Ncil20250827 — Santee City Council, August 27, 2025 (part 21 of 22)

Last revision 4/13/2022
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The Project Information Form (PIF) is to be completed by the applicant. The PIF is subject to change as new project information arises.

General Project Information and Description
Owner/Applicant Information
Name:

Address:

Phone Number:

Email:

Project Information
Project Name:

Project Address:

APN:

Land Use Designation: Zoning Designation:

CEQA Transportation Analysis Screening
To determine if your project is screened from VMT analysis, review the Project Type Screening and the Project Location Screening tables below. If no “Yes” is checked for any project type or land use applicable to your project, the project is not screened out and must complete VMT analysis in accordance with the analysis requirements outline in the City of Santee SB 743 Guidelines. Trip generation should be supported by a memo prepared by a traffic engineer.

Project Type Screening

1. Select the Screening Criteria that applies to your project

2. Answer the questions for each screening criteria that applies to your project (if “Yes” is indicated in any land use category below, then that land use (or a portion of the land use) is screened from CEQA Transportation Analysis) Note: All responses must be documented and supported by substantial evidence.

Screened
Out
Not
Screened
Out
Yes No

1. Project located in a transit accessible area
a. Is the project in a transit priority area or within ½ mile of a stop along a high-quality transit corridor, and has the following project characteristics?
i. Has a Floor Area Ratio (FAR) of more than 0.75
ii. Includes no more than the minimum parking for use by residents, customers, or employees of the project than
required by the jurisdiction
iii. Is consistent with the City of Santee General Plan iv. Does not replace affordable residential units with
moderate- or high-income residential units.
v. Have basic walking and biking access to transit

2. Small Project
a. The project generates 500 or fewer net new daily vehicle trips No No William Jacobs (626) 840-7570 [email protected] Palisade Santee Commerce Center Project 10990 N. Woodside Avenue 381-070-5200 Light Industrial Light Industrial □
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CEQA Transportation Analysis Screening

Page 2 of 2 ends

Last revision 4/13/2022
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3. Projects in VMT-Efficient area (Provide SANDAG screening map showing project location)
a. Residential Projects: Is the project located in a VMT-efficient area (15% or more below the baseline citywide average) using the SANDAG screening maps for VMT/Capita?
b. Employment Projects: Is the project located in a VMT-efficient area (15% or more below the baseline citywide average) using the SANDAG screening maps for VMT/Employee?
c. Industrial Projects: Is the project located in a VMT-efficient area (at or below the baseline citywide average) using the SANDAG screening maps for VMT/Employee?
d. Mixed-use Projects: refer to the appropriate section for each landuse included as part of the mixed-use project

4. Locally Serving Retail Projects
a. Is the project less than 125 ksf and serving the local community?The City may request a market capture study that identifies local market capture to the City’s satisfaction. (for Retail Projects above 50 ksf, market studies may be required to demonstrate that at least 75% of customers are local customers)

5. Locally Serving Public Facility or Community Purpose Facility a. Is the project a public facility or Community Purpose Facility that serves the local community? (see section 2.3 of VMT analysis guidelines for a list of public facilities)

6. Redevelopment Project
a. Is the proposed project’s total project VMT less than the existing land use’s total VMT? And the CEQA action includes closing the existing land use?

7. Infill affordable housing
a. Is the proposed project a deed restricted affordable housing project that meet the following criteria?
i. Is an infill project;
ii. Consists of a minimum of 52% affordable housing;
iii. Is within ½ mile radius of a transit stop or station; and iv. Project provided parking does not exceed parking
required by the City of Santee
Yes No No No Yes
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Show search resultsfOf 10990Wood
R~r x
• San Diego Region 5B743 VMT Maps
Forecast /
ABM Vers on s
I A8M2-- / 2021 RP
Res dents/Employees 1s
I Employees
Geography s
I Census Tract
Ye11r1s
2016
• I
• I
• I
Res denWEmployees Em;:> oyees
3 227

22.2 117.3%
Percent of Mean
- 100% to 125% of Regional Mean
- 85% to 100% of Regional Mean
- 50% to
85% of Regional Mean
Less than 50% of Regional Mean
No Data
Not Enough Data
~
2016 · ABM2+ 1 2021 RP (Scenario ID 458)
Region&!
M ean • 18.9 VMT per Resident
Regio
nal Mean -18.9 VMT per Employee
2025 · ABM2+ / 2021 RP (Scenario 10 462)
Regio
nal Mean -17.7 VMT pe, Resident
Region.,!
Me.,n • 17.0VMT p er Employee
2035 · ABM2+ / 2021 RP (Scenario ID 475)
Region.,! Mean • 16.6 VMT per Resident
Region.,J Mean -15.3 VMT pe, Employee
2050 · ABM
2+ / 2021 RP (Scenario ID 459)
Region.,! Mean -16.0 VMT pe, Resident
Reg
ion&! Mean• 14.3 VMT per Employee
~ 2016 · ABM2 /
2019 RTP (Scenario JO 434)
Region&!
Me.,n -19.0 VMT pe, Resident
Region.,! Mean • 27.2 VMT p er Employee
-
The meps provided by SANDAG are an interpretation
of the
Senate Bill 743 Technical Advisory g uidelines
pubi-shed b y the California Office of Plann:ng and
Research
end are provided .,s e resource to the
jurisdictions in the s.,n Diego regio-i to use as they see fit. Users of
the dat& should exerc·se the·r pro'essional
judgment In reviewing, evalu.,ting 11nd 11nalyzing VMT
reducti
on estimate results from the tool. E11ch .,gency
should con.suit w·th CEQA expen s 11nd legal counsel
reg11rdi
n9 the·, own CEQA pract·ces .,nd updates to
lociil policies. Refer to full d·scl11imer and 11ddition11! informt.1tion re!11ting to the use of the SB 743 VMT M 11p Web Application.
wh;Je t he det!I h11ve been tested for accur11cy and 11re properly functioning, SAN DAG disclaims ""Y
respon s.ibil ty for the 11 cc:ur11cy or correctness of the d11ta.

