6:00 16 20 0 0 0 5 41 18:00 14 9 0 0 0 1 24
6:15 14 15 0 0 0 13 42 18:15 10 1 0 1 0 0 12
6:30 11 11 0 0 0 13 35 18:30 6 5 0 0 0 0 11
6:45 15 10 1 0 0 3 29 18:45 10 8 0 0 0 0 18
7:00 10 9 0 0 0 0 19 19:00 7 1 0 0 0 0 8
7:15 12 24 0 0 0 4 40 19:15 6 4 0 0 0 0 10
7:30 34 15 0 1 0 0 50 19:30 4 1 0 0 0 2 7
7:45 52 16 1 1 0 3 73 19:45 3 2 0 0 0 1 6
8:00 84 30 0 1 0 0 115 20:00 3 4 0 0 0 0 7
8:15 90 28 0 0 0 7 125 20:15 3 3 0 0 0 0 6
8:30 37 23 1 2 0 16 79 20:30 1 4 0 0 0 0 5
8:45 37 32 0 0 0 1 70 20:45 4 0 0 0 0 0 4
9:00 25 13 0 0 0 10 48 21:00 2 0 0 0 0 0 2
9:15 23 20 0 1 0 8 52 21:15 0 2 0 0 0 0 2
9:30 19 21 0 1 0 10 51 21:30 1 2 0 0 0 0 3
9:45 35 19 1 2 0 0 57 21:45 2 1 0 0 0 0 3
10:00 20 12 0 0 0 4 36 22:00 1 0 0 0 0 0 1
10:15 25 21 0 0 0 4 50 22:15 0 0 0 0 0 0 0
10:30 22 17 0 0 0 1 40 22:30 1 3 0 0 0 0 4
10:45 22 21 1 0 0 0 44 22:45 2 0 0 0 0 0 2
11:00 15 20 0 2 0 1 38 23:00 0 0 0 0 0 0 0
11:15 28 20 0 2 0 1 51 23:15 2 0 0 0 0 0 2
11:30 39 18 0 0 0 1 58 23:30 1 0 0 0 0 0 1
11:45 36 19 0 1 0 5 61 23:45 2 1 0 0 0 0 3
TOTAL 806 505 5 17 0 121 1,454 TOTAL 885 489 3 20 0 114 1,511 AM PEAK HOUR 7:45 AM AM PEAK HOUR 3:00 PM
AM PEAK VOLUME 392 AM PEAK VOLUME 440
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 1,691 994 8 37 0 235 2,965 CLASS 2 2-AXLE TRUCKS % OF TOTAL 57.0% 33.5% 0.3% 1.2% 0.0% 7.9% 100.0% CLASS 3 3-AXLE TRUCKS
CLASS 4 4 OR MORE AXLE TRUCKS
CLASS 5 RV
CLASS 6 Buses

24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
Prepared by AimTD LLC tel. 714 253 7888 [email protected]
Wednesday, April 24, 2024

COMBINED COMBINED
31124
DATE: CITY: Hesperia
JOB #: SC4583 LOCATION: CLASS9 Lemon St east of Choiceana Ave AM PM
TIME 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL
0:00 0 0 0 0 0 0 0 12:00 0 0 0 0 0 0 0
0:15 0 0 0 0 0 0 0 12:15 1 0 0 0 0 0 1
0:30 0 0 0 0 0 0 0 12:30 0 0 0 0 0 0 0
0:45 0 0 0 0 0 0 0 12:45 0 0 0 0 0 0 0
1:00 0 0 0 0 0 0 0 13:00 1 0 0 0 0 0 1
1:15 0 0 0 0 0 0 0 13:15 0 1 0 0 0 0 1
1:30 0 0 0 0 0 0 0 13:30 0 0 0 0 0 0 0
1:45 0 0 0 0 0 0 0 13:45 0 0 0 0 0 0 0
2:00 0 0 0 0 0 0 0 14:00 0 0 0 0 0 0 0
2:15 0 0 0 0 0 0 0 14:15 1 0 0 0 0 0 1
2:30 0 0 0 0 0 0 0 14:30 2 0 0 0 0 0 2
2:45 0 0 0 0 0 0 0 14:45 1 0 0 0 0 0 1
3:00 0 0 0 0 0 0 0 15:00 0 2 0 0 0 0 2
3:15 0 0 0 0 0 0 0 15:15 2 0 0 0 0 0 2
3:30 0 0 0 0 0 0 0 15:30 1 0 0 0 0 0 1
3:45 0 0 0 0 0 0 0 15:45 1 0 0 0 0 0 1
4:00 0 0 0 0 0 0 0 16:00 2 1 0 0 0 0 3
4:15 0 0 0 0 0 0 0 16:15 0 1 0 0 0 0 1
4:30 0 0 0 0 0 0 0 16:30 0 0 0 0 0 0 0
4:45 0 0 0 0 0 0 0 16:45 0 0 0 0 0 0 0
5:00 0 0 0 0 0 0 0 17:00 1 2 0 0 0 0 3
5:15 0 0 0 0 0 0 0 17:15 1 0 0 0 0 0 1
5:30 0 0 0 0 0 0 0 17:30 0 0 0 0 0 0 0
5:45 0 0 0 0 0 0 0 17:45 2 1 0 0 0 0 3
6:00 0 0 0 0 0 0 0 18:00 1 0 0 0 0 0 1
6:15 0 0 0 0 0 0 0 18:15 1 1 0 0 0 0 2
6:30 0 0 0 0 0 0 0 18:30 0 0 0 0 0 0 0
6:45 3 0 0 0 0 0 3 18:45 1 0 0 0 0 0 1
7:00 0 1 0 0 0 0 1 19:00 0 1 0 0 0 0 1
7:15 1 2 0 0 0 0 3 19:15 0 1 0 0 0 0 1
7:30 2 2 0 0 0 0 4 19:30 1 0 0 0 0 0 1
7:45 4 0 0 0 0 0 4 19:45 1 1 0 0 0 0 2
8:00 0 0 0 0 0 0 0 20:00 1 0 0 0 0 0 1
8:15 2 0 0 0 0 0 2 20:15 0 0 0 0 0 0 0
8:30 0 1 0 0 0 1 2 20:30 0 0 0 0 0 0 0
8:45 0 0 0 0 0 0 0 20:45 0 0 0 0 0 0 0
9:00 0 0 0 0 0 0 0 21:00 0 0 0 0 0 0 0
9:15 0 1 0 0 0 0 1 21:15 0 0 0 0 0 0 0
9:30 0 1 0 0 0 0 1 21:30 0 0 0 0 0 0 0
9:45 1 0 0 0 0 0 1 21:45 0 0 0 0 0 0 0
10:00 1 0 0 0 0 0 1 22:00 0 0 0 0 0 0 0
10:15 0 1 0 0 0 0 1 22:15 0 0 0 0 0 0 0
10:30 0 0 0 0 0 0 0 22:30 0 0 0 0 0 0 0
10:45 0 0 0 0 0 0 0 22:45 0 0 0 0 0 0 0
11:00 0 0 0 0 0 0 0 23:00 0 0 0 0 0 0 0
11:15 1 0 0 0 0 0 1 23:15 0 0 0 0 0 0 0
11:30 3 0 0 1 0 0 4 23:30 0 0 0 0 0 0 0
11:45 0 0 0 0 0 0 0 23:45 0 0 0 0 0 0 0
TOTAL 18 9 0 1 0 1 29 TOTAL 22 12 0 0 0 0 34
AM PEAK HOUR 7:00 AM AM PEAK HOUR 5:00 PM
AM PEAK VOLUME 12 AM PEAK VOLUME 7
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 40 21 0 1 0 1 63 CLASS 2 2-AXLE TRUCKS % OF TOTAL 63.5% 33.3% 0.0% 1.6% 0.0% 1.6% 100.0% CLASS 3 3-AXLE TRUCKS
CLASS 4 4 OR MORE AXLE TRUCKS
CLASS 5 RV
CLASS 6 Buses

24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
Prepared by AimTD LLC tel. 714 253 7888 [email protected]
Wednesday, April 24, 2024

COMBINED COMBINED
31124
DATE: CITY: Hesperia
JOB #: SC4583 LOCATION: CLASS10 Cottonwood Ave between Sequoia St and Bear Valley Rd.

AM PM
TIME 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL
0:00 9 2 0 0 0 0 11 12:00 102 29 1 0 0 1 133
0:15 12 1 0 0 0 0 13 12:15 103 20 1 0 0 0 124
0:30 8 4 1 0 0 0 13 12:30 122 30 1 1 0 0 154
0:45 8 0 0 0 0 0 8 12:45 96 30 0 1 0 1 128
1:00 4 0 0 0 0 0 4 13:00 115 31 1 1 0 1 149
1:15 5 1 0 0 0 0 6 13:15 142 34 2 2 0 1 181
1:30 8 1 0 0 0 0 9 13:30 121 27 1 0 0 0 149
1:45 1 1 0 0 0 0 2 13:45 122 21 3 2 0 1 149
2:00 5 3 0 0 0 0 8 14:00 142 22 4 0 0 1 169
2:15 8 1 0 0 0 0 9 14:15 134 27 0 1 0 1 163
2:30 8 2 0 0 0 0 10 14:30 146 32 2 1 0 0 181
2:45 6 2 0 0 0 0 8 14:45 142 29 3 0 0 2 176
3:00 5 1 0 0 0 0 6 15:00 132 25 0 0 0 2 159
3:15 10 1 0 0 0 0 11 15:15 136 28 1 0 0 2 167
3:30 11 2 0 0 0 0 13 15:30 135 26 4 0 0 0 165
3:45 10 5 0 1 0 0 16 15:45 130 28 2 1 0 0 161
4:00 13 3 0 0 0 0 16 16:00 122 28 1 1 0 2 154
4:15 14 2 0 0 0 0 16 16:15 139 26 2 0 0 0 167
4:30 14 6 0 0 0 0 20 16:30 138 28 1 0 0 0 167
4:45 20 5 0 0 0 0 25 16:45 124 29 4 0 0 1 158
5:00 18 3 0 1 0 0 22 17:00 163 29 3 1 0 1 197
5:15 21 6 0 0 0 0 27 17:15 150 25 2 2 0 0 179
5:30 33 7 0 0 0 0 40 17:30 126 26 0 0 0 0 152
5:45 33 13 0 1 0 0 47 17:45 107 35 0 1 0 0 143
6:00 32 13 0 0 0 0 45 18:00 118 24 1 0 0 2 145
6:15 40 12 0 0 0 2 54 18:15 124 25 3 1 0 0 153
6:30 54 23 0 0 0 1 78 18:30 107 23 0 0 0 1 131
6:45 78 22 0 1 0 3 104 18:45 114 20 0 0 0 0 134
7:00 70 20 0 1 0 2 93 19:00 115 20 0 0 0 1 136
7:15 86 23 0 0 0 0 109 19:15 84 16 0 0 0 0 100
7:30 88 28 0 0 0 3 119 19:30 83 15 1 0 0 0 99
7:45 122 26 1 0 0 2 151 19:45 84 15 1 0 0 1 101
8:00 112 20 1 0 0 2 135 20:00 74 14 0 0 0 1 89
8:15 97 30 0 0 0 0 127 20:15 91 10 1 0 0 0 102
8:30 111 21 0 2 0 1 135 20:30 61 15 0 1 0 0 77
8:45 101 19 0 1 0 2 123 20:45 73 9 0 0 0 0 82
9:00 91 13 0 1 0 2 107 21:00 52 9 2 0 0 1 64
9:15 89 27 0 3 0 0 119 21:15 65 9 1 0 0 1 76
9:30 107 27 2 0 0 1 137 21:30 52 6 0 0 0 0 58
9:45 93 27 1 0 0 1 122 21:45 43 5 0 0 0 0 48
10:00 82 15 0 1 0 0 98 22:00 43 6 0 0 0 0 49
10:15 85 16 3 1 0 0 105 22:15 26 2 0 1 0 0 29
10:30 114 20 1 2 0 0 137 22:30 36 3 0 0 0 0 39
10:45 105 16 0 0 0 0 121 22:45 28 3 0 0 0 0 31
11:00 106 18 3 1 0 1 129 23:00 21 7 0 0 0 0 28
11:15 106 17 1 0 0 1 125 23:15 16 2 0 0 0 0 18
11:30 106 25 1 0 0 1 133 23:30 10 4 0 0 0 0 14
11:45 132 27 2 0 0 0 161 23:45 17 2 0 0 0 0 19
TOTAL 2,491 577 17 17 0 25 3,127 TOTAL 4,626 929 49 18 0 25 5,647 AM PEAK HOUR 11:00 AM AM PEAK HOUR 4:30 PM
AM PEAK VOLUME 548 AM PEAK VOLUME 701
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 7,117 1,506 66 35 0 50 8,774 CLASS 2 2-AXLE TRUCKS % OF TOTAL 81.1% 17.2% 0.8% 0.4% 0.0% 0.6% 100.0% CLASS 3 3-AXLE TRUCKS
CLASS 4 4 OR MORE AXLE TRUCKS
CLASS 5 RV
CLASS 6 Buses

24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
Prepared by AimTD LLC tel. 714 253 7888 [email protected]
Wednesday, April 24, 2024

COMBINED COMBINED
31124
DATE: CITY: Hesperia
JOB #: SC4583 LOCATION: CLASS11 Cottonwood Ave between Willow St and Main St.

AM PM
TIME 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL
0:00 6 1 0 0 0 0 7 12:00 83 19 0 0 0 1 103
0:15 8 3 0 0 0 0 11 12:15 91 18 0 0 0 0 109
0:30 7 0 0 0 0 0 7 12:30 110 19 0 0 0 1 130
0:45 12 0 0 0 0 0 12 12:45 88 19 1 4 0 1 113
1:00 4 0 0 0 0 0 4 13:00 99 18 0 0 0 0 117
1:15 6 1 0 0 0 0 7 13:15 113 20 0 0 0 0 133
1:30 6 1 0 0 0 0 7 13:30 115 16 0 1 0 3 135
1:45 5 0 0 0 0 0 5 13:45 146 19 0 0 0 0 165
2:00 4 1 0 0 0 0 5 14:00 149 17 0 1 0 2 169
2:15 7 2 0 0 0 0 9 14:15 115 14 0 1 0 1 131
2:30 6 1 0 0 0 0 7 14:30 131 19 0 0 0 3 153
2:45 11 2 0 0 0 0 13 14:45 100 15 0 0 0 0 115
3:00 10 1 0 0 0 0 11 15:00 115 18 0 0 0 2 135
3:15 9 2 0 0 0 0 11 15:15 121 15 0 0 0 2 138
3:30 20 3 0 0 0 0 23 15:30 111 17 0 2 0 0 130
3:45 16 5 0 0 0 0 21 15:45 107 15 0 0 0 0 122
4:00 16 3 0 0 0 0 19 16:00 114 14 0 0 0 1 129
4:15 21 2 0 0 0 0 23 16:15 123 19 0 0 0 0 142
4:30 17 3 1 0 0 0 21 16:30 112 23 0 1 0 0 136
4:45 27 2 0 0 0 0 29 16:45 100 14 0 0 0 0 114
5:00 24 5 1 1 0 0 31 17:00 119 17 0 1 0 1 138
5:15 21 5 0 0 0 0 26 17:15 114 19 1 2 0 0 136
5:30 32 5 0 0 0 0 37 17:30 91 18 0 0 0 1 110
5:45 39 9 0 1 0 0 49 17:45 110 22 0 0 0 0 132
6:00 37 7 0 0 0 0 44 18:00 100 16 1 0 0 1 118
6:15 42 9 0 0 0 0 51 18:15 116 19 0 0 0 0 135
6:30 60 11 1 0 0 2 74 18:30 96 17 0 0 0 1 114
6:45 94 14 1 0 0 3 112 18:45 102 14 0 0 0 0 116
7:00 85 17 0 0 0 5 107 19:00 97 16 1 0 0 1 115
7:15 149 17 1 0 0 2 169 19:15 76 17 0 0 0 0 93
7:30 111 14 0 0 0 2 127 19:30 73 12 0 0 0 2 87
7:45 123 19 0 1 0 0 143 19:45 83 10 0 0 0 0 93
8:00 109 18 0 0 0 1 128 20:00 67 7 0 0 0 1 75
8:15 125 11 0 0 0 3 139 20:15 64 8 0 0 0 0 72
8:30 96 12 0 1 0 1 110 20:30 72 11 0 2 0 0 85
8:45 91 11 0 0 0 0 102 20:45 57 9 0 0 0 1 67
9:00 79 11 0 2 0 1 93 21:00 57 8 0 0 0 0 65
9:15 95 18 0 1 0 0 114 21:15 54 8 0 0 0 1 63
9:30 76 14 0 0 0 0 90 21:30 33 7 0 0 0 0 40
9:45 80 13 0 2 0 1 96 21:45 44 6 0 0 0 0 50
10:00 84 12 0 1 0 3 100 22:00 37 4 0 0 0 0 41
10:15 63 11 1 0 0 2 77 22:15 22 2 0 1 0 0 25
10:30 86 17 1 0 0 0 104 22:30 34 4 0 0 0 0 38
10:45 87 10 0 0 0 0 97 22:45 25 2 0 0 0 0 27
11:00 90 13 0 0 0 1 104 23:00 23 2 0 1 0 0 26
11:15 100 12 1 1 0 2 116 23:15 12 1 0 0 0 0 13
11:30 101 15 0 0 0 0 116 23:30 11 5 0 1 0 0 17
11:45 101 17 0 0 0 0 118 23:45 14 3 0 0 0 0 17
TOTAL 2,498 380 8 11 0 29 2,926 TOTAL 4,046 632 4 18 0 27 4,727 AM PEAK HOUR 7:15 AM AM PEAK HOUR 1:45 PM
AM PEAK VOLUME 567 AM PEAK VOLUME 618
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 6,544 1,012 12 29 0 56 7,653 CLASS 2 2-AXLE TRUCKS % OF TOTAL 85.5% 13.2% 0.2% 0.4% 0.0% 0.7% 100.0% CLASS 3 3-AXLE TRUCKS
CLASS 4 4 OR MORE AXLE TRUCKS
CLASS 5 RV
CLASS 6 Buses

24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
Prepared by AimTD LLC tel. 714 253 7888 [email protected]
Wednesday, April 24, 2024

COMBINED COMBINED
31124
DATE: CITY: Hesperia
JOB #: SC4583 LOCATION: CLASS12 Muscatel St between Malibu Ave and Escondido Ave.