Appendix B
VMT Mitigation Measures

T-7
Locational Context Urban, Suburban
Scale of Application Project/Site
Type of VMT affected: Employee commute trips
Max VMT reduction: 4.00%
Percent of employees eligible for program 100.0% percent user input (default value = 0-1) Percent reduction in employee commute vehicle trips -4.0% percent constant (default value = -0.04) Adjustment from vehicle trips to VMT 1.000 unitless constant (default value = 1) Change in VMT -4.00% percent reduction
Sources:

Trip Reduction Programs - T-7. Implement Commute Trip Reduction Marketing This measure will implement a marketing strategy to promote the project site employer’s CTR program. Information sharing and marketing promote and educate employees about their travel choices to the employment location beyond driving such as carpooling, taking transit, walking, and biking, thereby reducing VMT and GHG emissions.

The following features (or similar alternatives) of the marketing strategy are essential for effectiveness.
▪ Onsite or online commuter information services.
▪ Employee transportation coordinators.
▪ Onsite or online transit pass sales.
▪ Guaranteed ride home service.
(1) Transportation Research Board (TRB). 2010. Traveler Response to Transportation System Changes Handbook, Third Edition: Chapter 19, Employer and Institutional TDM Strategies. June. Available: http://www.trb.org/Publications/Blurbs/163781.aspx. Accessed: January 2021.

Formula: % Change in VMT = Percent of employees eligible for program * Percent reduction in employee commute vehicle trips FEHR 1' PEERS
T-8
Locational Context Urban, Suburban
Scale of Application Project/Site
Type of VMT affected: Employee commute trips
Max VMT reduction: 8.00%
Select the Place Type for the project. Appendix C. T-7.1 Percent of employees eligible for program 100.0% percent user input (default value = 0-1) Percent reduction in employee commute VMT -4.0% percent constant (default value = -0.04--0.08) Change in VMT -4.00% percent reduction
Sources:

Trip Reduction Programs - T-8. Provide Ridesharing Program This measure will implement a ridesharing program and establish a permanent transportation management association with funding requirements for employers.

Ridesharing encourages carpooled vehicle trips in place of single-occupied vehicle trips, thereby reducing the number of trips, VMT, and GHG emissions.

Ridesharing must be promoted through a multi-faceted approach.

Examples include the following.
▪ Designating a certain percentage of desirable parking spaces for ridesharing vehicles. ▪ Designating adequate passenger loading and unloading and waiting areas for ridesharing vehicles. ▪ Providing an app or website for coordinating rides.

Suburban
(1) San Diego Association of Governments (SANDAG). 2019. Mobility Management VMT Reduction Calculator Tool–Design Document. June. Available:
https://www.icommutesd.com/docs/defaultsource/planning/tool-design-document_final_7-17-19.pdf?sfvrsn=ec39eb3b_2. Accessed: January 2021.

Formula: % Change in VMT = Percent of employees eligible for program * Percent reduction in employee commute VMT FEHR 'f PEERS
T-9-B
Locational Context Urban, Suburban
Scale of Application Project/Site
Type of VMT affected: Employee commute trips
Max VMT reduction: 5.50%
Select the Core-Based Statistical Area for the project. Appendix C. T-8.1 Average transit fare without subsidy $2.50 dollar user input (default value = 0-1000) Subsidy amount $2.50 dollar user input (default value = 0-1000) Percent of employees/residents eligible for subsidy 100.0% percent user input (default value = 0-1) Percent of project-generated VMT from employees/residents 72.5% percent user input (default value = 0-1) Transit mode share of all work trips 4.7% percent optional (default value = 0.0112-0.256) Elasticity of transit boardings with respect to transit fare price -0.430 unitless constant (default value = -0.43) Percent of transit trips that would otherwise be made in a vehicle 50.0% percent constant (default value = 0.5) Conversion factor of vehicle trips to VMT 1.000 unitless constant (default value = 1) Change in VMT -0.74% percent reduction
Sources:
(1) Federal Highway Administration (FHWA). 2017. National Household Travel Survey – 2017 Table Designer. Travel Day PMT by TRPTRANS by HH_CBSA, Workers by WRKTRANS by HH_CBSA.

Available: https://nhts.ornl.gov/. Accessed: January 2021. (2) Handy, L., Boarnet, S. 2013. Impacts of Transit Service Strategies on Passenger Vehicle Use and Greenhouse Gas Emissions. Available:
http://www.arb.ca.gov/cc/sb375/policies/transitservice/transit_brief.pdf. Accessed: January 2021. (3) Litman, T. 2020a. Transit Price Elasticities and Cross-elasticities. Victoria Transport Policy Institute. April. Available: https://www.vtpi.org/tranelas.pdf. Accessed: January 2021. (4) Taylor, B., Miller, D., Iseki, H., & Fink, C. 2008. Nature and/or Nurture? Analyzing the Determinants of Transit Ridership Across US Urbanized Areas. Transportation Research Part A: Policy and Practice, 43(1), 60-77. Available: https://citeseerx.ist.psu.edu/viewdoc/download?doi=10.1.1.367.5311&rep=rep1&type=pdf. Accessed: January 2021.

Formula: % Change in VMT = ( Subsidy amount / Average transit fare without subsidy * Elasticity of transit boardings with respect to transit fare price ) * Percent of employees/residents eligible for subsidy * Percent of project-generated VMT from employees/residents * Transit mode share of all work trips * Percent of transit trips that would otherwise be made in a vehicle * Conversion factor of vehicle trips to VMT
Trip Reduction Programs - T-9-B. Implement Subsidized or Discounted Transit Program - Work Trips Only This measure will provide subsidized or discounted, or free transit passes for employees. Reducing the out-of-pocket cost for choosing transit improves the competitiveness of transit against driving, increasing the total number of transit trips and decreasing vehicle trips. This decrease in vehicle trips results in reduced VMT and thus a reduction in GHG emissions. The project should be accessible either within 1 mile of high-quality transit service (rail or bus with headways of less than 15 minutes), 0.5 mile of local or less frequent transit service, or along a designated shuttle route providing last-mile connections to rail service. If a well-established bikeshare service (Measure T-22-A) is available, the site may be located up to 2 miles from a high-quality transit service.

San Diego-Carlsbad
FEHR 1" PEERS
T-10
Locational Context Urban, Suburban
Scale of Application Project/Site
Type of VMT affected: Employee commute trips
Max VMT reduction: 4.40%
Select the Core-Based Statistical Area for the project. Appendix C. T-9.1 Bike mode adjustment factor 4.860 unitless constant (default value = 1.78-4.86) Existing bicycle trip length for all trips in region 2.0 mile optional (default value = 1.7-2.9) Existing vehicle trip length for all trips in region 19.1 mile optional (default value = 9.7-19.1) Existing bicycle mode share for work trips in region 1.3% percent optional (default value = 0.004-0.041) Existing vehicle mode share for work trips in region 91.8% percent optional (default value = 0.671-0.953) Change in VMT -0.57% percent reduction
Sources:

San Diego-Carlsbad
Trip Reduction Programs - T-10. Provide End-of-Trip Bicycle Facilities This measure will install and maintain end-of-trip facilities for employee use. End-of-trip facilities include bike parking, bike lockers, showers, and personal lockers. The provision and maintenance of secure bike parking and related facilities encourages commuting by bicycle, thereby reducing VMT and GHG emissions. (1) Buehler, R. 2012. Determinants of bicycle commuting in the Washington, DC region: The role bicycle parking, cyclist showers, and free car parking at work.

Transportation Research Part D, 17, 525– 531. Available: http://www.pedbikeinfo.org/cms/downloads/DeterminantsofBicycleCommuting.pdf. Accessed: January 2021. (2) Federal Highway Administration (FHWA). 2017a. National Household Travel Survey – 2017 Table Designer. Travel Day PT by TRPTRANS by HH_CBSA. Available:
https://nhts.ornl.gov/. Accessed: January 2021.
(3) Federal Highway Administration (FHWA). 2017b. National Household Travel Survey – 2017 Table Designer. Workers by WRKTRANS by HH_CBSA. Available:
https://nhts.ornl.gov/. Accessed: January 2021.

Formula: % Change in VMT = ( Existing bicycle trip length for all trips in region * ( Existing bicycle mode share for work trips in region - ( Bike mode adjustment factor * Existing bicycle mode share for work trips in region ))) / ( Existing vehicle trip length for all trips in region * Existing vehicle mode share for work trips in region )
FEHR 1' PEERS
T-18
Locational Context Urban, Suburban, Rural
Scale of Application Plan/Community
Type of VMT affected: Household trips
Max VMT reduction: 6.40%
Existing sidewalk length in study area 0.4 mile user input (default value = 0-9999) Sidewalk length in study area with measure 0.6 mile user input (default value = 0-9999) Elasticity of VMT with respect to the ratio of sidewalks-to-streets -0.050 unitless constant (default value = -0.05) Change in VMT -2.51% percent reduction
Sources:

Neighborhood Design - T-18. Provide Pedestrian Network Improvement This measure will increase the sidewalk coverage to improve pedestrian access. Providing sidewalks and an enhanced pedestrian network encourages people to walk instead of drive. This mode shift results in a reduction in VMT and GHG emissions. The ‘study area’ should be based on a 1 KM buffer around the area where the pedestrian network is being improved. The VMT reduction is limited to household VMT. (1) Federal Highway Administration (FHWA). 2019. 2017 National Household Travel Survey Popular Vehicle Trip Statistics. Available: https://nhts.ornl.gov/vehicle-trips.