AM PM
TIME 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL
0:00 5 4 0 0 0 0 9 12:00 54 7 0 0 0 0 61
0:15 10 0 0 0 0 0 10 12:15 67 18 2 0 0 0 87
0:30 9 1 0 0 0 0 10 12:30 82 15 1 0 0 6 104
0:45 6 0 0 0 0 0 6 12:45 156 19 1 0 0 2 178
1:00 1 0 0 0 0 0 1 13:00 134 18 1 0 0 4 157
1:15 2 0 0 0 0 0 2 13:15 102 24 0 0 0 2 128
1:30 3 1 0 0 0 0 4 13:30 67 17 1 0 0 1 86
1:45 4 0 0 0 0 0 4 13:45 89 11 1 0 0 2 103
2:00 1 0 0 0 0 0 1 14:00 71 18 0 1 0 1 91
2:15 4 0 0 0 0 0 4 14:15 67 22 1 1 0 1 92
2:30 6 0 0 0 0 0 6 14:30 64 21 1 0 0 0 86
2:45 4 0 0 0 0 0 4 14:45 89 16 1 1 0 0 107
3:00 5 1 0 0 0 0 6 15:00 112 31 1 0 0 6 150
3:15 6 0 0 0 0 0 6 15:15 101 21 0 0 0 0 122
3:30 5 1 0 0 0 1 7 15:30 66 12 1 1 0 1 81
3:45 7 4 0 0 0 0 11 15:45 54 16 0 0 0 0 70
4:00 10 3 0 0 0 0 13 16:00 55 15 0 0 0 0 70
4:15 8 6 0 0 0 0 14 16:15 60 12 2 0 0 0 74
4:30 6 2 0 0 0 0 8 16:30 57 17 1 0 0 0 75
4:45 18 1 0 0 0 0 19 16:45 71 12 0 0 0 0 83
5:00 14 0 0 0 0 0 14 17:00 57 8 1 0 0 0 66
5:15 13 3 0 0 0 0 16 17:15 56 11 1 1 0 0 69
5:30 15 5 0 0 0 0 20 17:30 60 20 1 0 0 0 81
5:45 18 3 0 0 0 0 21 17:45 53 21 0 1 0 0 75
6:00 27 2 0 0 0 0 29 18:00 45 14 0 1 0 0 60
6:15 20 7 0 0 0 1 28 18:15 47 15 0 0 0 1 63
6:30 36 8 0 0 0 0 44 18:30 62 22 0 0 0 0 84
6:45 73 18 0 0 0 0 91 18:45 52 8 0 1 0 0 61
7:00 106 29 1 1 0 4 141 19:00 40 7 0 1 0 0 48
7:15 219 35 3 4 0 3 264 19:15 45 18 0 0 0 0 63
7:30 176 24 1 1 0 2 204 19:30 48 11 0 0 0 0 59
7:45 105 20 1 0 0 0 126 19:45 45 10 0 0 0 0 55
8:00 67 14 1 1 0 1 84 20:00 34 10 1 0 0 0 45
8:15 69 12 0 0 0 2 83 20:15 31 10 2 0 0 0 43
8:30 56 5 0 0 0 3 64 20:30 25 7 0 0 0 0 32
8:45 47 15 0 0 0 1 63 20:45 26 4 0 0 0 0 30
9:00 32 8 0 0 0 0 40 21:00 26 8 0 0 0 0 34
9:15 44 12 0 0 0 1 57 21:15 31 7 0 0 0 0 38
9:30 43 12 0 0 0 0 55 21:30 24 7 0 0 0 0 31
9:45 46 14 0 0 0 0 60 21:45 16 6 0 0 0 0 22
10:00 33 11 0 0 0 0 44 22:00 7 3 0 0 0 0 10
10:15 33 11 0 0 0 0 44 22:15 14 3 0 0 0 0 17
10:30 55 9 0 1 0 1 66 22:30 10 2 0 0 0 0 12
10:45 52 10 0 0 0 1 63 22:45 8 2 0 0 0 0 10
11:00 56 26 0 1 0 0 83 23:00 16 1 2 0 0 0 19
11:15 67 18 0 0 0 0 85 23:15 9 2 0 0 0 0 11
11:30 51 7 1 0 0 1 60 23:30 9 2 0 0 0 0 11
11:45 48 9 1 0 0 1 59 23:45 8 0 0 1 0 0 9
TOTAL 1,741 371 9 9 0 23 2,153 TOTAL 2,522 581 23 10 0 27 3,163 AM PEAK HOUR 7:00 AM AM PEAK HOUR 12:30 PM
AM PEAK VOLUME 735 AM PEAK VOLUME 567
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 4,263 952 32 19 0 50 5,316 CLASS 2 2-AXLE TRUCKS % OF TOTAL 80.2% 17.9% 0.6% 0.4% 0.0% 0.9% 100.0% CLASS 3 3-AXLE TRUCKS
CLASS 4 4 OR MORE AXLE TRUCKS
CLASS 5 RV
CLASS 6 Buses

24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
Prepared by AimTD LLC tel. 714 253 7888 [email protected]
Wednesday, April 24, 2024

COMBINED COMBINED

T020624
DATE: LOCATION: PROJECT #: SC4583
Wed, Apr 24, 24 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 LANES: 1.5 0.5 1 1 1 1 1 3 1 2 3 0 0 0 0 0
7:00 AM 5 6 9 9 1 8 12 206 10 11 98 1 376 0 0 0 0 0 7:15 AM 6 1 15 15 2 8 12 202 7 14 144 3 429 0 0 0 2 2 7:30 AM 8 2 16 7 1 12 14 203 15 27 159 9 473 0 0 0 0 0 7:45 AM 11 3 26 11 1 16 22 206 15 20 125 5 461 0 0 0 0 0 8:00 AM 11 4 12 10 1 11 21 206 20 25 136 3 460 0 0 0 0 0 8:15 AM 14 2 16 12 6 21 12 176 19 16 136 6 436 0 0 0 0 0 8:30 AM 10 3 15 7 5 14 19 184 22 29 144 6 458 0 0 0 1 1 8:45 AM 13 7 14 6 4 17 24 195 26 25 99 1 431 0 0 0 1 1 VOLUMES 78 28 123 77 21 107 136 1,578 134 167 1,041 34 3,528 0 0 0 4 4 APPROACH % 34% 12% 54% 38% 10% 52% 7% 85% 7% 13% 84% 3% APP/DEPART 229 / 198 205 / 322 1,848 / 1,782 1,246 / 1,226 0 88

BEGIN PEAK HR
VOLUMES 44 11 70 40 9 60 69 791 69 88 556 23 1,830 0 0 0 0 APPROACH % 35% 9% 56% 37% 8% 55% 7% 85% 7% 13% 83% 3%
PEAK HR FACTOR 0.781 0.699 0.940 0.855 0.967
APP/DEPART 125 / 103 109 / 166 929 / 901 667 / 660 0 4:00 PM 30 9 39 9 8 23 25 220 33 42 198 8 644 0 0 0 2 2 4:15 PM 35 13 42 12 7 31 29 205 35 36 206 15 666 0 0 0 1 1 4:30 PM 35 9 30 7 12 35 17 193 37 21 155 5 556 0 0 0 0 0 4:45 PM 35 11 33 9 8 35 13 191 37 36 220 5 633 0 0 0 2 2 5:00 PM 41 15 37 8 7 19 13 186 25 36 197 1 585 0 0 0 1 1 5:15 PM 32 8 22 5 13 28 24 217 33 34 213 5 634 0 0 0 2 2 5:30 PM 41 10 51 8 6 14 19 180 32 40 191 5 597 0 0 0 3 3 5:45 PM 45 7 40 6 6 30 16 145 31 45 201 3 575 0 0 0 2 2 VOLUMES 294 82 294 64 67 215 156 1,537 263 290 1,581 47 4,903 0 0 0 13 13 APPROACH % 44% 12% 44% 18% 19% 62% 8% 79% 13% 15% 82% 2% APP/DEPART 670 / 285 346 / 620 1,956 / 1,908 1,931 / 2,090 0 BEGIN PEAK HR 135
VOLUMES 135 42 144 37 35 124 84 809 142 135 779 33 2,504 0 0 0 5 APPROACH % 42% 13% 45% 19% 18% 63% 8% 78% 14% 14% 82% 3% PEAK HR FACTOR 0.892 0.907 0.931 0.905 0.939
APP/DEPART 321 / 159 196 / 312 1,035 / 995 952 / 1,038 0 Cataba Rd

NORTH LEG
Main St WEST LEG EAST LEG Main St

SOUTH LEG
Cataba Rd

N LEG S LEG E LEG W LEG TOTAL N LEG S LEG E LEG W LEG TOTAL NL SL EL WL TOTAL 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 1 0 0 1 0 1 0 0 1 0 0 0 0 0 7:30 AM 0 1 0 0 1 0 1 0 0 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 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 8:30 AM 1 0 0 0 1 0 0 0 0 0 1 0 0 0 1 8:45 AM 1 0 0 0 1 1 0 0 0 1 0 0 0 0 0 TOTAL 2 2 0 0 4 1 2 0 0 3 1 0 0 0 1 4:00 PM 0 0 1 1 2 0 0 1 1 2 0 0 0 0 0 4:15 PM 0 1 6 0 7 0 1 6 0 7 0 0 0 0 0 4:30 PM 0 1 0 0 1 0 1 0 0 1 0 0 0 0 0 4:45 PM 0 0 2 0 2 0 0 2 0 2 0 0 0 0 0 5:00 PM 0 1 1 0 2 0 1 1 0 2 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 2 0 2 0 0 2 0 2 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 3 12 1 16 0 3 12 1 16 0 0 0 0 0

BICYCLE & SCOOTER CROSSINGS

AMPM AM
7:30 AM
PM
4:00 PM
ALL PED + BIKE & SCOOTER PEDESTRIAN CROSSINGS

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Hesperia
Cataba Rd
Main St

U-TURNS
Cataba Rd Cataba Rd Main St Main St

T020624
DATE: LOCATION: PROJECT #: SC4583
Wed, Apr 24, 24 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 LANES: 1 1 1 1 0.5 0.5 1 3 1 1 3 0 0 0 0 0
7:00 AM 0 2 5 20 7 0 2 224 1 15 119 15 410 0 0 0 0 0 7:15 AM 1 0 7 30 1 1 6 233 1 20 161 23 484 0 0 0 0 0 7:30 AM 2 2 8 29 3 1 4 216 0 26 196 29 516 0 0 1 1 2 7:45 AM 0 4 14 29 8 4 3 241 5 29 157 17 511 0 0 0 1 1 8:00 AM 3 3 10 30 6 3 9 214 2 32 136 37 485 0 0 0 1 1 8:15 AM 1 2 15 28 6 4 11 205 1 38 162 25 498 0 0 1 2 3 8:30 AM 0 4 18 25 12 1 5 190 2 50 176 24 507 0 0 0 0 0 8:45 AM 2 8 16 34 10 4 7 215 4 40 124 32 496 0 0 0 0 0 VOLUMES 9 25 93 225 53 18 47 1,738 16 250 1,231 202 3,914 0 0 2 5 7 APPROACH % 7% 20% 73% 76% 18% 6% 3% 96% 1% 15% 73% 12%
APP/DEPART 127 / 274 296 / 319 1,803 / 2,061 1,688 / 1,260 0

BEGIN PEAK HR
VOLUMES 6 11 47 116 23 12 27 876 8 125 651 108 2,017 0 0 2 5 APPROACH % 9% 17% 73% 77% 15% 8% 3% 96% 1% 14% 73% 12%
PEAK HR FACTOR 0.889 0.921 0.917 0.882 0.973
APP/DEPART 64 / 146 151 / 156 913 / 1,044 889 / 671 0 4:00 PM 9 8 47 45 17 4 15 233 2 59 248 54 741 0 0 4 3 7 4:15 PM 6 16 53 55 23 3 7 298 1 56 233 57 808 0 0 3 4 7 4:30 PM 7 13 46 49 16 5 5 243 5 67 197 41 694 0 0 0 0 0 4:45 PM 8 21 43 53 25 2 9 208 5 59 228 34 695 0 0 1 1 2 5:00 PM 5 12 42 48 18 4 7 235 2 74 239 42 728 0 0 0 1 1 5:15 PM 6 6 54 59 20 4 6 245 5 58 254 56 773 0 0 1 1 2 5:30 PM 7 13 46 41 21 7 8 253 3 67 238 41 745 0 0 0 0 0 5:45 PM 8 19 50 42 16 3 14 192 0 75 232 50 701 0 0 2 1 3 VOLUMES 56 108 381 392 156 32 71 1,907 23 515 1,869 375 5,907 0 0 11 11 22 APPROACH % 10% 20% 70% 68% 27% 6% 4% 95% 1% 19% 67% 14% APP/DEPART 545 / 554 580 / 694 2,012 / 2,691 2,770 / 1,968 0

BEGIN PEAK HR
VOLUMES 30 58 189 202 81 14 36 982 13 241 906 186 2,954 0 0 8 8 APPROACH % 11% 21% 68% 68% 27% 5% 3% 95% 1% 18% 68% 14% PEAK HR FACTOR 0.923 0.917 0.841 0.921 0.906
APP/DEPART 277 / 280 297 / 335 1,039 / 1,381 1,341 / 958 0 Key Pointe Ave

NORTH LEG
Main St WEST LEG EAST LEG Main St

SOUTH LEG
Key Pointe Ave

N LEG S LEG E LEG W LEG TOTAL N LEG S LEG E LEG W LEG TOTAL NL SL EL WL TOTAL 7:00 AM 1 0 0 1 2 1 0 0 1 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 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 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 1 1 0 0 0 1 1 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 1 0 0 4 5 1 0 0 4 5 0 0 0 0 0 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 2 0 0 2 4 2 0 0 2 4 0 0 0 0 0 4:30 PM 0 0 2 0 2 0 0 2 0 2 0 0 0 0 0 4:45 PM 0 1 1 0 2 0 1 1 0 2 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 0 0 0 1 1 0 0 0 1 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 1 0 0 1 0 1 0 0 1 0 0 0 0 0 TOTAL 3 2 3 2 10 3 2 3 2 10 0 0 0 0 0

BICYCLE & SCOOTER CROSSINGS

AMPM AM
7:30 AM
PM
4:00 PM
ALL PED + BIKE & SCOOTER PEDESTRIAN CROSSINGS

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Hesperia
Key Pointe Ave
Main St

U-TURNS
Key Pointe Ave Key Pointe Ave Main St Main St

T020624
DATE: LOCATION: PROJECT #: SC4583
Wed, Apr 24, 24 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 LANES: X X X 2 X 1 X 3 1 X 3 1 0 0 0 0
7:00 AM 0 0 0 85 0 26 0 248 16 0 127 129 631 0 0 0 0 0 7:15 AM 0 0 0 61 0 31 0 250 23 0 173 129 667 0 0 0 0 0 7:30 AM 0 0 0 47 0 42 0 219 18 0 204 140 670 0 0 0 0 0 7:45 AM 0 0 0 74 0 40 0 284 22 0 170 102 692 0 0 0 0 0 8:00 AM 0 0 0 34 0 46 0 236 17 0 175 112 620 0 0 0 0 0 8:15 AM 0 0 0 70 0 43 0 224 29 0 187 137 690 0 0 0 0 0 8:30 AM 0 0 0 65 0 50 0 222 15 0 190 103 645 0 0 0 0 0 8:45 AM 0 0 0 57 0 48 0 228 18 0 152 116 619 0 0 0 0 0 VOLUMES 0 0 0 493 0 326 0 1,911 158 0 1,378 968 5,234 0 0 0 0 0 APPROACH % 0% 0% 0% 60% 0% 40% 0% 92% 8% 0% 59% 41%
APP/DEPART 0 / 968 819 / 158 2,069 / 2,404 2,346 / 1,704 0

BEGIN PEAK HR
VOLUMES 0 0 0 225 0 171 0 963 86 0 736 491 2,672 0 0 0 0 APPROACH % 0% 0% 0% 57% 0% 43% 0% 92% 8% 0% 60% 40%
PEAK HR FACTOR 0.000 0.868 0.857 0.892 0.965
APP/DEPART 0 / 491 396 / 86 1,049 / 1,188 1,227 / 907 0 4:00 PM 0 0 0 95 0 75 0 317 33 0 279 93 892 0 0 0 0 0 4:15 PM 0 0 0 87 0 81 0 358 33 0 284 89 932 0 0 0 0 0 4:30 PM 0 0 0 95 0 74 0 307 20 0 241 78 815 0 0 0 0 0 4:45 PM 0 0 0 116 0 71 0 290 35 0 263 78 853 0 0 0 0 0 5:00 PM 0 0 0 114 0 73 0 301 32 0 269 91 880 0 0 0 0 0 5:15 PM 0 0 0 125 0 80 0 316 37 0 281 83 922 0 0 0 0 0 5:30 PM 0 0 0 101 0 75 0 328 20 0 292 66 882 0 0 0 0 0 5:45 PM 0 0 0 96 0 72 0 237 22 0 281 62 770 0 0 0 0 0 VOLUMES 0 0 0 829 0 601 0 2,454 232 0 2,190 640 6,946 0 0 0 0 0 APPROACH % 0% 0% 0% 58% 0% 42% 0% 91% 9% 0% 77% 23%
APP/DEPART 0 / 640 1,430 / 232 2,686 / 3,283 2,830 / 2,791 0

BEGIN PEAK HR
VOLUMES 0 0 0 456 0 299 0 1,235 124 0 1,105 318 3,537 0 0 0 0 APPROACH % 0% 0% 0% 60% 0% 40% 0% 91% 9% 0% 78% 22%
PEAK HR FACTOR 0.000 0.921 0.962 0.977 0.959
APP/DEPART 0 / 318 755 / 124 1,359 / 1,691 1,423 / 1,404 0 I-15 SB Ramps

NORTH LEG
Main St WEST LEG EAST LEG Main St

SOUTH LEG
I-15 SB Ramps

N LEG S LEG E LEG W LEG TOTAL N LEG S LEG E LEG W LEG TOTAL NL SL EL WL TOTAL 7:00 AM 0 0 0 1 1 0 0 0 1 1 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 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 8:00 AM 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 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 AM 0 1 0 1 2 0 0 0 0 0 0 1 0 1 2 TOTAL 0 1 0 2 3 0 0 0 1 1 0 1 0 1 2 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 2 0 0 0 2 2 0 0 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 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 1 0 0 0 1 1 0 0 0 1 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 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 3 0 0 0 3 3 0 0 0 3 0 0 0 0 0

BICYCLE & SCOOTER CROSSINGS

AMPM AM
7:30 AM
PM
4:45 PM
ALL PED + BIKE & SCOOTER PEDESTRIAN CROSSINGS

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Hesperia
I-15 SB Ramps
Main St