Accessed: January 2021.
(2) Frank, L., M. Greenwald, S. Kavage, and A. Devlin. 2011. An Assessment of Urban Form and Pedestrian and Transit Improvements as an Integrated GHG Reduction Strategy. WSDOT Research Report WA-RD 765.1, Washington State Department of Transportation. April. Available:
www.wsdot.wa.gov/research/reports/fullreports/765.1.pdf. Accessed: January 2021. (3) Handy, S., S. Glan-Claudia, and M. Boarnet. 2014. Impacts of Pedestrian Strategies on Passenger Vehicle Use and Greenhouse Gas Emissions: Policy Brief. September.

Available: https://ww2.arb.ca.gov/sites/default/files/2020- 06/Impacts_of_Pedestrian_Strategies_on_Passenger_Vehicle_Use_and_Greenhouse_Gas_Emissions_P olicy_Brief.pdf. Accessed: January 2021.

Formula: % Change in VMT = (( Sidewalk length in study area with measure / Existing sidewalk length in study area ) - 1) * Elasticity of VMT with respect to the ratio of sidewalks-to-streets
FEHR '\' PEERS
TRANSPORTATION | 83
T-5. Implement Commute Trip Reduction Program
(Voluntary)
GHG Mitigation Potential
Up to 4.0% of GHG
emissions from project/site
employee commute VMT
Co-Benefits (icon key on pg. 34)
Climate Resilience
CTR programs could result in less traffic,
potentially reducing congestion or delays on
major roads during peak AM and PM traffic
periods. When this reduction occurs during
extreme weather events, it better allows
emergency responders to access a hazard
site. Lower transportation costs would also
increase community resilience by freeing up
resources for other purposes.

Health and Equity Considerations
Design of CTR programs need to ensure
equitable access and benefits to all
employees are provided considering
disparate existing mobility options in
diverse communities.

Measure Description
This measure will implement a voluntary commute trip reduction (CTR) program with employers. CTR programs discourage singleoccupancy vehicle trips and encourage alternative modes of transportation such as carpooling, taking transit, walking, and biking, thereby reducing VMT and GHG emissions. Voluntary implementation elements are described in this measure.

Subsector
Trip Reduction Programs
Locational Context
Urban, suburban
Scale of Application
Project/Site
Implementation Requirements
Voluntary CTR programs must include the following elements to apply the VMT reductions reported in literature.
▪ Employer-provided services, infrastructure, and incentives for alternative modes such as ridesharing (Measure T-8),
discounted transit (Measure T-9), bicycling (Measure T-10), vanpool (Measure T-11), and guaranteed ride home.
▪ Information, coordination, and marketing for said services, infrastructure, and incentives (Measure T-7).

Cost Considerations
Employer costs may include recurring costs for transit subsidies, capital and maintenance costs for the alternative transportation infrastructure, and labor costs for staff to manage the program.

Where the local municipality has a VMT reduction ordinance, costs may include the labor costs for government staff to track the efficacy of the program.

Expanded Mitigation Options
Other strategies may also be included as part of a voluntary CTR program, though they are not included in the VMT reductions reported by literature and thus are not incorporated in the VMT reductions for this measure.

This program typically serves as a complement to the more effective workplace CTR measures such as pricing workplace parking (Measure T-12) or implementing employee parking “cashout” (Measure T-13). 4%
•-

T-5. Implement Commute Trip Reduction Program (Voluntary) TRANSPORTATION | 84 GHG Reduction Formula
A = B × C
GHG Calculation Variables
ID Variable Value Unit Source
Output
A Percent reduction in GHG emissions from
project/site employee commute VMT
0–4.0 % calculated
User Inputs
B Percent of employees eligible for program 0–100 % user input Constants, Assumptions, and Available Defaults
C Percent reduction in commute VMT from eligible
employees
-4 % Boarnet et al.
2014
Further explanation of key variables:
▪ (B) – This refers to the percent of employees that would be able to participate in the program. Employees who might not be able to participate could include those who work nighttime hours when transit and rideshare services are not available or employees who are required to drive to work as part of their job duties. This input does not refer to the percent of employees who participate in the program.
▪ (C) – A policy brief summarizing the results of employer-based trip reduction studies concluded that these programs reduce total commute VMT for employees at participating work sites by 4 to 6 percent (Boarnet et al. 2014). To be conservative, the low end of the range is cited.

GHG Calculation Caps or Maximums
Measure Maximum
(Amax) The maximum GHG reduction from this measure is 4 percent. This maximum scenario is presented in the below example quantification.

Subsector Maximum
( ∑ AmaxT-5 through T-13 ≤45%) This measure is in the Trip Reduction Programs subsector. This subcategory includes Measures T-5 through T-13. The employee commute VMT reduction from the combined implementation of all measures within this subsector is capped at 45 percent.

Mutually Exclusive Measures
If this measure is selected, the user may not also take credit for Measure T-6, which represents the same implementation activities as Measure T-5, except that the CTR program would be mandatory. Users should select either Measure T-5 or T-6.

T-5. Implement Commute Trip Reduction Program (Voluntary) TRANSPORTATION | 85 If this measure is selected, the user may not also take credit for Measures T-7 through T-11.

Measure T-5 accounts for the combined GHG reductions achieved by each of these individual measures. To combine the GHG reductions from T-5 with any of these measures would be considered double counting. However, the user may take credit for Measures T12 through T-13 within the larger CTR subcategory, so long as the combined VMT reduction does not exceed 45 percent, as noted above.

Example GHG Reduction Quantification
The user reduces employee commute VMT by requiring that employers of a project offer a voluntary commute trip reduction program to their employees. In this example, the percent of employees eligible (B) is 100 percent, which would reduce GHG emissions from employee commute VMT by 4 percent.

Quantified Co-Benefits
Improved Local Air Quality
The percent reduction in GHG emissions (A) would be the same as the percent reduction in NOX, CO, NO2, SO2, and PM. Reductions in ROG emissions can be calculated by multiplying the percent reduction in GHG emissions (A) by an adjustment factor of 87 percent. See Adjusting VMT Reductions to Emission Reductions above for further discussion.

Energy and Fuel Savings
The percent reduction in vehicle fuel consumption would be the same as the percent reduction in GHG emissions (A).

VMT Reductions
The percent reduction in VMT would be the same as the percent reduction in GHG emissions (A).

Sources
▪ Boarnet, M., H. Hsu, and S. Handy. 2014. Impacts of Employer-Based Trip Reduction Programs and Vanpools on Passenger Vehicle Use and Greenhouse Gas Emissions. September. Available:
https://ww2.arb.ca.gov/sites/default/files/2020-06/Impacts_of_EmployerBased_Trip_Reduction_Programs_and_Vanpools_on_Passenger_Vehicle_Use_and_Greenhouse_Gas_E missions_Policy_Brief.pdf. Accessed: January 2021.

A = 100% × -4% = -4%
TRANSPORTATION | 86
T-6. Implement Commute Trip Reduction Program
(Mandatory Implementation and Monitoring)
GHG Mitigation Potential
Up to 26.0% of GHG
emissions from project/site
employee commute VMT
Co-Benefits (icon key on pg. 34)
Climate Resilience
Commute trip reduction programs could
result in less traffic, potentially reducing
congestion or delays on major roads during
peak AM and PM traffic periods. When this
reduction occurs during extreme weather
events, it better allows emergency
responders to access a hazard site. Lower
transportation costs would also increase
community resilience by freeing up resources
for other purposes.

Health and Equity Considerations
Design of CTR programs needs to consider
existing mobility options in diverse
communities and ensure equitable access
and benefit to all employees.

Measure Description
This measure will implement a mandatory CTR program with employers. CTR programs discourage single-occupancy vehicle trips and encourage alternative modes of transportation such as carpooling, taking transit, walking, and biking, thereby reducing VMT and GHG emissions.

Subsector
Trip Reduction Programs
Locational Context
Urban, suburban
Scale of Application
Project/Site
Implementation Requirements
The mandatory CTR program must include all other elements (i.e., Measures T-7 through T-11) described for the voluntary program (Measure T-5) plus include mandatory trip reduction requirements (including penalties for non-compliance) and regular monitoring and reporting to ensure the calculated VMT reduction matches the observed VMT reduction.

Cost Considerations
Employer costs may include recurring, direct costs for transit subsidies, capital and maintenance costs for alternative transportation infrastructure, and labor costs for staff to manage the program. If the local municipality has a mandatory VMT reduction ordinance, additional employer costs could include noncompliance penalties if the municipality fines CTR programs that do not meet a VMT goal. Municipal costs may include the labor costs for government staff to track the efficacy of the program, which may be outweighed by revenue generated from fines collected from non-compliant businesses.

Expanded Mitigation Options
This program typically serves as a complement to the more effective workplace CTR measures, such as pricing workplace parking (Measure T-12) or implementing employee parking “cashout” (Measure T-13). 26%
Photo Credit: University of Manitoba, 2018