U-TURNS
I-15 SB Ramps I-15 SB Ramps Main St Main St

T020624
DATE: LOCATION: PROJECT #: SC4583
Wed, Apr 24, 24 NORTH & SOUTH: LOCATION #: 4
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 LANES: 1 0.5 1.5 X X X 0 3 1 X 3 1 0 0 0 0
7:00 AM 10 1 88 0 0 0 0 274 64 0 238 81 756 0 0 0 0 0 7:15 AM 10 0 77 0 0 0 0 249 64 0 300 115 815 0 0 0 0 0 7:30 AM 16 0 78 0 0 0 0 202 64 0 335 140 835 0 0 0 0 0 7:45 AM 16 0 80 0 0 0 0 279 79 0 255 121 830 0 0 0 0 0 8:00 AM 19 0 69 0 0 0 0 209 61 0 266 97 721 0 0 0 0 0 8:15 AM 17 0 60 0 0 0 1 224 68 0 305 102 777 0 0 0 0 0 8:30 AM 14 0 55 0 0 0 0 238 49 0 284 82 722 0 0 0 0 0 8:45 AM 19 0 51 0 0 0 0 220 63 0 244 88 685 0 0 0 0 0 VOLUMES 121 1 558 0 0 0 1 1,895 512 0 2,227 826 6,141 0 0 0 0 0 APPROACH % 18% 0% 82% 0% 0% 0% 0% 79% 21% 0% 73% 27%
APP/DEPART 680 / 828 0 / 512 2,408 / 2,453 3,053 / 2,348 0

BEGIN PEAK HR
VOLUMES 52 1 323 0 0 0 0 1,004 271 0 1,128 457 3,236 0 0 0 0 APPROACH % 14% 0% 86% 0% 0% 0% 0% 79% 21% 0% 71% 29%
PEAK HR FACTOR 0.949 0.000 0.890 0.834 0.969
APP/DEPART 376 / 458 0 / 271 1,275 / 1,327 1,585 / 1,180 0 4:00 PM 51 0 178 0 0 0 0 346 65 0 338 94 1,072 0 0 0 0 0 4:15 PM 36 1 181 0 0 0 0 386 73 0 337 97 1,111 0 0 0 0 0 4:30 PM 36 1 201 0 0 0 0 330 61 0 268 94 991 0 0 0 0 0 4:45 PM 40 0 155 0 0 0 0 355 49 0 300 99 998 0 0 0 0 0 5:00 PM 30 1 182 0 0 0 0 352 63 0 329 95 1,052 0 0 0 0 0 5:15 PM 32 1 163 0 0 0 0 397 44 0 333 92 1,062 0 0 0 0 0 5:30 PM 26 1 169 0 0 0 0 366 63 0 333 98 1,056 0 0 0 0 0 5:45 PM 32 0 171 0 0 0 0 279 49 0 312 100 943 0 0 0 0 0 VOLUMES 283 5 1,400 0 0 0 0 2,811 467 0 2,550 769 8,285 0 0 0 0 0 APPROACH % 17% 0% 83% 0% 0% 0% 0% 86% 14% 0% 77% 23%
APP/DEPART 1,688 / 774 0 / 467 3,278 / 4,211 3,319 / 2,833 0

BEGIN PEAK HR
VOLUMES 163 2 715 0 0 0 0 1,417 248 0 1,243 384 4,172 0 0 0 0 APPROACH % 19% 0% 81% 0% 0% 0% 0% 85% 15% 0% 76% 24%
PEAK HR FACTOR 0.924 0.000 0.907 0.937 0.939
APP/DEPART 880 / 386 0 / 248 1,665 / 2,132 1,627 / 1,406 0 I-15 NB Ramps

NORTH LEG
Main St WEST LEG EAST LEG Main St

SOUTH LEG
I-15 NB Ramps

N LEG S LEG E LEG W LEG TOTAL N LEG S LEG E LEG W LEG TOTAL NL SL EL WL TOTAL 7:00 AM 0 1 0 0 1 0 1 0 0 1 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 1 0 0 1 0 1 0 0 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 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 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 0 0 0 0 0 1 0 0 1 TOTAL 0 4 0 0 4 0 3 0 0 3 0 1 0 0 1 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 2 0 0 0 2 2 0 0 0 2 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 1 0 0 1 0 1 0 0 1 0 0 0 0 0 5:15 PM 1 0 0 0 1 1 0 0 0 1 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 1 0 0 1 0 1 0 0 1 0 0 0 0 0 TOTAL 3 2 0 0 5 3 2 0 0 5 0 0 0 0 0

U-TURNS
I-15 NB Ramps I-15 NB Ramps Main St Main St

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Hesperia
I-15 NB Ramps
Main St

BICYCLE & SCOOTER CROSSINGS

AMPM AM
7:00 AM
PM
4:00 PM
ALL PED + BIKE & SCOOTER PEDESTRIAN CROSSINGS

T020624
DATE: LOCATION: PROJECT #: SC4583
Wed, Apr 24, 24 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 LANES: 1 0.5 0.5 1 1 0 1 4 0 1 4 0 0 0 0 0
7:00 AM 12 8 9 13 9 28 27 308 15 12 283 8 732 0 0 0 0 0 7:15 AM 15 10 11 14 13 38 18 296 6 26 368 11 826 0 0 0 0 0 7:30 AM 18 7 10 12 15 33 25 263 8 22 415 13 841 0 0 0 0 0 7:45 AM 11 9 14 15 11 33 39 309 10 17 336 8 812 0 0 1 0 1 8:00 AM 19 11 18 20 12 29 33 238 7 16 321 6 730 0 0 0 0 0 8:15 AM 13 16 11 16 18 25 31 243 11 20 361 10 775 0 0 1 0 1 8:30 AM 16 12 9 17 15 22 29 251 9 15 337 7 739 0 0 0 0 0 8:45 AM 17 15 6 21 19 20 25 235 13 19 297 5 692 0 0 0 0 0 VOLUMES 121 88 88 128 112 228 227 2,143 79 147 2,718 68 6,149 0 0 2 0 2 APPROACH % 41% 30% 30% 27% 24% 49% 9% 87% 3% 5% 93% 2%
APP/DEPART 297 / 383 468 / 338 2,451 / 2,359 2,933 / 3,069 0

BEGIN PEAK HR
VOLUMES 56 34 44 54 48 132 109 1,176 39 77 1,402 40 3,212 0 0 1 0 APPROACH % 42% 25% 33% 23% 21% 56% 8% 89% 3% 5% 92% 3%
PEAK HR FACTOR 0.931 0.900 0.923 0.844 0.955
APP/DEPART 134 / 183 234 / 164 1,325 / 1,274 1,519 / 1,591 0 4:00 PM 17 13 18 35 22 45 66 438 17 18 368 19 1,076 0 0 4 1 5 4:15 PM 20 18 16 29 17 38 71 459 22 14 374 20 1,098 0 0 3 0 3 4:30 PM 23 27 18 33 20 43 78 426 28 16 314 26 1,052 0 0 4 2 6 4:45 PM 19 22 23 25 22 40 68 409 30 22 336 23 1,039 0 0 3 1 4 5:00 PM 22 19 17 32 18 47 72 427 33 17 353 21 1,078 0 0 2 0 2 5:15 PM 18 21 20 28 23 42 76 441 39 15 363 25 1,111 0 0 5 0 5 5:30 PM 25 23 21 26 17 41 69 422 34 19 361 19 1,077 0 0 4 0 4 5:45 PM 28 26 19 31 15 46 71 355 28 23 345 14 1,001 0 0 3 0 3 VOLUMES 172 169 152 239 154 342 571 3,377 231 144 2,814 167 8,564 0 0 28 4 32 APPROACH % 35% 34% 31% 33% 21% 47% 14% 80% 5% 5% 90% 5% APP/DEPART 493 / 907 735 / 529 4,207 / 3,772 3,129 / 3,356 0

BEGIN PEAK HR
VOLUMES 84 85 81 111 80 170 285 1,699 136 73 1,413 88 4,320 0 0 14 1 APPROACH % 34% 34% 32% 31% 22% 47% 13% 80% 6% 5% 90% 6% PEAK HR FACTOR 0.906 0.930 0.951 0.977 0.968
APP/DEPART 250 / 458 361 / 289 2,134 / 1,892 1,575 / 1,681 0 Mariposa St

NORTH LEG
Main St WEST LEG EAST LEG Main St

SOUTH LEG
Mariposa St

N LEG S LEG E LEG W LEG TOTAL N LEG S LEG E LEG W LEG TOTAL NL SL EL WL TOTAL 7:00 AM 0 1 0 0 1 0 1 0 0 1 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 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 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 8:30 AM 0 0 0 1 1 0 0 0 1 1 0 0 0 0 0 8:45 AM 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1 TOTAL 0 2 0 2 4 0 1 0 2 3 0 1 0 0 1 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 2 0 0 0 2 2 0 0 0 2 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 1 0 0 0 1 1 0 0 0 1 0 0 0 0 0 5:15 PM 1 0 2 0 3 1 0 2 0 3 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 1 0 0 1 2 1 0 0 1 2 0 0 0 0 0 TOTAL 5 0 3 1 9 5 0 3 1 9 0 0 0 0 0

U-TURNS
Mariposa St Mariposa St Main St Main St

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

BICYCLE & SCOOTER CROSSINGS

AMPM AM
7:00 AM
PM
4:45 PM
ALL PED + BIKE & SCOOTER PEDESTRIAN CROSSINGS

T020624
DATE: LOCATION: PROJECT #: SC4583
Wed, Apr 24, 24 NORTH & SOUTH: LOCATION #: 6
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 LANES: 1 2 1 1 2 0 1 0,5 0.5 1 1 1 0 0 0 0
7:00 AM 1 108 13 25 169 12 3 4 3 18 12 14 382 0 0 0 0 0 7:15 AM 1 121 11 19 188 4 5 8 2 19 4 19 401 0 0 0 0 0 7:30 AM 3 138 7 23 184 7 6 1 3 13 8 18 411 0 0 0 0 0 7:45 AM 0 128 10 19 181 7 4 3 1 20 3 11 387 0 0 0 0 0 8:00 AM 2 101 8 16 203 3 1 5 0 15 4 19 377 0 0 0 0 0 8:15 AM 1 105 8 12 160 1 1 1 1 10 1 16 317 0 0 0 0 0 8:30 AM 1 117 14 11 172 2 3 5 0 12 3 18 358 0 0 0 0 0 8:45 AM 0 100 12 19 183 3 2 0 0 15 5 15 354 0 0 0 0 0 VOLUMES 9 918 83 144 1,440 39 25 27 10 122 40 130 2,987 0 0 0 0 0 APPROACH % 1% 91% 8% 9% 89% 2% 40% 44% 16% 42% 14% 45%
APP/DEPART 1,010 / 1,073 1,623 / 1,572 62 / 254 292 / 88 0

BEGIN PEAK HR
VOLUMES 5 495 41 86 722 30 18 16 9 70 27 62 1,581 0 0 0 0 APPROACH % 1% 91% 8% 10% 86% 4% 42% 37% 21% 44% 17% 39% PEAK HR FACTOR 0.914 0.979 0.717 0.903 0.962
APP/DEPART 541 / 575 838 / 801 43 / 143 159 / 62 0 4:00 PM 7 211 10 24 159 8 9 20 3 22 1 21 495 0 0 0 0 0 4:15 PM 6 242 22 12 168 10 17 18 3 20 4 33 555 0 0 0 0 0 4:30 PM 4 268 43 23 123 11 22 24 1 13 5 27 564 0 0 0 0 0 4:45 PM 2 297 71 26 142 2 14 12 1 16 6 26 615 0 0 0 0 0 5:00 PM 3 347 76 18 132 5 35 20 1 25 4 30 696 0 0 0 0 0 5:15 PM 6 315 84 15 139 1 69 18 0 17 5 55 724 0 0 0 0 0 5:30 PM 3 296 63 18 118 3 98 26 2 12 3 47 689 0 0 0 0 0 5:45 PM 2 265 33 13 124 2 44 12 1 18 2 29 545 0 0 0 0 0 VOLUMES 33 2,241 402 149 1,105 42 308 150 12 143 30 268 4,883 0 0 0 0 0 APPROACH % 1% 84% 15% 11% 85% 3% 66% 32% 3% 32% 7% 61%
APP/DEPART 2,676 / 2,817 1,296 / 1,260 470 / 701 441 / 105 0

BEGIN PEAK HR
VOLUMES 14 1,255 294 77 531 11 216 76 4 70 18 158 2,724 0 0 0 0 APPROACH % 1% 80% 19% 12% 86% 2% 73% 26% 1% 28% 7% 64%
PEAK HR FACTOR 0.917 0.910 0.587 0.799 0.941
APP/DEPART 1,563 / 1,629 619 / 605 296 / 447 246 / 43 0 US-395

NORTH LEG
Joshua St WEST LEG EAST LEG Joshua St

SOUTH LEG
US-395

N LEG S LEG E LEG W LEG TOTAL N LEG S LEG E LEG W LEG TOTAL NL SL EL WL TOTAL 7:00 AM 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 7:30 AM 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 8:00 AM 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 8:30 AM 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 TOTAL 0 0 0 0 0 0 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 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 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

BICYCLE & SCOOTER CROSSINGS

AMPM AM
7:00 AM
PM
4:45 PM
ALL PED + BIKE & SCOOTER PEDESTRIAN CROSSINGS

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Hesperia
US-395
Joshua St

U-TURNS
US-395 US-395 Joshua St Joshua St

T020624
DATE: LOCATION: PROJECT #: SC4583
Wed, Apr 24, 24 NORTH & SOUTH: LOCATION #: 7
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 LANES: 0.5 0.5 1 X X X 1 3 X X 3 0 0 0 0 0
7:00 AM 24 0 86 0 0 0 38 222 0 0 226 50 646 0 0 0 0 0 7:15 AM 23 0 107 0 0 0 44 257 0 0 243 69 743 0 0 0 0 0 7:30 AM 43 1 142 0 0 0 53 238 0 0 254 70 801 0 0 0 0 0 7:45 AM 25 0 145 0 0 0 58 278 0 0 278 61 845 0 0 0 0 0 8:00 AM 35 0 112 0 0 0 46 245 0 0 284 61 783 0 0 0 0 0 8:15 AM 25 2 110 0 0 0 57 232 0 0 279 66 771 0 0 0 0 0 8:30 AM 31 0 100 0 0 0 37 237 0 0 273 63 741 0 0 0 0 0 8:45 AM 35 0 120 0 0 0 33 256 0 0 291 52 787 0 0 0 0 0 VOLUMES 241 3 922 0 0 0 366 1,965 0 0 2,128 492 6,117 0 0 0 0 0 APPROACH % 21% 0% 79% 0% 0% 0% 16% 84% 0% 0% 81% 19%
APP/DEPART 1,166 / 861 0 / 0 2,331 / 2,887 2,620 / 2,369 0

BEGIN PEAK HR
VOLUMES 128 3 509 0 0 0 214 993 0 0 1,095 258 3,200 0 0 0 0 APPROACH % 20% 0% 80% 0% 0% 0% 18% 82% 0% 0% 81% 19%
PEAK HR FACTOR 0.860 0.000 0.898 0.980 0.947
APP/DEPART 640 / 475 0 / 0 1,207 / 1,502 1,353 / 1,223 0 4:00 PM 58 2 154 0 0 0 54 312 0 0 339 40 959 0 0 0 0 0 4:15 PM 64 1 139 0 0 0 69 329 0 0 343 57 1,002 0 0 0 0 0 4:30 PM 67 1 153 0 0 0 57 321 0 0 337 45 981 0 0 0 0 0 4:45 PM 63 0 153 0 0 0 60 381 0 0 298 46 1,001 0 0 0 0 0 5:00 PM 68 2 163 0 0 0 60 346 0 0 350 44 1,033 0 0 0 0 0 5:15 PM 71 0 157 0 0 0 45 353 0 0 343 41 1,010 0 0 0 0 0 5:30 PM 65 0 146 0 0 0 49 286 0 0 364 37 947 0 0 0 0 0 5:45 PM 70 0 151 0 0 0 50 293 0 0 291 45 900 0 0 0 0 0 VOLUMES 526 6 1,216 0 0 0 444 2,621 0 0 2,665 355 7,833 0 0 0 0 0 APPROACH % 30% 0% 70% 0% 0% 0% 14% 86% 0% 0% 88% 12%
APP/DEPART 1,748 / 805 0 / 0 3,065 / 3,837 3,020 / 3,191 0

BEGIN PEAK HR
VOLUMES 269 3 626 0 0 0 222 1,401 0 0 1,328 176 4,025 0 0 0 0 APPROACH % 30% 0% 70% 0% 0% 0% 14% 86% 0% 0% 88% 12%
PEAK HR FACTOR 0.964 0.000 0.920 0.954 0.974
APP/DEPART 898 / 401 0 / 0 1,623 / 2,027 1,504 / 1,597 0 I-15 NB Ramps

NORTH LEG
Bear Valley Rd WEST LEG EAST LEG Bear Valley Rd

SOUTH LEG
I-15 NB Ramps

N LEG S LEG E LEG W LEG TOTAL N LEG S LEG E LEG W LEG TOTAL NL SL EL WL TOTAL 7:00 AM 1 1 0 0 2 1 1 0 0 2 0 0 0 0 0 7:15 AM 0 1 0 0 1 0 1 0 0 1 0 0 0 0 0 7:30 AM 1 1 0 0 2 1 0 0 0 1 0 1 0 0 1 7:45 AM 1 0 0 0 1 1 0 0 0 1 0 0 0 0 0 8:00 AM 2 0 0 0 2 2 0 0 0 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 2 1 0 0 3 1 1 0 0 2 1 0 0 0 1 8:45 AM 1 2 0 0 3 1 2 0 0 3 0 0 0 0 0 TOTAL 8 6 0 0 14 7 5 0 0 12 1 1 0 0 2 4:00 PM 1 0 0 0 1 1 0 0 0 1 0 0 0 0 0 4:15 PM 0 1 0 0 1 0 1 0 0 1 0 0 0 0 0 4:30 PM 1 4 0 0 5 0 3 0 0 3 1 1 0 0 2 4:45 PM 1 3 0 0 4 0 3 0 0 3 1 0 0 0 1 5:00 PM 3 2 0 0 5 3 2 0 0 5 0 0 0 0 0 5:15 PM 2 0 0 0 2 2 0 0 0 2 0 0 0 0 0 5:30 PM 4 2 0 0 6 1 1 0 0 2 3 1 0 0 4 5:45 PM 0 2 0 0 2 0 1 0 0 1 0 1 0 0 1 TOTAL 12 14 0 0 26 7 11 0 0 18 5 3 0 0 8