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TRANSPORTATION | 87
T-6. Implement Commute Trip Reduction Program (Mandatory Implementation and Monitoring)
GHG Reduction Formula
A = B × C × D
GHG Calculation Variables
ID Variable Value Unit Source
Output
A Percent reduction in GHG emissions from
project/site employee commute VMT
0–26.0 % calculated
User Inputs
B Percent of employees eligible for program 0–100 % user input Constants, Assumptions, and Available Defaults
C Percent reduction in vehicle mode share of
employee commute trips
-26 % Nelson\Nygaard
Consulting
Associates 2015
D Adjustment from vehicle mode share to
commute VMT
1 unitless assumed
Further explanation of key variables:
▪ (B) – This refers to the percent of employees that would be able to participate in the program. This will usually be 100 percent. Employees who might not be able to participate could include those who work nighttime hours when transit and rideshare services are not available or employees who are required to drive to work as part of their job duties. This input does not refer to the percent of employees who participate in the program. ▪ (C) – A multiyear study of mode share on Genentech’s South San Francisco campuses tracked the long-run change in employee commute mode share with implementation of mandatory CTR. Between 2006 and 2014, employee vehicle mode share (includes single-occupied vehicles and carpools) decreased from approximately 90 percent to 64 percent, which is a 26 percent reduction (Nelson\Nygaard Consulting Associates 2015). ▪ (D) – The adjustment factor from vehicle mode share to commute VMT is 1. This assumes that all vehicle trips will average out to typical trip length. Thus, it can be assumed that a percentage reduction in vehicle trips will equal the same percentage reduction in VMT.

GHG Calculation Caps or Maximums
Measure Maximum
(Amax) The maximum GHG reduction from this measure is 26 percent. This maximum scenario is presented in the below example quantification.

TRANSPORTATION | 88
T-6. Implement Commute Trip Reduction Program (Mandatory Implementation and Monitoring)
Mutually Exclusive Measures
If this measure is selected, the user may not also take credit for Measure T-5, which represents the same implementation activities as Measure T-5, except that the CTR program would be mandatory. Users should select either Measure T-5 or T-6.

If this measure is selected, the user may not also take credit for Measures T-7 through T-11.

Measure T-6 accounts for the combined GHG reductions achieved by each of these individual measures. To combine the GHG reductions from T-6 with any of these measures would be considered double counting. However, the user may take credit for Measure T-12 and T-13 within the larger CTR subcategory, so long as the combined VMT reduction does not exceed 45 percent, as noted above.

Example GHG Reduction Quantification
The user reduces employee commute VMT by requiring that the employer of the proposed project offer a mandatory CTR program to their employees. In this example, the percent of employees eligible (B) is 100 percent, which would reduce GHG emissions from employee commute VMT by 26 percent.

Energy and Fuel Savings
The percent reduction in vehicle fuel consumption would be the same as the percent reduction in GHG emissions (A).

VMT Reductions
The percent reduction in VMT would be the same as the percent reduction in GHG emissions (A).

Sources
▪ Nelson/Nygaard Consulting Associates. 2015. Genentech–South San Francisco Campus TDM and Parking Report. June. Available: http://ci-ssfca.granicus.com/MetaViewer.php?view_id=2&clip_id=859&meta_id=62028. Accessed: January 2021.

A = 100% × -26% × 1= -26%
TRANSPORTATION | 89
T-7. Implement Commute Trip Reduction Marketing
GHG Mitigation Potential
Up to 4.0% of GHG
emissions from project/site
employee commute VMT
Co-Benefits (icon key on pg. 34)
Climate Resilience
Commute trip reduction programs could
result in less traffic, potentially reducing
congestion or delays on major roads during
peak AM and PM traffic periods. When this
reduction occurs during extreme weather
events, it better allows emergency
responders to access a hazard site. Lower
transportation costs would also increase
community resilience by freeing up
resources for other purposes.

Health and Equity Considerations
Design of CTR programs needs to consider
existing mobility options in diverse
communities and ensure equitable access and
benefit to all employees. CTR programs may
need to include multi-language materials.

Measure Description
This measure will implement a marketing strategy to promote the project site employer’s CTR program. Information sharing and marketing promote and educate employees about their travel choices to the employment location beyond driving such as carpooling, taking transit, walking, and biking, thereby reducing VMT and GHG emissions.

Subsector
Trip Reduction Programs
Locational Context
Urban, suburban
Scale of Application
Project/Site
Implementation Requirements
The following features (or similar alternatives) of the marketing strategy are essential for effectiveness.
▪ Onsite or online commuter information services.
▪ Employee transportation coordinators.
▪ Onsite or online transit pass sales.
▪ Guaranteed ride home service.

Cost Considerations
Employer costs include labor and materials for development and distribution of survey and marketing materials to promote the program and educate potential participants.

Expanded Mitigation Options
This measure could be packaged with other commute trip
reduction measures (Measures T-8 through T-13) as a
comprehensive CTR program (Measure T-5 or T-6).
4%
Photo Credit: Sacramento Area Council of
Governments, 2012
•-

T-7. Implement Commute Trip Reduction Marketing TRANSPORTATION | 90 GHG Reduction Formula
A = B × C × D
GHG Calculation Variables
ID Variable Value Unit Source
Output
A Percent reduction in GHG emissions from
project/site employee commute VMT
0–4.0 % calculated
User Inputs
B Percent of employees eligible for program 0–100 % user input Constants, Assumptions, and Available Defaults
C Percent reduction in employee commute
vehicle trips
-4 % TRB 2010
D Adjustment from vehicle trips to VMT 1 unitless assumed Further explanation of key variables:
▪ (B) – This refers to the percent of employees that would be able to participate in the program. This will usually be 100 percent. Employees who might not be able to participate could include those who work nighttime hours when transit and rideshare services are not available or employees who are required to drive to work as part of their job duties. This input does not refer to the percent of employees who actually participate in the program.
▪ (C) – A review of studies measuring the effect of transportation demand management measures on traveler behavior notes that the average empirically-based estimate of reductions in vehicle trips for full-scale, site-specific employer support programs is 4 to 5 percent. To be conservative, the low end of the range is cited (TRB 2010). ▪ (D) – The adjustment factor from vehicle trips to VMT is 1. This assumes that all vehicle trips will average out to typical trip length (“assumes all trip lengths are equal”). Thus, it can be assumed that a percentage reduction in vehicle trips will equal the same percentage reduction in VMT.

GHG Calculation Caps or Maximums
Measure Maximum
(Amax) The maximum GHG reduction from this measure is 4 percent. This maximum scenario is presented in the below example quantification.

T-7. Implement Commute Trip Reduction Marketing TRANSPORTATION | 91 Mutually Exclusive Measures
If this measure is selected, the user may not also take credit for either Measure T-5 or T-6.

However, this measure may be implemented alongside other individual CTR measures (Measures T-8 through T-13). The efficacy of individual programs may vary highly based on individual employers and local contexts.

Example GHG Reduction Quantification
The user reduces employee commute VMT by requiring that employers of a project market to employees travel options for modes alternative to single-occupied vehicles. In this example, the percent of employees eligible (B) is 100 percent, which would reduce GHG emissions from employee commute VMT by 4 percent.

Energy and Fuel Savings
The percent reduction in vehicle fuel consumption would be the same as the percent reduction in GHG emissions (A).

VMT Reductions
The percent reduction in VMT would be the same as the percent reduction in GHG emissions (A).

Sources
▪ Transportation Research Board (TRB). 2010. Traveler Response to Transportation System Changes Handbook, Third Edition: Chapter 19, Employer and Institutional TDM Strategies. June. Available:
http://www.trb.org/Publications/Blurbs/163781.aspx. Accessed: January 2021.

A = 100% × -4% × 1 = -4%
TRANSPORTATION | 92
T-8. Provide Ridesharing Program
GHG Mitigation Potential
Up to 8.0% of GHG
emissions from project/site
employee commute VMT
Co-Benefits (icon key on pg. 34)
Climate Resilience
Ridesharing programs could result in less
traffic, potentially reducing congestion or
delays on major roads during peak AM and
PM traffic periods. When this reduction
occurs during extreme weather events, it
better allows emergency responders to
access a hazard site. Lower transportation
costs would also increase community
resilience by freeing up resources for
other purposes.

Health and Equity Considerations
Program should include all onsite workers,
such as contractors, interns, and service
workers. Because ridesharing is vehiclebased, and some employees may not be in areas with feasible rideshare networks,
design of programs need to ensure
equitable benefits to those with and without
access to rideshare opportunities.

Measure Description
This measure will implement a ridesharing program and establish a permanent transportation management association with funding requirements for employers. Ridesharing encourages carpooled vehicle trips in place of single-occupied vehicle trips, thereby reducing the number of trips, VMT, and GHG emissions.

Subsector
Trip Reduction Programs
Locational Context
Urban, suburban
Scale of Application
Project/Site
Implementation Requirements
Ridesharing must be promoted through a multifaceted approach.

Examples include the following.
▪ Designating a certain percentage of desirable parking spaces for ridesharing vehicles.
▪ Designating adequate passenger loading and unloading and waiting areas for ridesharing vehicles.
▪ Providing an app or website for coordinating rides.

Cost Considerations
Costs of developing, implementing, and maintaining a rideshare program in a way that encourages participation are generally borne by municipalities or employers. The beneficiaries include the program participants saving on commuting costs, the employer reducing onsite parking expenses, and the municipality reducing cars on the road, which leads to lower infrastructure and roadway maintenance costs.

Expanded Mitigation Options
When providing a ridesharing program, a best practice is to establish funding by a non-revocable funding mechanism for employer-provided subsidies. In addition, encourage use of lowemission ridesharing vehicles (e.g., shared Uber Green).

This measure could be paired with any combination of the other commute trip reduction strategies (Measures T-7 through T-13) for increased reductions.
8%
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T-8. Provide Ridesharing Program TRANSPORTATION | 93
GHG Reduction Formula
A = B × C
GHG Calculation Variables
ID Variable Value Unit Source
Output
A Percent reduction in GHG emissions from
project/site employee commute VMT
0–8.0 % calculated
User Inputs
B Percent of employees eligible for program 0–100 % user input Constants, Assumptions, and Available Defaults
C Percent reduction in employee commute VMT Table T-8.1 % SANDAG 2019 Further explanation of key variables:
▪ (B) – This refers to the percent of employees that would be able to participate in the program. This will usually be 100 percent. Employees who might not be able to participate could include those who work nighttime hours when transit and rideshare services are not available or employees who are required to drive to work as part of their job duties. This input does not refer to the percent of employees who actually participate in the program.
▪ (C) – The percent reduction in employee commute VMT by place type is provided in Table T-8.1 in Appendix C. The reduction differs by place type because the willingness and ability to participate in carpooling is higher in urban areas than in suburban areas. Note that this measure is not applicable for implementation in rural areas (SANDAG 2019).