BICYCLE & SCOOTER CROSSINGS

AMPM AM
7:30 AM
PM
4:30 PM
ALL PED + BIKE & SCOOTER PEDESTRIAN CROSSINGS

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Hesperia
I-15 NB Ramps
Bear Valley Rd

U-TURNS
I-15 NB Ramps I-15 NB Ramps Bear Valley Rd Bear Valley Rd

T020624
DATE: LOCATION: PROJECT #: SC4583
Wed, Apr 24, 24 NORTH & SOUTH: LOCATION #: 8
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 LANES: 1.5 1.5 1 1 1 1 1 3 0 1 3 0 0 0 0 0
7:00 AM 45 27 28 1 35 10 10 189 104 35 207 5 696 0 0 0 0 0 7:15 AM 74 35 29 11 25 16 17 262 90 40 233 10 842 0 0 0 0 0 7:30 AM 63 64 35 9 25 17 18 318 43 27 238 6 863 0 0 0 0 0 7:45 AM 57 36 43 12 27 16 28 320 75 23 269 11 917 0 0 0 0 0 8:00 AM 48 45 30 10 30 24 24 270 63 22 274 15 855 0 0 0 0 0 8:15 AM 71 50 43 13 26 24 31 274 37 33 251 20 873 0 0 0 0 0 8:30 AM 41 33 36 12 26 21 23 258 42 33 270 14 809 0 0 0 0 0 8:45 AM 59 34 23 12 31 20 37 296 55 19 262 22 870 0 0 0 0 0 VOLUMES 458 324 267 80 225 148 188 2,187 509 232 2,004 103 6,725 0 0 0 0 0 APPROACH % 44% 31% 25% 18% 50% 33% 7% 76% 18% 10% 86% 4% APP/DEPART 1,049 / 615 453 / 966 2,884 / 2,534 2,339 / 2,610 0

BEGIN PEAK HR
VOLUMES 239 195 151 44 108 81 101 1,182 218 105 1,032 52 3,508 0 0 0 0 APPROACH % 41% 33% 26% 19% 46% 35% 7% 79% 15% 9% 87% 4% PEAK HR FACTOR 0.892 0.910 0.887 0.956 0.956
APP/DEPART 585 / 348 233 / 431 1,501 / 1,377 1,189 / 1,352 0 4:00 PM 59 52 35 24 41 39 46 361 56 30 285 17 1,045 0 0 0 0 0 4:15 PM 70 34 29 22 38 31 41 337 94 31 292 17 1,036 0 0 0 0 0 4:30 PM 48 42 32 15 48 34 35 342 96 24 300 9 1,025 0 0 0 0 0 4:45 PM 44 42 33 14 40 33 33 404 97 25 262 11 1,038 0 0 0 1 1 5:00 PM 62 52 31 27 46 35 55 360 94 29 295 16 1,102 0 0 0 0 0 5:15 PM 58 51 26 26 51 37 53 366 89 25 285 14 1,081 0 0 1 0 1 5:30 PM 62 57 24 15 56 44 36 307 82 30 303 17 1,033 0 0 0 0 0 5:45 PM 51 45 19 16 42 38 44 323 82 36 246 10 952 0 0 0 0 0 VOLUMES 454 375 229 159 362 291 343 2,800 690 230 2,268 111 8,314 0 0 1 1 2 APPROACH % 43% 35% 22% 20% 45% 36% 9% 73% 18% 9% 87% 4% APP/DEPART 1,058 / 829 812 / 1,282 3,834 / 3,189 2,610 / 3,014 0

BEGIN PEAK HR
VOLUMES 226 202 114 82 193 149 177 1,437 362 109 1,145 58 4,256 0 0 1 1 APPROACH % 42% 37% 21% 19% 46% 35% 9% 73% 18% 8% 87% 4% PEAK HR FACTOR 0.934 0.922 0.926 0.938 0.966
APP/DEPART 542 / 437 424 / 664 1,977 / 1,634 1,313 / 1,521 0 Mariposa Rd

NORTH LEG
Bear Valley Rd WEST LEG EAST LEG Bear Valley Rd

SOUTH LEG
Mariposa Rd

N LEG S LEG E LEG W LEG TOTAL N LEG S LEG E LEG W LEG TOTAL NL SL EL WL TOTAL 7:00 AM 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 7:30 AM 2 2 1 0 5 2 1 1 0 4 0 1 0 0 1 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 1 0 0 0 1 1 0 0 0 1 0 0 0 0 0 8:15 AM 0 0 1 0 1 0 0 1 0 1 0 0 0 0 0 8:30 AM 0 1 1 0 2 0 1 1 0 2 0 0 0 0 0 8:45 AM 0 4 4 0 8 0 3 3 0 6 0 1 1 0 2 TOTAL 3 7 7 0 17 3 5 6 0 14 0 2 1 0 3 4:00 PM 1 0 1 0 2 1 0 1 0 2 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 2 3 4 0 9 1 3 4 0 8 1 0 0 0 1 4:45 PM 2 2 1 0 5 1 1 1 0 3 1 1 0 0 2 5:00 PM 2 1 3 0 6 2 1 3 0 6 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 3 1 0 0 4 0 0 0 0 0 3 1 0 0 4 5:45 PM 0 2 1 0 3 0 1 0 0 1 0 1 1 0 2 TOTAL 10 9 10 0 29 5 6 9 0 20 5 3 1 0 9

U-TURNS
Mariposa Rd Mariposa Rd Bear Valley Rd Bear Valley Rd

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Hesperia
Mariposa Rd
Bear Valley Rd

BICYCLE & SCOOTER CROSSINGS

AMPM AM
7:30 AM
PM
4:45 PM
ALL PED + BIKE & SCOOTER PEDESTRIAN CROSSINGS
44 Appendix B – LOS Report
HCM 7th Signalized Intersection Summary
1: Cataba Rd & Main St 09/20/2024
EX_AM Existing AM 4:10 pm 05/24/2024 Baseline Synchro 12 Report Fehr & Peers Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 69 791 69 88 556 23 44 11 70 40 9 60 Future Volume (veh/h) 69 791 69 88 556 23 44 11 70 40 9 60 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 71 815 71 91 573 24 28 35 72 41 9 62 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, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 113 1457 452 251 1482 62 154 162 137 120 126 107 Arrive On Green 0.06 0.29 0.29 0.07 0.30 0.30 0.09 0.09 0.09 0.07 0.07 0.07 Sat Flow, veh/h 1767 5066 1571 3428 4987 208 1767 1856 1572 1767 1856 1572 Grp Volume(v), veh/h 71 815 71 91 387 210 28 35 72 41 9 62 Grp Sat Flow(s),veh/h/ln1767 1689 1571 1714 1689 1818 1767 1856 1572 1767 1856 1572 Q Serve(g_s), s 1.9 6.5 1.6 1.2 4.4 4.4 0.7 0.8 2.1 1.1 0.2 1.8 Cycle Q Clear(g_c), s 1.9 6.5 1.6 1.2 4.4 4.4 0.7 0.8 2.1 1.1 0.2 1.8 Prop In Lane 1.00 1.00 1.00 0.11 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 113 1457 452 251 1003 540 154 162 137 120 126 107 V/C Ratio(X) 0.63 0.56 0.16 0.36 0.39 0.39 0.18 0.22 0.53 0.34 0.07 0.58 Avail Cap(c_a), veh/h 310 3172 984 558 2072 1116 1549 1627 1378 1549 1627 1378 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh21.9 14.5 12.7 21.1 13.4 13.4 20.3 20.4 20.9 21.3 20.9 21.7 Incr Delay (d2), s/veh 5.7 0.3 0.2 0.9 0.2 0.5 0.6 0.7 3.1 1.7 0.2 4.9 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/ln0.8 1.8 0.4 0.4 1.2 1.4 0.3 0.4 0.8 0.5 0.1 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 27.6 14.8 12.9 22.0 13.6 13.8 20.9 21.0 24.0 23.0 21.2 26.6 LnGrp LOS C B B C B B C C C C C C
Approach Vol, veh/h 957 688 135 112
Approach Delay, s/veh 15.6 14.8 22.6 24.8
Approach LOS B B C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s8.1 21.4 8.8 8.5 21.0 9.7
Change Period (Y+Rc), s5.0 7.2 5.5 5.0 7.2 5.5
Max Green Setting (Gmax), s8.4 29.4 42.0 7.8 30.0 42.0
Max Q Clear Time (g_c+I1), s3.9 6.4 3.8 3.2 8.5 4.1
Green Ext Time (p_c), s 0.0 3.3 0.4 0.1 5.1 0.5
Intersection Summary
HCM 7th Control Delay, s/veh 16.4
HCM 7th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement.

HCM 7th Signalized Intersection Summary
2: Key Pointe Driveway/Key Pointe Ave & Main St 09/20/2024 EX_AM Existing AM 4:10 pm 05/24/2024 Baseline Synchro 12 Report Fehr & Peers Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 27 876 8 125 651 108 6 11 47 116 23 12 Future Volume (veh/h) 27 876 8 125 651 108 6 11 47 116 23 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 28 903 2 129 671 82 6 11 21 120 24 5 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 322 1405 436 322 1242 150 357 312 264 369 250 52 Arrive On Green 0.18 0.28 0.28 0.18 0.27 0.27 0.17 0.17 0.17 0.17 0.17 0.17 Sat Flow, veh/h 1767 5066 1572 1767 4579 554 1370 1856 1572 1366 1489 310 Grp Volume(v), veh/h 28 903 2 129 493 260 6 11 21 120 0 29 Grp Sat Flow(s),veh/h/ln1767 1689 1572 1767 1689 1756 1370 1856 1572 1366 0 1800 Q Serve(g_s), s 0.7 7.7 0.0 3.2 6.2 6.3 0.2 0.2 0.6 4.0 0.0 0.7 Cycle Q Clear(g_c), s 0.7 7.7 0.0 3.2 6.2 6.3 0.9 0.2 0.6 4.2 0.0 0.7 Prop In Lane 1.00 1.00 1.00 0.32 1.00 1.00 1.00 0.17
Lane Grp Cap(c), veh/h 322 1405 436 322 916 476 357 312 264 369 0 303 V/C Ratio(X) 0.09 0.64 0.00 0.40 0.54 0.55 0.02 0.04 0.08 0.33 0.00 0.10 Avail Cap(c_a), veh/h 536 6151 1909 536 4100 2132 1236 1502 1273 1245 0 1457 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh16.8 15.7 12.9 17.8 15.4 15.4 17.7 17.2 17.3 19.0 0.0 17.4 Incr Delay (d2), s/veh 0.0 0.2 0.0 0.3 0.2 0.4 0.0 0.0 0.0 0.2 0.0 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.2 2.3 0.0 1.1 1.8 1.9 0.1 0.1 0.2 1.1 0.0 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 16.8 15.9 12.9 18.1 15.5 15.8 17.7 17.2 17.4 19.2 0.0 17.4 LnGrp LOS B B B B B B B B B B B
Approach Vol, veh/h 933 882 38 149
Approach Delay, s/veh 15.9 16.0 17.4 18.8
Approach LOS B B B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s13.7 20.9 14.8 14.0 20.6 14.8
Change Period (Y+Rc), s4.7 7.2 * 6.5 5.0 7.2 6.5
Max Green Setting (Gmax), s15.0 60.0 * 40 15.0 60.0 40.0 Max Q Clear Time (g_c+I1), s5.2 9.7 2.9 2.7 8.3 6.2
Green Ext Time (p_c), s 0.1 4.0 0.1 0.0 2.8 0.3
Intersection Summary
HCM 7th Control Delay, s/veh 16.2
HCM 7th LOS B
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 7th Signalized Intersection Summary
3: Main St & I-15 SB Ramps 09/20/2024
EX_AM Existing AM 4:10 pm 05/24/2024 Baseline Synchro 12 Report Fehr & Peers Page 3
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 0 953 689 0 225 171
Future Volume (veh/h) 0 953 689 0 225 171
Initial Q (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
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 0 1856 1856 0 1856 1856
Adj Flow Rate, veh/h 0 982 710 0 232 176
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, % 0 3 3 0 3 3
Cap, veh/h 0 2003 2003 0 934 428
Arrive On Green 0.00 0.40 0.40 0.00 0.27 0.27
Sat Flow, veh/h 0 5400 5400 0 3428 1572
Grp Volume(v), veh/h 0 982 710 0 232 176
Grp Sat Flow(s),veh/h/ln 0 1689 1689 0 1714 1572
Q Serve(g_s), s 0.0 5.3 3.6 0.0 1.9 3.3
Cycle Q Clear(g_c), s 0.0 5.3 3.6 0.0 1.9 3.3
Prop In Lane 0.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2003 2003 0 934 428
V/C Ratio(X) 0.00 0.49 0.35 0.00 0.25 0.41
Avail Cap(c_a), veh/h 0 5611 5611 0 2848 1306
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 0.0 8.2 7.7 0.0 10.3 10.8
Incr Delay (d2), s/veh 0.0 0.2 0.1 0.0 0.1 0.6
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln0.0 1.0 0.6 0.0 0.6 1.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 0.0 8.4 7.8 0.0 10.4 11.4
LnGrp LOS A A B B
Approach Vol, veh/h 982 710 408
Approach Delay, s/veh 8.4 7.8 10.8
Approach LOS A A B
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 20.3 15.8 20.3
Change Period (Y+Rc), s 6.0 6.0 6.0
Max Green Setting (Gmax), s 40.0 30.0 40.0
Max Q Clear Time (g_c+I1), s 7.3 5.3 5.6
Green Ext Time (p_c), s 7.0 1.4 4.8
Intersection Summary
HCM 7th Control Delay, s/veh 8.7
HCM 7th LOS A
HCM 7th Signalized Intersection Summary
4: I-15 NB Ramps & Main St 09/20/2024
EX_AM Existing AM 4:10 pm 05/24/2024 Baseline Synchro 12 Report Fehr & Peers Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 907 0 0 1128 457 52 1 323 0 0 0 Future Volume (veh/h) 0 907 0 0 1128 457 52 1 323 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1856 0 0 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 0 935 0 0 1163 471 54 0 334
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 0 3 0 0 3 3 3 3 3
Cap, veh/h 0 2553 0 0 2553 793 396 0 706
Arrive On Green 0.00 0.50 0.00 0.00 0.50 0.50 0.22 0.00 0.22 Sat Flow, veh/h 0 5400 0 0 5233 1572 1767 0 3145
Grp Volume(v), veh/h 0 935 0 0 1163 471 54 0 334
Grp Sat Flow(s),veh/h/ln 0 1689 0 0 1689 1572 1767 0 1572 Q Serve(g_s), s 0.0 5.0 0.0 0.0 6.5 9.4 1.1 0.0 4.1
Cycle Q Clear(g_c), s 0.0 5.0 0.0 0.0 6.5 9.4 1.1 0.0 4.1 Prop In Lane 0.00 0.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2553 0 0 2553 793 396 0 706
V/C Ratio(X) 0.00 0.37 0.00 0.00 0.46 0.59 0.14 0.00 0.47 Avail Cap(c_a), veh/h 0 4585 0 0 4585 1423 1000 0 1779
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 6.7 0.0 0.0 7.1 7.8 13.7 0.0 14.9 Incr Delay (d2), s/veh 0.0 0.1 0.0 0.0 0.1 0.7 0.2 0.0 0.5 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 0.9 0.0 0.0 1.2 1.7 0.4 0.0 1.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 0.0 6.8 0.0 0.0 7.2 8.5 13.9 0.0 15.4 LnGrp LOS A A A B B
Approach Vol, veh/h 935 1634 388
Approach Delay, s/veh 6.8 7.6 15.2
Approach LOS A A B
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 28.3 28.3 15.9
Change Period (Y+Rc), s 6.0 6.0 6.0
Max Green Setting (Gmax), s 40.0 40.0 25.0
Max Q Clear Time (g_c+I1), s 7.0 11.4 6.1
Green Ext Time (p_c), s 6.6 10.9 1.4
Intersection Summary
HCM 7th Control Delay, s/veh 8.3
HCM 7th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

HCM 7th Signalized Intersection Summary
5: Mariposa Rd & Main St 09/20/2024
EX_AM Existing AM 4:10 pm 05/24/2024 Baseline Synchro 12 Report Fehr & Peers Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 109 1082 39 77 1402 40 56 34 44 54 48 132 Future Volume (veh/h) 109 1082 39 77 1402 40 56 34 44 54 48 132 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 115 1139 41 81 1476 42 59 36 46 57 51 139 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 232 2385 86 201 2268 64 230 144 184 325 86 233 Arrive On Green 0.13 0.37 0.37 0.11 0.35 0.35 0.19 0.19 0.19 0.19 0.19 0.19 Sat Flow, veh/h 1767 6373 229 1767 6427 183 1184 740 945 1306 440 1200 Grp Volume(v), veh/h 115 855 325 81 1099 419 59 0 82 57 0 190 Grp Sat Flow(s),veh/h/ln1767 1596 1814 1767 1596 1823 1184 0 1685 1306 0 1640 Q Serve(g_s), s 3.5 7.8 7.9 2.5 11.1 11.1 2.8 0.0 2.4 2.2 0.0 6.1 Cycle Q Clear(g_c), s 3.5 7.8 7.9 2.5 11.1 11.1 8.8 0.0 2.4 4.6 0.0 6.1 Prop In Lane 1.00 0.13 1.00 0.10 1.00 0.56 1.00 0.73
Lane Grp Cap(c), veh/h 232 1792 679 201 1689 643 230 0 328 325 0 319 V/C Ratio(X) 0.50 0.48 0.48 0.40 0.65 0.65 0.26 0.00 0.25 0.18 0.00 0.60 Avail Cap(c_a), veh/h 921 4996 1893 460 4988 1899 822 0 1171 978 0 1139 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh23.2 13.7 13.7 23.7 15.7 15.7 25.2 0.0 19.6 21.6 0.0 21.1 Incr Delay (d2), s/veh 0.6 0.1 0.2 0.5 0.2 0.4 0.2 0.0 0.1 0.1 0.0 0.7 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.3 2.2 2.5 0.9 3.1 3.6 0.7 0.0 0.9 0.6 0.0 2.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 23.8 13.8 13.9 24.2 15.8 16.1 25.4 0.0 19.8 21.7 0.0 21.8 LnGrp LOS C B B C B B C B C C
Approach Vol, veh/h 1295 1599 141 247
Approach Delay, s/veh 14.7 16.3 22.1 21.8
Approach LOS B B C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s10.7 28.8 18.1 12.0 27.5 18.1
Change Period (Y+Rc), s4.2 7.2 * 6.9 4.4 * 7.2 6.9
Max Green Setting (Gmax), s15.0 60.1 * 40 30.0 * 60 40.0 Max Q Clear Time (g_c+I1), s4.5 9.9 10.8 5.5 13.1 8.1
Green Ext Time (p_c), s 0.1 5.1 0.4 0.1 7.2 0.7
Intersection Summary
HCM 7th Control Delay, s/veh 16.3
HCM 7th LOS B
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 7th Signalized Intersection Summary
6: US-395 & Joshua St 09/20/2024
EX_AM Existing AM 4:10 pm 05/24/2024 Baseline Synchro 12 Report Fehr & Peers Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 18 16 9 70 27 62 5 495 41 86 722 30 Future Volume (veh/h) 18 16 9 70 27 62 5 495 41 86 722 30 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 19 17 1 73 28 6 5 516 17 90 752 15 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 340 285 17 349 305 258 24 982 438 243 1419 633 Arrive On Green 0.16 0.16 0.16 0.16 0.16 0.16 0.01 0.28 0.28 0.14 0.40 0.40 Sat Flow, veh/h 1364 1735 102 1384 1856 1572 1767 3526 1572 1767 3526 1572 Grp Volume(v), veh/h 19 0 18 73 28 6 5 516 17 90 752 15 Grp Sat Flow(s),veh/h/ln1364 0 1837 1384 1856 1572 1767 1763 1572 1767 1763 1572 Q Serve(g_s), s 0.6 0.0 0.4 2.5 0.7 0.2 0.2 6.7 0.4 2.5 8.7 0.3 Cycle Q Clear(g_c), s 1.3 0.0 0.4 3.0 0.7 0.2 0.2 6.7 0.4 2.5 8.7 0.3 Prop In Lane 1.00 0.06 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 340 0 302 349 305 258 24 982 438 243 1419 633 V/C Ratio(X) 0.06 0.00 0.06 0.21 0.09 0.02 0.21 0.53 0.04 0.37 0.53 0.02 Avail Cap(c_a), veh/h 1003 0 1194 1022 1206 1022 657 2620 1168 657 2620 1168 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh19.7 0.0 19.0 20.2 19.1 18.9 26.3 16.4 14.2 21.1 12.2 9.7 Incr Delay (d2), s/veh 0.1 0.0 0.1 0.3 0.1 0.0 4.4 0.9 0.1 0.9 0.7 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.2 0.0 0.2 0.8 0.3 0.1 0.1 2.2 0.1 0.9 2.5 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 19.7 0.0 19.1 20.5 19.2 18.9 30.6 17.3 14.2 22.0 12.9 9.7 LnGrp LOS B B C B B C B B C B A
Approach Vol, veh/h 37 107 538 857
Approach Delay, s/veh 19.4 20.1 17.4 13.8
Approach LOS B C B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s14.1 23.5 16.2 7.4 30.2 16.2
Change Period (Y+Rc), s6.7 8.5 7.4 6.7 8.5 7.4
Max Green Setting (Gmax), s20.0 40.0 35.0 20.0 40.0 35.0 Max Q Clear Time (g_c+I1), s4.5 8.7 3.3 2.2 10.7 5.0
Green Ext Time (p_c), s 0.2 6.3 0.1 0.0 9.6 0.3
Intersection Summary
HCM 7th Control Delay, s/veh 15.6
HCM 7th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

HCM 7th Signalized Intersection Summary
7: Bear Valley Rd & I-15 NB Ramps 09/20/2024
EX_AM Existing AM 4:10 pm 05/24/2024 Baseline Synchro 12 Report Fehr & Peers Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 214 993 0 0 1094 258 128 3 509 0 0 0 Future Volume (veh/h) 214 993 0 0 1094 258 128 3 509 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 0 0 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 225 1045 0 0 1152 221 135 3 442
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 3 3 0 0 3 3 3 3 3
Cap, veh/h 257 2989 0 0 1697 325 433 10 393
Arrive On Green 0.15 0.59 0.00 0.00 0.40 0.40 0.25 0.25 0.25 Sat Flow, veh/h 1767 5233 0 0 4433 818 1731 38 1572
Grp Volume(v), veh/h 225 1045 0 0 912 461 138 0 442
Grp Sat Flow(s),veh/h/ln1767 1689 0 0 1689 1708 1769 0 1572 Q Serve(g_s), s 12.5 10.7 0.0 0.0 22.3 22.3 6.3 0.0 25.0 Cycle Q Clear(g_c), s 12.5 10.7 0.0 0.0 22.3 22.3 6.3 0.0 25.0 Prop In Lane 1.00 0.00 0.00 0.48 0.98 1.00
Lane Grp Cap(c), veh/h 257 2989 0 0 1343 679 442 0 393
V/C Ratio(X) 0.88 0.35 0.00 0.00 0.68 0.68 0.31 0.00 1.12 Avail Cap(c_a), veh/h 283 2989 0 0 1343 679 442 0 393
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 0.86 0.86 1.00 0.00 1.00 Uniform Delay (d), s/veh41.9 10.6 0.0 0.0 24.8 24.8 30.5 0.0 37.5 Incr Delay (d2), s/veh 22.2 0.3 0.0 0.0 2.4 4.7 1.8 0.0 83.6 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/ln6.8 3.6 0.0 0.0 8.8 9.3 2.9 0.0 18.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 64.1 10.9 0.0 0.0 27.2 29.5 32.3 0.0 121.1 LnGrp LOS E B C C C F
Approach Vol, veh/h 1270 1373 580
Approach Delay, s/veh 20.3 28.0 100.0
Approach LOS C C F
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 69.0 19.2 49.8 31.0
Change Period (Y+Rc), s 10.0 4.7 10.0 6.0
Max Green Setting (Gmax), s 41.0 16.0 38.0 25.0
Max Q Clear Time (g_c+I1), s 12.7 14.5 24.3 27.0
Green Ext Time (p_c), s 5.1 0.1 5.3 0.0
Intersection Summary
HCM 7th Control Delay, s/veh 37.9
HCM 7th LOS D
HCM 7th Signalized Intersection Summary
8: Mariposa Rd & Bear Valley Rd 09/20/2024
EX_AM Existing AM 4:10 pm 05/24/2024 Baseline Synchro 12 Report Fehr & Peers Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 101 1183 218 105 1032 52 239 195 151 44 108 81 Future Volume (veh/h) 101 1183 218 105 1032 52 239 195 151 44 108 81 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 105 1232 227 109 1075 54 251 200 157 46 112 84 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 131 2033 375 135 2344 118 450 236 200 237 249 211 Arrive On Green 0.07 0.47 0.47 0.08 0.47 0.47 0.13 0.13 0.13 0.13 0.13 0.13 Sat Flow, veh/h 1767 4298 792 1767 4939 248 3534 1856 1569 1767 1856 1572 Grp Volume(v), veh/h 105 968 491 109 735 394 251 200 157 46 112 84 Grp Sat Flow(s),veh/h/ln1767 1689 1712 1767 1689 1810 1767 1856 1569 1767 1856 1572 Q Serve(g_s), s 6.3 22.9 22.9 6.6 15.8 15.8 7.2 11.4 10.5 2.5 6.0 5.3 Cycle Q Clear(g_c), s 6.3 22.9 22.9 6.6 15.8 15.8 7.2 11.4 10.5 2.5 6.0 5.3 Prop In Lane 1.00 0.46 1.00 0.14 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 131 1598 810 135 1603 859 450 236 200 237 249 211 V/C Ratio(X) 0.80 0.61 0.61 0.81 0.46 0.46 0.56 0.85 0.79 0.19 0.45 0.40 Avail Cap(c_a), veh/h 154 1598 810 155 1603 859 478 251 212 237 249 211 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.76 0.76 0.76 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh49.2 21.0 21.0 49.1 19.0 19.1 44.3 46.1 45.7 41.6 43.1 42.8 Incr Delay (d2), s/veh 17.9 1.3 2.6 23.4 0.9 1.8 1.3 21.8 16.7 1.8 5.8 5.5 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/ln3.4 8.7 9.2 3.7 6.0 6.7 3.1 6.5 4.9 1.2 3.1 2.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 67.2 22.3 23.6 72.5 20.0 20.8 45.5 67.8 62.4 43.4 48.8 48.3 LnGrp LOS E C C E B C D E E D D D
Approach Vol, veh/h 1564 1238 608 242
Approach Delay, s/veh 25.7 24.9 57.2 47.6
Approach LOS C C E D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s12.8 56.1 19.2 12.6 56.3 20.0
Change Period (Y+Rc), s4.5 5.0 5.4 4.6 5.0 5.5
Max Green Setting (Gmax), s9.5 49.0 14.6 9.4 49.0 14.5
Max Q Clear Time (g_c+I1), s8.6 24.9 13.4 8.3 17.8 8.0
Green Ext Time (p_c), s 0.0 10.8 0.4 0.0 8.4 0.5
Intersection Summary
HCM 7th Control Delay, s/veh 32.1
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement.

HCM 7th Signalized Intersection Summary
1: Cataba Rd & Main St 09/20/2024
EX_PM Existing PM 4:01 pm 08/26/2024 Baseline Synchro 12 Report Fehr & Peers Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 84 809 142 135 779 33 135 42 144 37 35 124 Future Volume (veh/h) 84 809 142 135 779 33 135 42 144 37 35 124 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 87 834 40 139 803 32 91 110 26 38 36 20 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, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 123 1431 444 291 1488 59 205 215 182 100 105 88 Arrive On Green 0.07 0.28 0.28 0.09 0.30 0.30 0.12 0.12 0.12 0.06 0.06 0.06 Sat Flow, veh/h 1767 5066 1572 3428 4998 199 1767 1856 1568 1767 1856 1566 Grp Volume(v), veh/h 87 834 40 139 542 293 91 110 26 38 36 20 Grp Sat Flow(s),veh/h/ln1767 1689 1572 1714 1689 1820 1767 1856 1568 1767 1856 1566 Q Serve(g_s), s 2.4 7.1 0.9 1.9 6.8 6.8 2.4 2.8 0.8 1.0 0.9 0.6 Cycle Q Clear(g_c), s 2.4 7.1 0.9 1.9 6.8 6.8 2.4 2.8 0.8 1.0 0.9 0.6 Prop In Lane 1.00 1.00 1.00 0.11 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 123 1431 444 291 1005 542 205 215 182 100 105 88 V/C Ratio(X) 0.70 0.58 0.09 0.48 0.54 0.54 0.44 0.51 0.14 0.38 0.34 0.23 Avail Cap(c_a), veh/h 294 3014 936 530 1969 1061 1472 1546 1306 1472 1546 1304 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh22.9 15.5 13.3 22.0 14.8 14.8 20.8 20.9 20.0 22.9 22.9 22.7 Incr Delay (d2), s/veh 7.1 0.4 0.1 1.2 0.5 0.8 1.5 1.9 0.4 2.4 1.9 1.3 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/ln1.1 2.1 0.3 0.7 2.0 2.2 1.0 1.2 0.3 0.5 0.4 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 30.1 15.9 13.4 23.2 15.3 15.7 22.3 22.8 20.4 25.3 24.8 24.0 LnGrp LOS C B B C B B C C C C C C
Approach Vol, veh/h 961 974 227 94
Approach Delay, s/veh 17.1 16.5 22.3 24.9
Approach LOS B B C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s8.5 22.2 8.3 9.3 21.4 11.3
Change Period (Y+Rc), s5.0 7.2 5.5 5.0 7.2 5.5
Max Green Setting (Gmax), s8.4 29.4 42.0 7.8 30.0 42.0
Max Q Clear Time (g_c+I1), s4.4 8.8 3.0 3.9 9.1 4.8
Green Ext Time (p_c), s 0.1 4.7 0.4 0.1 5.1 1.0
Intersection Summary
HCM 7th Control Delay, s/veh 17.7
HCM 7th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement.

HCM 7th Signalized Intersection Summary
2: Key Pointe Driveway/Key Pointe Ave & Main St 09/20/2024 EX_PM Existing PM 4:01 pm 08/26/2024 Baseline Synchro 12 Report Fehr & Peers Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 36 982 13 241 906 186 30 58 189 202 81 14 Future Volume (veh/h) 36 982 13 241 906 186 30 58 189 202 81 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 37 1012 5 248 934 165 31 60 49 208 84 10 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, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 269 1467 456 303 1317 232 361 421 357 378 369 44 Arrive On Green 0.15 0.29 0.29 0.17 0.30 0.30 0.23 0.23 0.23 0.23 0.23 0.23 Sat Flow, veh/h 1767 5066 1572 1767 4333 763 1292 1856 1572 1274 1627 194 Grp Volume(v), veh/h 37 1012 5 248 727 372 31 60 49 208 0 94 Grp Sat Flow(s),veh/h/ln1767 1689 1572 1767 1689 1718 1292 1856 1572 1274 0 1821 Q Serve(g_s), s 1.1 10.5 0.1 8.0 11.3 11.3 1.2 1.5 1.5 9.2 0.0 2.5 Cycle Q Clear(g_c), s 1.1 10.5 0.1 8.0 11.3 11.3 3.7 1.5 1.5 10.7 0.0 2.5 Prop In Lane 1.00 1.00 1.00 0.44 1.00 1.00 1.00 0.11
Lane Grp Cap(c), veh/h 269 1467 456 303 1026 522 361 421 357 378 0 413 V/C Ratio(X) 0.14 0.69 0.01 0.82 0.71 0.71 0.09 0.14 0.14 0.55 0.00 0.23 Avail Cap(c_a), veh/h 449 5148 1598 449 3432 1746 943 1257 1065 952 0 1234 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh21.7 18.6 14.9 23.6 18.2 18.3 20.1 18.2 18.2 22.5 0.0 18.6 Incr Delay (d2), s/veh 0.1 0.2 0.0 4.4 0.3 0.7 0.0 0.1 0.1 0.5 0.0 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.4 3.3 0.0 3.2 3.6 3.7 0.3 0.6 0.5 2.6 0.0 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 21.7 18.8 14.9 28.0 18.6 18.9 20.1 18.3 18.3 23.0 0.0 18.7 LnGrp LOS C B B C B B C B B C B
Approach Vol, veh/h 1054 1347 140 302
Approach Delay, s/veh 18.9 20.4 18.7 21.7
Approach LOS B C B C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s14.8 24.3 19.9 14.0 25.1 19.9
Change Period (Y+Rc), s4.7 7.2 * 6.5 5.0 7.2 6.5
Max Green Setting (Gmax), s15.0 60.0 * 40 15.0 60.0 40.0 Max Q Clear Time (g_c+I1), s10.0 12.5 5.7 3.1 13.3 12.7 Green Ext Time (p_c), s 0.2 4.6 0.3 0.0 4.6 0.7
Intersection Summary
HCM 7th Control Delay, s/veh 19.9
HCM 7th LOS B
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 7th Signalized Intersection Summary
3: Main St & I-15 SB Ramps 09/20/2024
EX_PM Existing PM 4:01 pm 08/26/2024 Baseline Synchro 12 Report Fehr & Peers Page 3
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 0 1235 1088 0 456 299
Future Volume (veh/h) 0 1235 1088 0 456 299
Initial Q (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
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 0 1856 1856 0 1856 1856
Adj Flow Rate, veh/h 0 1273 1122 0 470 308
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, % 0 3 3 0 3 3
Cap, veh/h 0 2264 2264 0 971 445
Arrive On Green 0.00 0.45 0.45 0.00 0.28 0.28
Sat Flow, veh/h 0 5400 5400 0 3428 1572
Grp Volume(v), veh/h 0 1273 1122 0 470 308
Grp Sat Flow(s),veh/h/ln 0 1689 1689 0 1714 1572
Q Serve(g_s), s 0.0 8.3 7.0 0.0 5.1 7.8
Cycle Q Clear(g_c), s 0.0 8.3 7.0 0.0 5.1 7.8
Prop In Lane 0.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2264 2264 0 971 445
V/C Ratio(X) 0.00 0.56 0.50 0.00 0.48 0.69
Avail Cap(c_a), veh/h 0 4557 4557 0 2313 1061
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 0.0 9.1 8.7 0.0 13.2 14.2
Incr Delay (d2), s/veh 0.0 0.2 0.2 0.0 0.4 1.9
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln0.0 1.8 1.5 0.0 1.7 2.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 0.0 9.3 8.9 0.0 13.6 16.1
LnGrp LOS A A B B
Approach Vol, veh/h 1273 1122 778
Approach Delay, s/veh 9.3 8.9 14.6
Approach LOS A A B
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 25.9 18.6 25.9
Change Period (Y+Rc), s 6.0 6.0 6.0
Max Green Setting (Gmax), s 40.0 30.0 40.0
Max Q Clear Time (g_c+I1), s 10.3 9.8 9.0
Green Ext Time (p_c), s 9.6 2.8 8.2
Intersection Summary
HCM 7th Control Delay, s/veh 10.5
HCM 7th LOS B
HCM 7th Signalized Intersection Summary
4: I-15 NB Ramps & Main St 09/20/2024
EX_PM Existing PM 4:01 pm 08/26/2024 Baseline Synchro 12 Report Fehr & Peers Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1443 0 0 1243 384 163 2 715 0 0 0 Future Volume (veh/h) 0 1443 0 0 1243 384 163 2 715 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1856 0 0 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 0 1488 0 0 1281 199 168 0 694
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 0 3 0 0 3 3 3 3 3
Cap, veh/h 0 2403 0 0 2403 746 522 0 929
Arrive On Green 0.00 0.47 0.00 0.00 0.47 0.47 0.30 0.00 0.30 Sat Flow, veh/h 0 5400 0 0 5233 1572 1767 0 3145
Grp Volume(v), veh/h 0 1488 0 0 1281 199 168 0 694
Grp Sat Flow(s),veh/h/ln 0 1689 0 0 1689 1572 1767 0 1572 Q Serve(g_s), s 0.0 11.4 0.0 0.0 9.3 4.0 3.9 0.0 10.4
Cycle Q Clear(g_c), s 0.0 11.4 0.0 0.0 9.3 4.0 3.9 0.0 10.4 Prop In Lane 0.00 0.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2403 0 0 2403 746 522 0 929
V/C Ratio(X) 0.00 0.62 0.00 0.00 0.53 0.27 0.32 0.00 0.75 Avail Cap(c_a), veh/h 0 3888 0 0 3888 1207 848 0 1509
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 10.2 0.0 0.0 9.6 8.2 14.3 0.0 16.6 Incr Delay (d2), s/veh 0.0 0.3 0.0 0.0 0.2 0.2 0.4 0.0 1.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 2.7 0.0 0.0 2.2 0.9 1.4 0.0 3.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 0.0 10.5 0.0 0.0 9.8 8.4 14.6 0.0 17.8 LnGrp LOS B A A B B
Approach Vol, veh/h 1488 1480 862
Approach Delay, s/veh 10.5 9.6 17.2
Approach LOS B A B
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 30.7 30.7 21.4
Change Period (Y+Rc), s 6.0 6.0 6.0
Max Green Setting (Gmax), s 40.0 40.0 25.0
Max Q Clear Time (g_c+I1), s 13.4 11.3 12.4
Green Ext Time (p_c), s 11.3 10.5 3.0
Intersection Summary
HCM 7th Control Delay, s/veh 11.7
HCM 7th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