GHG Calculation Caps or Maximums
Measure Maximum
(Amax) The maximum GHG reduction from this measure is 8 percent.

Mutually Exclusive Measures
If this measure is selected, the user may not also take credit for either Measure T-5 or T-6.

However, this measure may be implemented alongside other individual CTR measures (Measures T-7 and T-9 through T-13). The efficacy of individual programs may vary highly based on individual employers and local contexts.

T-8. Provide Ridesharing Program TRANSPORTATION | 94
Example GHG Reduction Quantification
The user reduces employee commute VMT by requiring that employers of a project provide a ridesharing program to their employees. In this example, the percent of employees eligible (B) at a packaging and distribution center is 50 percent and the place type of the project is urban (C). GHG emissions from employee commute VMT would be reduced by 4 percent.

Energy and Fuel Savings
The percent reduction in vehicle fuel consumption would be the same as the percent reduction in GHG emissions (A).

VMT Reductions
The percent reduction in VMT would be the same as the percent reduction in GHG emissions (A).

Sources
▪ San Diego Association of Governments (SANDAG). 2019. Mobility Management VMT Reduction Calculator Tool–Design Document. June. Available: https://www.icommutesd.com/docs/defaultsource/planning/tool-design-document_final_7-17-19.pdf?sfvrsn=ec39eb3b_2. Accessed: January 2021.

A = 50% × -8% = -4%
TRANSPORTATION | 95
T-9. Implement Subsidized or Discounted Transit
Program
GHG Mitigation Potential
Up to 5.5% of emissions from
employee/resident vehicles
accessing the site
Co-Benefits (icon key on pg. 34)
Climate Resilience
Subsidized and discounted transit programs
increase the capacity of low-income
populations to use transit to evacuate or
access resources during an extreme weather
event. They could also incentivize more people
to use transit, resulting in less traffic and better
allowing emergency responders to access a
hazard site during an extreme weather event.

Lower overall out-of-pocket costs would also
help increase community resilience by freeing
up resources for other purposes.

Health and Equity Considerations
Program should include all onsite workers,
such as contractors, interns, and service
workers.

Measure Description
This measure will provide subsidized or discounted, or free transit passes for employees and/or residents. Reducing the out-of-pocket cost for choosing transit improves the competitiveness of transit against driving, increasing the total number of transit trips and decreasing vehicle trips. This decrease in vehicle trips results in reduced VMT and thus a reduction in GHG emissions.

Subsector
Trip Reduction Programs
Locational Context
Urban, suburban
Scale of Application
Project/Site
Implementation Requirements
The project should be accessible either within 1 mile of highquality transit service (rail or bus with headways of less than 15 minutes), 0.5 mile of local or less frequent transit service, or along a designated shuttle route providing last-mile connections to rail service. If a well-established bikeshare service (Measure T-22-A) is available, the site may be located up to 2 miles from a highquality transit service.

If more than one transit agency serves the site, subsidies should be provided that can be applied to each of the services available. If subsidies are applied for only one service, all variable inputs below should also pertain only to the service that is subsidized.

Cost Considerations
The employer cost is the recurring, direct cost for transit subsidies.

The subsidies will lower the per capita income of the transit service, decreasing the revenue of the local transit agency. This cost may be offset by increased revenue from increased ridership.

The beneficiaries include the program participants saving on commuting cost, the employer reducing onsite parking expenses, and the municipality reducing cars on the road, which leads to lower infrastructure and roadway maintenance costs.

Expanded Mitigation Options
This measure could be paired with any combination of the other commute trip reduction strategies (Measures T-7 through T-13) for increased reductions.

5.5 •-%

T-9. Implement Subsidized or Discounted Transit Program TRANSPORTATION | 96 GHG Reduction Formula
A =
C
B
× G × D × E × F × H × I
GHG Calculation Variables
If subsidies or discounts target employees, the GHG reduction from this measure may be limited to work-related employee trips only (i.e., home-to- work) and work-to-other, where at least one trip end is work). If residents are targeted, the GHG reductions extend to all trips.

ID Variable Value Unit Source
Output
A Percent reduction in GHG emissions from
employee/resident vehicles accessing the site
0–5.5 % calculated
User Inputs
B Average transit fare without subsidy [ ] $ user input C Subsidy amount [ ] $ user input
D Percent of employees/residents eligible for
subsidy
0–100 % user input
E Percent of project-generated VMT from
employees/residents
0–100 % user input
Constants, Assumptions, and Available Defaults
F Transit mode share of all trips or work trips Table T-3.1 or Table T-9.1
% FHWA 2017
G Elasticity of transit boardings with respect to
transit fare price
-0.43 unitless Taylor et al.
2008
H Percent of transit trips that would otherwise
be made in a vehicle
50 % Handy &
Boarnet 2013
I Conversion factor of vehicle trips to VMT 1.0 unitless assumption Further explanation of key variables:
▪ (B and C) – The average transit fare and subsidy amount can be presented as either a fare per ride, or the cost of a monthly pass for typical transit service near the site. Pricing should be based on the expected means