HCM 7th Signalized Intersection Summary
5: Mariposa Rd & Main St 09/20/2024
EX_PM Existing PM 4:01 pm 08/26/2024 Baseline Synchro 12 Report Fehr & Peers Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 285 1737 136 73 1413 88 84 85 81 111 80 170 Future Volume (veh/h) 285 1737 136 73 1413 88 84 85 81 111 80 170 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 300 1828 136 77 1487 88 88 89 60 117 84 122 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 345 2681 199 169 2090 124 228 230 155 279 152 221 Arrive On Green 0.20 0.44 0.44 0.10 0.34 0.34 0.22 0.22 0.22 0.22 0.22 0.22 Sat Flow, veh/h 1767 6107 454 1767 6210 367 1166 1033 696 1228 683 992 Grp Volume(v), veh/h 300 1433 531 77 1146 429 88 0 149 117 0 206 Grp Sat Flow(s),veh/h/ln1767 1596 1774 1767 1596 1789 1166 0 1729 1228 0 1675 Q Serve(g_s), s 12.4 18.1 18.1 3.1 15.8 15.8 5.5 0.0 5.5 6.8 0.0 8.2 Cycle Q Clear(g_c), s 12.4 18.1 18.1 3.1 15.8 15.8 13.7 0.0 5.5 12.3 0.0 8.2 Prop In Lane 1.00 0.26 1.00 0.21 1.00 0.40 1.00 0.59
Lane Grp Cap(c), veh/h 345 2102 779 169 1612 602 228 0 385 279 0 373 V/C Ratio(X) 0.87 0.68 0.68 0.46 0.71 0.71 0.39 0.00 0.39 0.42 0.00 0.55 Avail Cap(c_a), veh/h 703 3813 1413 351 3806 1423 586 0 917 656 0 888 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh29.4 16.9 16.9 32.3 21.8 21.8 32.0 0.0 24.9 30.2 0.0 26.0 Incr Delay (d2), s/veh 2.7 0.1 0.4 0.7 0.2 0.6 0.4 0.0 0.2 0.4 0.0 0.5 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln5.0 5.5 6.1 1.3 5.1 5.8 1.5 0.0 2.2 1.8 0.0 2.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 32.1 17.1 17.3 33.0 22.1 22.4 32.4 0.0 25.2 30.5 0.0 26.5 LnGrp LOS C B B C C C C C C C
Approach Vol, veh/h 2264 1652 237 323
Approach Delay, s/veh 19.1 22.7 27.9 27.9
Approach LOS B C C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s11.4 40.3 23.7 19.1 32.6 23.7
Change Period (Y+Rc), s4.2 7.2 * 6.9 4.4 * 7.2 6.9
Max Green Setting (Gmax), s15.0 60.1 * 40 30.0 * 60 40.0 Max Q Clear Time (g_c+I1), s5.1 20.1 15.7 14.4 17.8 14.3 Green Ext Time (p_c), s 0.0 10.8 0.7 0.3 7.6 0.8
Intersection Summary
HCM 7th Control Delay, s/veh 21.5
HCM 7th LOS C
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 7th Signalized Intersection Summary
6: US-395 & Joshua St 09/20/2024
EX_PM Existing PM 4:01 pm 08/26/2024 Baseline Synchro 12 Report Fehr & Peers Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 216 76 4 70 18 158 14 1255 294 77 531 11 Future Volume (veh/h) 216 76 4 70 18 158 14 1255 294 77 531 11 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 225 79 3 73 19 35 15 1307 185 80 553 7 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 346 364 14 301 380 322 62 1548 690 173 1770 789 Arrive On Green 0.20 0.20 0.20 0.20 0.20 0.20 0.03 0.44 0.44 0.10 0.50 0.50 Sat Flow, veh/h 1339 1776 67 1306 1856 1572 1767 3526 1572 1767 3526 1572 Grp Volume(v), veh/h 225 0 82 73 19 35 15 1307 185 80 553 7 Grp Sat Flow(s),veh/h/ln1339 0 1843 1306 1856 1572 1767 1763 1572 1767 1763 1572 Q Serve(g_s), s 14.2 0.0 3.2 4.3 0.7 1.6 0.7 28.9 6.5 3.7 8.1 0.2 Cycle Q Clear(g_c), s 14.9 0.0 3.2 7.6 0.7 1.6 0.7 28.9 6.5 3.7 8.1 0.2 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 346 0 378 301 380 322 62 1548 690 173 1770 789 V/C Ratio(X) 0.65 0.00 0.22 0.24 0.05 0.11 0.24 0.84 0.27 0.46 0.31 0.01 Avail Cap(c_a), veh/h 607 0 737 556 742 629 404 1611 719 404 1770 789 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh33.9 0.0 29.0 32.1 28.0 28.3 41.1 21.9 15.6 37.3 12.9 10.9 Incr Delay (d2), s/veh 2.1 0.0 0.3 0.4 0.1 0.1 2.0 4.7 0.4 1.9 0.2 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.6 0.0 1.4 1.4 0.3 0.6 0.3 11.0 2.1 1.6 2.7 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 36.0 0.0 29.2 32.5 28.0 28.4 43.1 26.6 16.1 39.2 13.1 10.9 LnGrp LOS D C C C C D C B D B B
Approach Vol, veh/h 307 127 1507 640
Approach Delay, s/veh 34.2 30.7 25.5 16.3
Approach LOS C C C B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s15.3 46.9 25.3 9.8 52.4 25.3
Change Period (Y+Rc), s6.7 8.5 7.4 6.7 8.5 7.4
Max Green Setting (Gmax), s20.0 40.0 35.0 20.0 40.0 35.0 Max Q Clear Time (g_c+I1), s5.7 30.9 16.9 2.7 10.1 9.6
Green Ext Time (p_c), s 0.1 7.5 1.0 0.0 6.7 0.4
Intersection Summary
HCM 7th Control Delay, s/veh 24.5
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

HCM 7th Signalized Intersection Summary
7: Bear Valley Rd & I-15 NB Ramps 09/20/2024
EX_PM Existing PM 4:01 pm 08/26/2024 Baseline Synchro 12 Report Fehr & Peers Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 222 1401 0 0 1328 176 269 3 626 0 0 0 Future Volume (veh/h) 222 1401 0 0 1328 176 269 3 626 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 0 0 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 234 1475 0 0 1398 169 283 3 570
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 3 3 0 0 3 3 3 3 3
Cap, veh/h 264 2902 0 0 1727 209 476 5 427
Arrive On Green 0.15 0.57 0.00 0.00 0.38 0.38 0.27 0.27 0.27 Sat Flow, veh/h 1767 5233 0 0 4739 553 1750 19 1572
Grp Volume(v), veh/h 234 1475 0 0 1032 535 286 0 570
Grp Sat Flow(s),veh/h/ln1767 1689 0 0 1689 1748 1768 0 1572 Q Serve(g_s), s 13.4 18.1 0.0 0.0 28.2 28.2 14.5 0.0 28.0 Cycle Q Clear(g_c), s 13.4 18.1 0.0 0.0 28.2 28.2 14.5 0.0 28.0 Prop In Lane 1.00 0.00 0.00 0.32 0.99 1.00
Lane Grp Cap(c), veh/h 264 2902 0 0 1276 660 481 0 427
V/C Ratio(X) 0.89 0.51 0.00 0.00 0.81 0.81 0.60 0.00 1.33 Avail Cap(c_a), veh/h 275 2902 0 0 1276 660 481 0 427
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 0.77 0.77 1.00 0.00 1.00 Uniform Delay (d), s/veh42.9 13.3 0.0 0.0 28.7 28.7 32.6 0.0 37.5 Incr Delay (d2), s/veh 25.7 0.6 0.0 0.0 4.4 8.2 5.3 0.0 165.3 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/ln7.5 6.3 0.0 0.0 11.5 12.6 6.8 0.0 30.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 68.6 13.9 0.0 0.0 33.1 36.9 37.9 0.0 202.8 LnGrp LOS E B C D D F
Approach Vol, veh/h 1709 1567 856
Approach Delay, s/veh 21.4 34.4 147.7
Approach LOS C C F
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 69.0 20.1 48.9 34.0
Change Period (Y+Rc), s 10.0 4.7 10.0 6.0
Max Green Setting (Gmax), s 38.0 16.0 38.0 28.0
Max Q Clear Time (g_c+I1), s 20.1 15.4 30.2 30.0
Green Ext Time (p_c), s 6.9 0.0 4.3 0.0
Intersection Summary
HCM 7th Control Delay, s/veh 52.5
HCM 7th LOS D
HCM 7th Signalized Intersection Summary
8: Mariposa Rd & Bear Valley Rd 09/20/2024
EX_PM Existing PM 4:01 pm 08/26/2024 Baseline Synchro 12 Report Fehr & Peers Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 177 1488 362 109 1145 58 226 202 114 82 193 149 Future Volume (veh/h) 177 1488 362 109 1145 58 226 202 114 82 193 149 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.98 1.00 0.98 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 184 1550 333 114 1193 56 248 192 14 85 201 16 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 219 2126 454 133 2279 107 375 197 164 186 195 165 Arrive On Green 0.12 0.51 0.51 0.08 0.46 0.46 0.11 0.11 0.11 0.10 0.10 0.10 Sat Flow, veh/h 1767 4169 890 1767 4952 232 3534 1856 1546 1767 1856 1572 Grp Volume(v), veh/h 184 1254 629 114 813 436 248 192 14 85 201 16 Grp Sat Flow(s),veh/h/ln1767 1689 1682 1767 1689 1808 1767 1856 1546 1767 1856 1572 Q Serve(g_s), s 10.2 28.9 29.3 6.4 17.1 17.1 6.7 10.3 0.8 4.5 10.5 0.9 Cycle Q Clear(g_c), s 10.2 28.9 29.3 6.4 17.1 17.1 6.7 10.3 0.8 4.5 10.5 0.9 Prop In Lane 1.00 0.53 1.00 0.13 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 219 1722 858 133 1554 832 375 197 164 186 195 165 V/C Ratio(X) 0.84 0.73 0.73 0.86 0.52 0.52 0.66 0.98 0.09 0.46 1.03 0.10 Avail Cap(c_a), veh/h 343 1722 858 133 1554 832 375 197 164 186 195 165 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.58 0.58 0.58 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh42.9 19.1 19.2 45.7 19.2 19.2 43.0 44.6 40.3 42.1 44.8 40.5 Incr Delay (d2), s/veh 6.4 1.6 3.3 39.9 1.3 2.4 4.3 57.1 0.2 7.9 73.0 1.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.7 10.6 11.1 4.2 6.5 7.2 3.1 7.7 0.3 2.3 8.6 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 49.2 20.7 22.4 85.6 20.5 21.5 47.3 101.7 40.5 50.0 117.8 41.6 LnGrp LOS D C C F C C D F D D F D
Approach Vol, veh/h 2067 1363 454 302
Approach Delay, s/veh 23.8 26.3 70.1 94.7
Approach LOS C C E F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s12.0 56.0 16.0 17.0 51.0 16.0
Change Period (Y+Rc), s4.5 5.0 5.4 4.6 5.0 5.5
Max Green Setting (Gmax), s7.5 51.0 10.6 19.4 39.0 10.5 Max Q Clear Time (g_c+I1), s8.4 31.3 12.3 12.2 19.1 12.5 Green Ext Time (p_c), s 0.0 12.9 0.0 0.3 8.1 0.0
Intersection Summary
HCM 7th Control Delay, s/veh 34.7
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement.

HCM 7th Signalized Intersection Summary
1: Cataba Rd & Main St 09/20/2024
ProposedGP_AM Proposed AM 8:43 am 09/18/2024 Baseline Synchro 12 Report Fehr & Peers Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 90 900 90 110 1260 40 60 30 90 50 10 90 Future Volume (veh/h) 90 900 90 110 1260 40 60 30 90 50 10 90 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 93 928 93 113 1299 41 47 53 93 52 10 93 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, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 120 1836 569 239 1839 58 173 182 154 161 169 143 Arrive On Green 0.07 0.36 0.36 0.07 0.36 0.36 0.10 0.10 0.10 0.09 0.09 0.09 Sat Flow, veh/h 1767 5066 1571 3428 5045 159 1767 1856 1572 1767 1856 1572 Grp Volume(v), veh/h 93 928 93 113 870 470 47 53 93 52 10 93 Grp Sat Flow(s),veh/h/ln1767 1689 1571 1714 1689 1827 1767 1856 1572 1767 1856 1572 Q Serve(g_s), s 3.2 8.8 2.5 1.9 13.5 13.5 1.5 1.6 3.5 1.7 0.3 3.5 Cycle Q Clear(g_c), s 3.2 8.8 2.5 1.9 13.5 13.5 1.5 1.6 3.5 1.7 0.3 3.5 Prop In Lane 1.00 1.00 1.00 0.09 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 120 1836 569 239 1231 666 173 182 154 161 169 143 V/C Ratio(X) 0.78 0.51 0.16 0.47 0.71 0.71 0.27 0.29 0.60 0.32 0.06 0.65 Avail Cap(c_a), veh/h 242 2481 769 437 1621 877 1212 1272 1078 1212 1272 1078 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh28.1 15.2 13.2 27.4 16.7 16.7 25.6 25.7 26.5 26.1 25.4 26.9 Incr Delay (d2), s/veh 10.3 0.2 0.1 1.5 1.0 1.8 0.8 0.9 3.8 1.1 0.1 4.9 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/ln1.5 2.6 0.7 0.7 4.3 4.8 0.7 0.7 1.4 0.7 0.1 1.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 38.4 15.5 13.4 28.9 17.6 18.4 26.4 26.5 30.3 27.2 25.6 31.8 LnGrp LOS D B B C B B C C C C C C
Approach Vol, veh/h 1114 1453 193 155
Approach Delay, s/veh 17.2 18.8 28.3 29.8
Approach LOS B B C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s9.1 29.5 11.1 9.3 29.4 11.5
Change Period (Y+Rc), s5.0 7.2 5.5 5.0 7.2 5.5
Max Green Setting (Gmax), s8.4 29.4 42.0 7.8 30.0 42.0
Max Q Clear Time (g_c+I1), s5.2 15.5 5.5 3.9 10.8 5.5
Green Ext Time (p_c), s 0.0 6.8 0.5 0.1 5.8 0.8
Intersection Summary
HCM 7th Control Delay, s/veh 19.4
HCM 7th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement.

HCM 7th Signalized Intersection Summary
2: Key Pointe Driveway/Key Pointe Ave & Main St 09/20/2024 ProposedGP_AM Proposed AM 8:43 am 09/18/2024 Baseline Synchro 12 Report Fehr & Peers Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 60 950 10 160 1230 500 10 30 60 220 40 150 Future Volume (veh/h) 60 950 10 160 1230 500 10 30 60 220 40 150 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 62 979 4 165 1268 486 10 31 35 227 41 148 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, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 196 2229 692 206 1596 608 223 401 340 358 76 276 Arrive On Green 0.11 0.44 0.44 0.12 0.44 0.44 0.22 0.22 0.22 0.22 0.22 0.22 Sat Flow, veh/h 1767 5066 1572 1767 3609 1376 1185 1856 1572 1325 353 1274 Grp Volume(v), veh/h 62 979 4 165 1186 568 10 31 35 227 0 189 Grp Sat Flow(s),veh/h/ln1767 1689 1572 1767 1689 1608 1185 1856 1572 1325 0 1626 Q Serve(g_s), s 2.6 10.9 0.1 7.4 24.5 24.7 0.6 1.1 1.4 13.4 0.0 8.4 Cycle Q Clear(g_c), s 2.6 10.9 0.1 7.4 24.5 24.7 9.0 1.1 1.4 14.4 0.0 8.4 Prop In Lane 1.00 1.00 1.00 0.86 1.00 1.00 1.00 0.78
Lane Grp Cap(c), veh/h 196 2229 692 206 1493 711 223 401 340 358 0 352 V/C Ratio(X) 0.32 0.44 0.01 0.80 0.79 0.80 0.04 0.08 0.10 0.63 0.00 0.54 Avail Cap(c_a), veh/h 327 3747 1163 327 2498 1189 551 915 775 724 0 802 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh33.2 15.8 12.7 34.9 19.5 19.5 32.2 25.3 25.5 31.1 0.0 28.2 Incr Delay (d2), s/veh 0.3 0.1 0.0 3.0 0.4 0.8 0.0 0.0 0.0 0.7 0.0 0.5 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.1 3.6 0.0 3.1 8.1 7.9 0.2 0.5 0.5 4.2 0.0 3.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 33.6 15.8 12.8 37.9 19.8 20.3 32.2 25.4 25.5 31.8 0.0 28.7 LnGrp LOS C B B D B C C C C C C
Approach Vol, veh/h 1045 1919 76 416
Approach Delay, s/veh 16.9 21.5 26.3 30.4
Approach LOS B C C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s14.2 42.9 24.0 14.0 43.1 24.0
Change Period (Y+Rc), s4.7 7.2 * 6.5 5.0 7.2 6.5
Max Green Setting (Gmax), s15.0 60.0 * 40 15.0 60.0 40.0 Max Q Clear Time (g_c+I1), s9.4 12.9 11.0 4.6 26.7 16.4 Green Ext Time (p_c), s 0.1 4.4 0.2 0.0 9.2 1.1
Intersection Summary
HCM 7th Control Delay, s/veh 21.3
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 7th Signalized Intersection Summary
3: Main St & I-15 SB Ramps 09/20/2024
ProposedGP_AM Proposed AM 8:43 am 09/18/2024 Baseline Synchro 12 Report Fehr & Peers Page 3
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 0 1140 1460 0 300 420
Future Volume (veh/h) 0 1140 1460 0 300 420
Initial Q (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
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 0 1856 1856 0 1856 1856
Adj Flow Rate, veh/h 0 1175 1505 0 309 433
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, % 0 3 3 0 3 3
Cap, veh/h 0 2324 2324 0 1136 521
Arrive On Green 0.00 0.46 0.46 0.00 0.33 0.33
Sat Flow, veh/h 0 5400 5400 0 3428 1572
Grp Volume(v), veh/h 0 1175 1505 0 309 433
Grp Sat Flow(s),veh/h/ln 0 1689 1689 0 1714 1572
Q Serve(g_s), s 0.0 9.3 13.1 0.0 3.8 14.5
Cycle Q Clear(g_c), s 0.0 9.3 13.1 0.0 3.8 14.5
Prop In Lane 0.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2324 2324 0 1136 521
V/C Ratio(X) 0.00 0.51 0.65 0.00 0.27 0.83
Avail Cap(c_a), veh/h 0 3544 3544 0 1799 825
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 0.0 10.9 11.9 0.0 14.0 17.6
Incr Delay (d2), s/veh 0.0 0.2 0.3 0.0 0.1 4.1
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln0.0 2.5 3.5 0.0 1.3 5.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 0.0 11.1 12.2 0.0 14.2 21.8
LnGrp LOS B B B C
Approach Vol, veh/h 1175 1505 742
Approach Delay, s/veh 11.1 12.2 18.6
Approach LOS B B B
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 32.2 24.9 32.2
Change Period (Y+Rc), s 6.0 6.0 6.0
Max Green Setting (Gmax), s 40.0 30.0 40.0
Max Q Clear Time (g_c+I1), s 11.3 16.5 15.1
Green Ext Time (p_c), s 8.6 2.4 11.2
Intersection Summary
HCM 7th Control Delay, s/veh 13.2
HCM 7th LOS B
HCM 7th Signalized Intersection Summary
4: I-15 NB Ramps & Main St 09/20/2024
ProposedGP_AM Proposed AM 8:43 am 09/18/2024 Baseline Synchro 12 Report Fehr & Peers Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1090 0 0 1880 570 210 10 420 0 0 0 Future Volume (veh/h) 0 1090 0 0 1880 570 210 10 420 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1856 0 0 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 0 1124 0 0 1938 588 216 0 440
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 0 3 0 0 3 3 3 3 3
Cap, veh/h 0 2970 0 0 2970 922 361 0 642
Arrive On Green 0.00 0.59 0.00 0.00 0.59 0.59 0.20 0.00 0.20 Sat Flow, veh/h 0 5400 0 0 5233 1572 1767 0 3145
Grp Volume(v), veh/h 0 1124 0 0 1938 588 216 0 440
Grp Sat Flow(s),veh/h/ln 0 1689 0 0 1689 1572 1767 0 1572 Q Serve(g_s), s 0.0 6.8 0.0 0.0 14.7 14.1 6.3 0.0 7.4
Cycle Q Clear(g_c), s 0.0 6.8 0.0 0.0 14.7 14.1 6.3 0.0 7.4 Prop In Lane 0.00 0.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2970 0 0 2970 922 361 0 642
V/C Ratio(X) 0.00 0.38 0.00 0.00 0.65 0.64 0.60 0.00 0.69 Avail Cap(c_a), veh/h 0 3540 0 0 3540 1099 772 0 1374
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 6.3 0.0 0.0 7.9 7.8 20.7 0.0 21.1 Incr Delay (d2), s/veh 0.0 0.1 0.0 0.0 0.3 0.9 1.6 0.0 1.3 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/ln0.0 1.4 0.0 0.0 3.0 2.9 2.6 0.0 2.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 0.0 6.4 0.0 0.0 8.3 8.8 22.3 0.0 22.4 LnGrp LOS A A A C C
Approach Vol, veh/h 1124 2526 656
Approach Delay, s/veh 6.4 8.4 22.3
Approach LOS A A C
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 39.6 39.6 17.7
Change Period (Y+Rc), s 6.0 6.0 6.0
Max Green Setting (Gmax), s 40.0 40.0 25.0
Max Q Clear Time (g_c+I1), s 8.8 16.7 9.4
Green Ext Time (p_c), s 8.3 16.9 2.3
Intersection Summary
HCM 7th Control Delay, s/veh 10.0
HCM 7th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

HCM 7th Signalized Intersection Summary
5: Mariposa Rd & Main St 09/20/2024
ProposedGP_AM Proposed AM 8:43 am 09/18/2024 Baseline Synchro 12 Report Fehr & Peers Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 170 1270 70 250 2010 60 110 60 120 60 120 340 Future Volume (veh/h) 170 1270 70 250 2010 60 110 60 120 60 120 340 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 179 1337 74 263 2116 63 116 63 126 63 126 358 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 207 2200 122 291 2558 76 105 183 366 350 141 401 Arrive On Green 0.12 0.35 0.35 0.16 0.40 0.40 0.33 0.33 0.33 0.33 0.33 0.33 Sat Flow, veh/h 1767 6236 344 1767 6417 191 904 552 1104 1185 426 1211 Grp Volume(v), veh/h 179 1026 385 263 1578 601 116 0 189 63 0 484 Grp Sat Flow(s),veh/h/ln1767 1596 1793 1767 1596 1821 904 0 1657 1185 0 1638 Q Serve(g_s), s 12.0 21.3 21.4 17.6 35.7 35.8 6.1 0.0 10.4 5.1 0.0 33.9 Cycle Q Clear(g_c), s 12.0 21.3 21.4 17.6 35.7 35.8 40.0 0.0 10.4 15.5 0.0 33.9 Prop In Lane 1.00 0.19 1.00 0.10 1.00 0.67 1.00 0.74
Lane Grp Cap(c), veh/h 207 1689 633 291 1908 726 105 0 548 350 0 542 V/C Ratio(X) 0.86 0.61 0.61 0.90 0.83 0.83 1.10 0.00 0.34 0.18 0.00 0.89 Avail Cap(c_a), veh/h 439 2365 886 436 2377 904 105 0 548 350 0 542 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh52.4 32.2 32.2 49.5 32.6 32.6 59.1 0.0 30.5 36.4 0.0 38.4 Incr Delay (d2), s/veh 4.1 0.1 0.4 12.2 1.7 4.3 118.5 0.0 0.1 0.1 0.0 16.5 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/ln5.4 7.8 8.9 8.5 13.2 15.5 6.7 0.0 4.1 1.4 0.0 15.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 56.5 32.3 32.6 61.8 34.3 36.9 177.6 0.0 30.7 36.5 0.0 54.9 LnGrp LOS E C C E C D F C D D
Approach Vol, veh/h 1590 2442 305 547
Approach Delay, s/veh 35.1 37.9 86.6 52.8
Approach LOS D D F D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s24.1 49.8 46.9 18.6 55.4 46.9
Change Period (Y+Rc), s4.2 7.2 * 6.9 4.4 * 7.2 6.9
Max Green Setting (Gmax), s29.8 59.7 * 40 30.0 * 60 40.0 Max Q Clear Time (g_c+I1), s19.6 23.4 42.0 14.0 37.8 35.9 Green Ext Time (p_c), s 0.3 6.4 0.0 0.2 10.4 0.8
Intersection Summary
HCM 7th Control Delay, s/veh 41.7
HCM 7th LOS D
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 7th Signalized Intersection Summary
6: US-395 & Joshua St 09/20/2024
ProposedGP_AM Proposed AM 8:43 am 09/18/2024 Baseline Synchro 12 Report Fehr & Peers Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 140 70 20 90 140 570 10 700 50 150 920 100 Future Volume (veh/h) 140 70 20 90 140 570 10 700 50 150 920 100 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 146 73 13 94 146 535 10 729 26 156 958 88 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 307 551 98 503 667 565 43 1026 458 192 1322 590 Arrive On Green 0.36 0.36 0.36 0.36 0.36 0.36 0.02 0.29 0.29 0.11 0.37 0.37 Sat Flow, veh/h 753 1533 273 1301 1856 1572 1767 3526 1572 1767 3526 1572 Grp Volume(v), veh/h 146 0 86 94 146 535 10 729 26 156 958 88 Grp Sat Flow(s),veh/h/ln 753 0 1806 1301 1856 1572 1767 1763 1572 1767 1763 1572 Q Serve(g_s), s 15.7 0.0 3.0 4.9 5.1 31.0 0.5 17.3 1.1 8.1 21.9 3.5 Cycle Q Clear(g_c), s 20.8 0.0 3.0 7.9 5.1 31.0 0.5 17.3 1.1 8.1 21.9 3.5 Prop In Lane 1.00 0.15 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 307 0 650 503 667 565 43 1026 458 192 1322 590 V/C Ratio(X) 0.48 0.00 0.13 0.19 0.22 0.95 0.23 0.71 0.06 0.81 0.72 0.15 Avail Cap(c_a), veh/h 317 0 674 521 693 587 377 1504 671 377 1504 671 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh28.1 0.0 20.2 22.8 20.9 29.1 44.9 29.7 24.0 40.9 25.2 19.4 Incr Delay (d2), s/veh 1.1 0.0 0.1 0.2 0.2 24.1 2.7 2.0 0.1 8.1 2.1 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.8 0.0 1.2 1.5 2.2 14.8 0.2 6.9 0.4 3.7 8.5 1.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 29.2 0.0 20.3 23.0 21.0 53.3 47.6 31.7 24.1 49.0 27.3 19.7 LnGrp LOS C C C C D D C C D C B
Approach Vol, veh/h 232 775 765 1202
Approach Delay, s/veh 25.9 43.5 31.6 29.6
Approach LOS C D C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s16.9 35.8 41.1 9.0 43.7 41.1
Change Period (Y+Rc), s6.7 8.5 7.4 6.7 8.5 7.4
Max Green Setting (Gmax), s20.0 40.0 35.0 20.0 40.0 35.0 Max Q Clear Time (g_c+I1), s10.1 19.3 22.8 2.5 23.9 33.0 Green Ext Time (p_c), s 0.2 8.0 1.1 0.0 9.3 0.8
Intersection Summary
HCM 7th Control Delay, s/veh 33.4
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

HCM 7th Signalized Intersection Summary
7: Bear Valley Rd & I-15 NB Ramps 09/20/2024
ProposedGP_AM Proposed AM 8:43 am 09/18/2024 Baseline Synchro 12 Report Fehr & Peers Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 280 1330 0 0 1420 390 170 10 550 0 0 0 Future Volume (veh/h) 280 1330 0 0 1420 390 170 10 550 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 0 0 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 295 1400 0 0 1495 360 179 11 485
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 3 3 0 0 3 3 3 3 3
Cap, veh/h 283 2989 0 0 1562 374 417 26 393
Arrive On Green 0.16 0.59 0.00 0.00 0.38 0.38 0.25 0.25 0.25 Sat Flow, veh/h 1767 5233 0 0 4246 977 1669 103 1572
Grp Volume(v), veh/h 295 1400 0 0 1236 619 190 0 485
Grp Sat Flow(s),veh/h/ln1767 1689 0 0 1689 1679 1772 0 1572 Q Serve(g_s), s 16.0 15.7 0.0 0.0 35.6 36.0 9.0 0.0 25.0 Cycle Q Clear(g_c), s 16.0 15.7 0.0 0.0 35.6 36.0 9.0 0.0 25.0 Prop In Lane 1.00 0.00 0.00 0.58 0.94 1.00
Lane Grp Cap(c), veh/h 283 2989 0 0 1293 643 443 0 393
V/C Ratio(X) 1.04 0.47 0.00 0.00 0.96 0.96 0.43 0.00 1.23 Avail Cap(c_a), veh/h 283 2989 0 0 1293 643 443 0 393
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 0.70 0.70 1.00 0.00 1.00 Uniform Delay (d), s/veh42.0 11.6 0.0 0.0 30.0 30.1 31.5 0.0 37.5 Incr Delay (d2), s/veh 65.3 0.5 0.0 0.0 12.8 21.9 3.0 0.0 125.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln11.9 5.3 0.0 0.0 15.8 17.4 4.2 0.0 23.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 107.3 12.1 0.0 0.0 42.8 52.0 34.5 0.0 162.9 LnGrp LOS F B D D C F
Approach Vol, veh/h 1695 1855 675
Approach Delay, s/veh 28.7 45.9 126.8
Approach LOS C D F
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 69.0 20.7 48.3 31.0
Change Period (Y+Rc), s 10.0 4.7 10.0 6.0
Max Green Setting (Gmax), s 41.0 16.0 38.0 25.0
Max Q Clear Time (g_c+I1), s 17.7 18.0 38.0 27.0
Green Ext Time (p_c), s 7.1 0.0 0.0 0.0
Intersection Summary
HCM 7th Control Delay, s/veh 51.9
HCM 7th LOS D
HCM 7th Signalized Intersection Summary
8: Mariposa Rd & Bear Valley Rd 09/20/2024
ProposedGP_AM Proposed AM 8:43 am 09/18/2024 Baseline Synchro 12 Report Fehr & Peers Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 130 1440 310 130 1330 80 380 220 180 60 140 100 Future Volume (veh/h) 130 1440 310 130 1330 80 380 220 180 60 140 100 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 135 1500 323 135 1385 83 396 229 188 62 146 104 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 154 1894 406 155 2217 133 478 251 212 237 249 211 Arrive On Green 0.09 0.45 0.45 0.09 0.45 0.45 0.14 0.14 0.14 0.13 0.13 0.13 Sat Flow, veh/h 1767 4176 895 1767 4886 293 3534 1856 1569 1767 1856 1572 Grp Volume(v), veh/h 135 1212 611 135 957 511 396 229 188 62 146 104 Grp Sat Flow(s),veh/h/ln1767 1689 1694 1767 1689 1802 1767 1856 1569 1767 1856 1572 Q Serve(g_s), s 8.2 33.0 33.3 8.1 23.3 23.3 11.8 13.1 12.7 3.4 8.0 6.6 Cycle Q Clear(g_c), s 8.2 33.0 33.3 8.1 23.3 23.3 11.8 13.1 12.7 3.4 8.0 6.6 Prop In Lane 1.00 0.53 1.00 0.16 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 154 1532 768 155 1532 818 478 251 212 237 249 211 V/C Ratio(X) 0.88 0.79 0.80 0.87 0.62 0.62 0.83 0.91 0.89 0.26 0.59 0.49 Avail Cap(c_a), veh/h 154 1532 768 155 1532 818 478 251 212 237 249 211 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.68 0.68 0.68 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh48.7 25.1 25.2 48.6 22.5 22.5 45.5 46.1 45.9 41.9 43.9 43.3 Incr Delay (d2), s/veh 29.9 2.9 5.8 37.2 1.9 3.6 11.6 34.5 33.0 2.7 9.7 8.0 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/ln4.8 12.9 13.7 5.1 9.1 10.1 5.8 8.2 6.7 1.6 4.2 3.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 78.6 28.1 31.0 85.9 24.4 26.1 57.1 80.6 78.9 44.6 53.7 51.3 LnGrp LOS E C C F C C E F E D D D
Approach Vol, veh/h 1958 1603 813 312
Approach Delay, s/veh 32.5 30.1 68.8 51.1
Approach LOS C C E D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s14.0 54.0 20.0 14.0 54.0 20.0
Change Period (Y+Rc), s4.5 5.0 5.4 4.6 5.0 5.5
Max Green Setting (Gmax), s9.5 49.0 14.6 9.4 49.0 14.5
Max Q Clear Time (g_c+I1), s10.1 35.3 15.1 10.2 25.3 10.0 Green Ext Time (p_c), s 0.0 9.6 0.0 0.0 10.7 0.5
Intersection Summary
HCM 7th Control Delay, s/veh 39.2
HCM 7th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement.

HCM 7th Signalized Intersection Summary
1: Cataba Rd & Main St 09/20/2024
ProposedGP_PM Proposed PM 8:43 am 09/18/2024 Baseline Synchro 12 Report Fehr & Peers Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 310 1540 190 180 1030 50 180 60 190 50 50 180 Future Volume (veh/h) 310 1540 190 180 1030 50 180 60 190 50 50 180 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 320 1588 90 186 1062 50 124 149 74 52 52 78 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, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 205 1939 602 274 1719 81 229 240 203 156 163 138 Arrive On Green 0.12 0.38 0.38 0.08 0.35 0.35 0.13 0.13 0.13 0.09 0.09 0.09 Sat Flow, veh/h 1767 5066 1572 3428 4957 233 1767 1856 1569 1767 1856 1567 Grp Volume(v), veh/h 320 1588 90 186 723 389 124 149 74 52 52 78 Grp Sat Flow(s),veh/h/ln1767 1689 1572 1714 1689 1814 1767 1856 1569 1767 1856 1567 Q Serve(g_s), s 8.4 20.4 2.7 3.8 12.9 12.9 4.8 5.5 3.1 2.0 1.9 3.5 Cycle Q Clear(g_c), s 8.4 20.4 2.7 3.8 12.9 12.9 4.8 5.5 3.1 2.0 1.9 3.5 Prop In Lane 1.00 1.00 1.00 0.13 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 205 1939 602 274 1171 629 229 240 203 156 163 138 V/C Ratio(X) 1.56 0.82 0.15 0.68 0.62 0.62 0.54 0.62 0.36 0.33 0.32 0.57 Avail Cap(c_a), veh/h 205 2095 650 369 1369 735 1023 1074 908 1023 1074 907 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh32.1 20.1 14.7 32.5 19.7 19.7 29.6 29.9 28.8 31.1 31.0 31.7 Incr Delay (d2), s/veh 276.2 2.5 0.1 3.0 0.6 1.2 2.0 2.6 1.1 1.2 1.1 3.6 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/ln18.9 6.9 0.8 1.6 4.4 4.8 2.1 2.6 1.2 0.9 0.9 1.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 308.3 22.7 14.8 35.5 20.3 20.9 31.5 32.5 29.9 32.3 32.1 35.3 LnGrp LOS F C B D C C C C C C C D
Approach Vol, veh/h 1998 1298 347 182
Approach Delay, s/veh 68.0 22.7 31.6 33.6
Approach LOS E C C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s13.4 32.4 11.9 10.8 35.0 14.9
Change Period (Y+Rc), s5.0 7.2 5.5 5.0 7.2 5.5
Max Green Setting (Gmax), s8.4 29.4 42.0 7.8 30.0 42.0
Max Q Clear Time (g_c+I1), s10.4 14.9 5.5 5.8 22.4 7.5
Green Ext Time (p_c), s 0.0 5.7 0.7 0.1 5.3 1.6
Intersection Summary
HCM 7th Control Delay, s/veh 47.7
HCM 7th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement.

HCM 7th Signalized Intersection Summary
2: Key Pointe Driveway/Key Pointe Ave & Main St 09/20/2024 ProposedGP_PM Proposed PM 8:43 am 09/18/2024 Baseline Synchro 12 Report Fehr & Peers Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 50 1610 30 320 1150 570 40 80 240 570 110 130 Future Volume (veh/h) 50 1610 30 320 1150 570 40 80 240 570 110 130 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 52 1660 23 330 1186 561 41 82 101 588 113 130 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, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 133 1947 604 222 1459 679 313 623 528 424 264 304 Arrive On Green 0.08 0.38 0.38 0.13 0.43 0.43 0.34 0.34 0.34 0.34 0.34 0.34 Sat Flow, veh/h 1767 5066 1572 1767 3377 1572 1128 1856 1572 1191 787 905 Grp Volume(v), veh/h 52 1660 23 330 1186 561 41 82 101 588 0 243 Grp Sat Flow(s),veh/h/ln1767 1689 1572 1767 1689 1572 1128 1856 1572 1191 0 1693 Q Serve(g_s), s 3.3 35.8 1.1 15.0 36.6 37.5 3.5 3.7 5.4 36.3 0.0 13.3 Cycle Q Clear(g_c), s 3.3 35.8 1.1 15.0 36.6 37.5 16.8 3.7 5.4 40.0 0.0 13.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.53
Lane Grp Cap(c), veh/h 133 1947 604 222 1459 679 313 623 528 424 0 568 V/C Ratio(X) 0.39 0.85 0.04 1.48 0.81 0.83 0.13 0.13 0.19 1.39 0.00 0.43 Avail Cap(c_a), veh/h 222 2550 791 222 1700 791 313 623 528 424 0 568 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh52.5 33.6 22.9 52.1 29.6 29.9 37.2 27.5 28.1 44.0 0.0 30.7 Incr Delay (d2), s/veh 0.7 1.9 0.0 240.3 2.3 5.4 0.1 0.0 0.1 188.8 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/ln1.5 14.0 0.4 21.2 14.2 14.1 1.0 1.6 2.1 35.0 0.0 5.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 53.2 35.5 22.9 292.5 31.9 35.3 37.3 27.6 28.2 232.8 0.0 30.9 LnGrp LOS D D C F C D D C C F C
Approach Vol, veh/h 1735 2077 224 831
Approach Delay, s/veh 35.8 74.2 29.6 173.8
Approach LOS D E C F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s19.7 53.0 46.5 14.0 58.7 46.5
Change Period (Y+Rc), s4.7 7.2 * 6.5 5.0 7.2 6.5
Max Green Setting (Gmax), s15.0 60.0 * 40 15.0 60.0 40.0 Max Q Clear Time (g_c+I1), s17.0 37.8 18.8 5.3 39.5 42.0 Green Ext Time (p_c), s 0.0 8.0 0.5 0.0 7.9 0.0
Intersection Summary
HCM 7th Control Delay, s/veh 75.5
HCM 7th LOS E
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 7th Signalized Intersection Summary
3: Main St & I-15 SB Ramps 09/20/2024
ProposedGP_PM Proposed PM 8:43 am 09/18/2024 Baseline Synchro 12 Report Fehr & Peers Page 3
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 0 2260 1720 0 660 380
Future Volume (veh/h) 0 2260 1720 0 660 380
Initial Q (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
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 0 1856 1856 0 1856 1856
Adj Flow Rate, veh/h 0 2330 1773 0 680 392
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, % 0 3 3 0 3 3
Cap, veh/h 0 2693 2693 0 1043 478
Arrive On Green 0.00 0.53 0.53 0.00 0.30 0.30
Sat Flow, veh/h 0 5400 5400 0 3428 1572
Grp Volume(v), veh/h 0 2330 1773 0 680 392
Grp Sat Flow(s),veh/h/ln 0 1689 1689 0 1714 1572
Q Serve(g_s), s 0.0 29.2 18.4 0.0 12.6 16.9
Cycle Q Clear(g_c), s 0.0 29.2 18.4 0.0 12.6 16.9
Prop In Lane 0.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2693 2693 0 1043 478
V/C Ratio(X) 0.00 0.87 0.66 0.00 0.65 0.82
Avail Cap(c_a), veh/h 0 2773 2773 0 1408 646
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 0.0 14.8 12.3 0.0 22.1 23.6
Incr Delay (d2), s/veh 0.0 3.1 0.6 0.0 0.7 6.1
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln0.0 9.0 5.3 0.0 4.9 6.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 0.0 17.9 12.9 0.0 22.8 29.7
LnGrp LOS B B C C
Approach Vol, veh/h 2330 1773 1072
Approach Delay, s/veh 17.9 12.9 25.3
Approach LOS B B C
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 44.8 28.2 44.8
Change Period (Y+Rc), s 6.0 6.0 6.0
Max Green Setting (Gmax), s 40.0 30.0 40.0
Max Q Clear Time (g_c+I1), s 31.2 18.9 20.4
Green Ext Time (p_c), s 7.7 3.3 11.8
Intersection Summary
HCM 7th Control Delay, s/veh 17.7
HCM 7th LOS B
HCM 7th Signalized Intersection Summary
4: I-15 NB Ramps & Main St 09/20/2024
ProposedGP_PM Proposed PM 8:43 am 09/18/2024 Baseline Synchro 12 Report Fehr & Peers Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 2610 0 0 1830 420 270 10 850 0 0 0 Future Volume (veh/h) 0 2610 0 0 1830 420 270 10 850 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1856 0 0 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 0 2691 0 0 1887 236 278 0 838
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 0 3 0 0 3 3 3 3 3
Cap, veh/h 0 2709 0 0 2709 841 539 0 959
Arrive On Green 0.00 0.53 0.00 0.00 0.53 0.53 0.30 0.00 0.30 Sat Flow, veh/h 0 5400 0 0 5233 1572 1767 0 3145
Grp Volume(v), veh/h 0 2691 0 0 1887 236 278 0 838
Grp Sat Flow(s),veh/h/ln 0 1689 0 0 1689 1572 1767 0 1572 Q Serve(g_s), s 0.0 39.4 0.0 0.0 20.7 6.1 9.7 0.0 18.9
Cycle Q Clear(g_c), s 0.0 39.4 0.0 0.0 20.7 6.1 9.7 0.0 18.9 Prop In Lane 0.00 0.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2709 0 0 2709 841 539 0 959
V/C Ratio(X) 0.00 0.99 0.00 0.00 0.70 0.28 0.52 0.00 0.87 Avail Cap(c_a), veh/h 0 2709 0 0 2709 841 591 0 1051
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 17.3 0.0 0.0 12.9 9.5 21.4 0.0 24.6 Incr Delay (d2), s/veh 0.0 15.7 0.0 0.0 0.8 0.2 0.8 0.0 7.8 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 15.2 0.0 0.0 6.1 1.7 3.9 0.0 7.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 0.0 33.0 0.0 0.0 13.7 9.7 22.2 0.0 32.4 LnGrp LOS C B A C C
Approach Vol, veh/h 2691 2123 1116
Approach Delay, s/veh 33.0 13.3 29.9
Approach LOS C B C
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 46.0 46.0 28.8
Change Period (Y+Rc), s 6.0 6.0 6.0
Max Green Setting (Gmax), s 40.0 40.0 25.0
Max Q Clear Time (g_c+I1), s 41.4 22.7 20.9
Green Ext Time (p_c), s 0.0 12.2 1.9
Intersection Summary
HCM 7th Control Delay, s/veh 25.4
HCM 7th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

HCM 7th Signalized Intersection Summary
5: Mariposa Rd & Main St 09/20/2024
ProposedGP_PM Proposed PM 8:43 am 09/18/2024 Baseline Synchro 12 Report Fehr & Peers Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 630 2590 240 100 1830 110 170 190 160 160 130 300 Future Volume (veh/h) 630 2590 240 100 1830 110 170 190 160 160 130 300 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 663 2726 246 105 1926 111 179 200 143 168 137 259 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 465 3189 284 127 2102 121 93 274 196 144 157 296 Arrive On Green 0.26 0.53 0.53 0.07 0.34 0.34 0.27 0.27 0.27 0.27 0.27 0.27 Sat Flow, veh/h 1767 6010 536 1767 6220 358 980 1006 719 1029 574 1085 Grp Volume(v), veh/h 663 2165 807 105 1482 555 179 0 343 168 0 396 Grp Sat Flow(s),veh/h/ln1767 1596 1759 1767 1596 1791 980 0 1725 1029 0 1659 Q Serve(g_s), s 38.6 56.8 58.4 8.6 43.6 43.6 6.5 0.0 26.5 13.5 0.0 33.5 Cycle Q Clear(g_c), s 38.6 56.8 58.4 8.6 43.6 43.6 40.0 0.0 26.5 40.0 0.0 33.5 Prop In Lane 1.00 0.30 1.00 0.20 1.00 0.42 1.00 0.65
Lane Grp Cap(c), veh/h 465 2540 933 127 1618 605 93 0 470 144 0 452 V/C Ratio(X) 1.43 0.85 0.86 0.83 0.92 0.92 1.93 0.00 0.73 1.17 0.00 0.88 Avail Cap(c_a), veh/h 465 2540 933 371 1678 628 93 0 470 144 0 452 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh54.0 29.5 29.9 67.2 46.6 46.6 71.8 0.0 48.4 68.9 0.0 51.0 Incr Delay (d2), s/veh 203.7 2.9 8.2 5.1 7.9 17.5 454.6 0.0 5.0 126.9 0.0 16.6 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/ln42.9 20.9 25.0 4.0 17.8 21.6 15.2 0.0 12.0 10.4 0.0 15.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 257.8 32.4 38.0 72.2 54.5 64.0 526.4 0.0 53.4 195.7 0.0 67.6 LnGrp LOS F C D E D E F D F E
Approach Vol, veh/h 3635 2142 522 564
Approach Delay, s/veh 74.7 57.8 215.6 105.8
Approach LOS E E F F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s14.8 85.0 46.9 43.0 56.8 46.9
Change Period (Y+Rc), s4.2 7.2 * 6.9 4.4 * 7.2 6.9
Max Green Setting (Gmax), s30.8 58.7 * 40 38.6 * 51 40.0 Max Q Clear Time (g_c+I1), s10.6 60.4 42.0 40.6 45.6 42.0 Green Ext Time (p_c), s 0.1 0.0 0.0 0.0 4.0 0.0
Intersection Summary
HCM 7th Control Delay, s/veh 82.7
HCM 7th LOS F
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 7th Signalized Intersection Summary
6: US-395 & Joshua St 09/20/2024
ProposedGP_PM Proposed PM 8:43 am 09/18/2024 Baseline Synchro 12 Report Fehr & Peers Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 350 220 10 90 100 350 30 1590 320 680 840 120 Future Volume (veh/h) 350 220 10 90 100 350 30 1590 320 680 840 120 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 365 229 9 94 104 235 31 1656 212 708 875 121 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 326 528 21 280 552 468 96 1199 535 301 1608 717 Arrive On Green 0.30 0.30 0.30 0.30 0.30 0.30 0.05 0.34 0.34 0.17 0.46 0.46 Sat Flow, veh/h 1033 1773 70 1133 1856 1572 1767 3526 1572 1767 3526 1572 Grp Volume(v), veh/h 365 0 238 94 104 235 31 1656 212 708 875 121 Grp Sat Flow(s),veh/h/ln1033 0 1843 1133 1856 1572 1767 1763 1572 1767 1763 1572 Q Serve(g_s), s 30.1 0.0 12.2 8.6 4.9 14.5 2.0 40.0 12.1 20.0 21.1 5.3 Cycle Q Clear(g_c), s 35.0 0.0 12.2 20.8 4.9 14.5 2.0 40.0 12.1 20.0 21.1 5.3 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 326 0 549 280 552 468 96 1199 535 301 1608 717 V/C Ratio(X) 1.12 0.00 0.43 0.34 0.19 0.50 0.32 1.38 0.40 2.36 0.54 0.17 Avail Cap(c_a), veh/h 326 0 549 280 552 468 301 1199 535 301 1608 717 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh46.6 0.0 33.3 41.7 30.7 34.1 53.5 38.8 29.6 48.8 23.1 18.8 Incr Delay (d2), s/veh 86.6 0.0 0.5 0.7 0.2 0.8 1.9 176.7 1.0 620.3 0.7 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln17.4 0.0 5.5 2.4 2.2 5.6 0.9 45.4 4.5 60.2 8.1 1.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 133.2 0.0 33.9 42.4 30.9 35.0 55.5 215.5 30.6 669.1 23.8 19.1 LnGrp LOS F C D C C E F C F C B
Approach Vol, veh/h 603 433 1899 1704
Approach Delay, s/veh 94.0 35.6 192.3 291.6
Approach LOS F D F F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s26.7 48.5 42.4 13.1 62.1 42.4
Change Period (Y+Rc), s6.7 8.5 7.4 6.7 8.5 7.4
Max Green Setting (Gmax), s20.0 40.0 35.0 20.0 40.0 35.0 Max Q Clear Time (g_c+I1), s22.0 42.0 37.0 4.0 23.1 22.8 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 9.1 1.4
Intersection Summary
HCM 7th Control Delay, s/veh 201.4
HCM 7th LOS F
Notes
User approved pedestrian interval to be less than phase max green.

HCM 7th Signalized Intersection Summary
7: Bear Valley Rd & I-15 NB Ramps 09/20/2024
ProposedGP_PM Proposed PM 8:43 am 09/18/2024 Baseline Synchro 12 Report Fehr & Peers Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 240 1900 0 0 1670 320 340 10 680 0 0 0 Future Volume (veh/h) 240 1900 0 0 1670 320 340 10 680 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 0 0 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 253 2000 0 0 1758 321 358 11 627
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 3 3 0 0 3 3 3 3 3
Cap, veh/h 275 2902 0 0 1601 289 467 14 427
Arrive On Green 0.16 0.57 0.00 0.00 0.37 0.37 0.27 0.27 0.27 Sat Flow, veh/h 1767 5233 0 0 4471 777 1717 53 1572
Grp Volume(v), veh/h 253 2000 0 0 1375 704 369 0 627
Grp Sat Flow(s),veh/h/ln1767 1689 0 0 1689 1704 1770 0 1572 Q Serve(g_s), s 14.5 28.7 0.0 0.0 38.3 38.3 19.8 0.0 28.0 Cycle Q Clear(g_c), s 14.5 28.7 0.0 0.0 38.3 38.3 19.8 0.0 28.0 Prop In Lane 1.00 0.00 0.00 0.46 0.97 1.00
Lane Grp Cap(c), veh/h 275 2902 0 0 1256 634 481 0 427
V/C Ratio(X) 0.92 0.69 0.00 0.00 1.09 1.11 0.77 0.00 1.47 Avail Cap(c_a), veh/h 275 2902 0 0 1256 634 481 0 427
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 0.42 0.42 1.00 0.00 1.00 Uniform Delay (d), s/veh42.9 15.5 0.0 0.0 32.3 32.4 34.5 0.0 37.5 Incr Delay (d2), s/veh 33.7 1.4 0.0 0.0 48.8 60.0 11.1 0.0 222.5 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/ln8.7 10.1 0.0 0.0 23.1 25.3 9.9 0.0 37.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 76.6 16.9 0.0 0.0 81.1 92.3 45.6 0.0 260.0 LnGrp LOS E B F F D F
Approach Vol, veh/h 2253 2079 996
Approach Delay, s/veh 23.6 84.9 180.6
Approach LOS C F F
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 69.0 20.7 48.3 34.0
Change Period (Y+Rc), s 10.0 4.7 10.0 6.0
Max Green Setting (Gmax), s 38.0 16.0 38.0 28.0
Max Q Clear Time (g_c+I1), s 30.7 16.5 40.3 30.0
Green Ext Time (p_c), s 5.2 0.0 0.0 0.0
Intersection Summary
HCM 7th Control Delay, s/veh 76.9
HCM 7th LOS E
HCM 7th Signalized Intersection Summary
8: Mariposa Rd & Bear Valley Rd 09/20/2024
ProposedGP_PM Proposed PM 8:43 am 09/18/2024 Baseline Synchro 12 Report Fehr & Peers Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 350 1760 470 120 1410 80 390 240 150 110 240 190 Future Volume (veh/h) 350 1760 470 120 1410 80 390 240 150 110 240 190 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.98 1.00 0.98 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 365 1833 446 125 1469 79 406 250 51 115 250 59 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 343 1957 464 133 1769 95 481 252 210 186 195 165 Arrive On Green 0.19 0.48 0.48 0.08 0.36 0.36 0.14 0.14 0.14 0.10 0.10 0.10 Sat Flow, veh/h 1767 4078 966 1767 4914 264 3534 1856 1548 1767 1856 1572 Grp Volume(v), veh/h 365 1509 770 125 1010 538 406 250 51 115 250 59 Grp Sat Flow(s),veh/h/ln1767 1689 1667 1767 1689 1801 1767 1856 1548 1767 1856 1572 Q Serve(g_s), s 19.4 42.0 44.6 7.0 27.3 27.3 11.2 13.5 2.9 6.2 10.5 3.5 Cycle Q Clear(g_c), s 19.4 42.0 44.6 7.0 27.3 27.3 11.2 13.5 2.9 6.2 10.5 3.5 Prop In Lane 1.00 0.58 1.00 0.15 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 343 1621 800 133 1216 648 481 252 210 186 195 165 V/C Ratio(X) 1.06 0.93 0.96 0.94 0.83 0.83 0.84 0.99 0.24 0.62 1.28 0.36 Avail Cap(c_a), veh/h 343 1621 800 133 1216 648 481 252 210 186 195 165 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.36 0.36 0.36 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh40.3 24.4 25.1 46.0 29.2 29.2 42.2 43.1 38.6 42.8 44.8 41.6 Incr Delay (d2), s/veh 48.0 4.7 12.0 60.8 6.7 11.8 13.0 53.9 0.6 14.6 160.6 5.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln12.7 16.2 18.5 5.2 11.5 13.2 5.6 9.7 1.1 3.4 13.3 1.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 88.3 29.1 37.2 106.8 35.9 41.0 55.2 97.1 39.2 57.4 205.4 47.6 LnGrp LOS F C D F D D E F D E F D
Approach Vol, veh/h 2644 1673 707 424
Approach Delay, s/veh 39.6 42.8 68.8 143.3
Approach LOS D D E F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s12.0 53.0 19.0 24.0 41.0 16.0
Change Period (Y+Rc), s4.5 5.0 5.4 4.6 5.0 5.5
Max Green Setting (Gmax), s7.5 48.0 13.6 19.4 36.0 10.5 Max Q Clear Time (g_c+I1), s9.0 46.6 15.5 21.4 29.3 12.5 Green Ext Time (p_c), s 0.0 1.3 0.0 0.0 4.7 0.0
Intersection Summary
HCM 7th Control Delay, s/veh 52.5
HCM 7th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement.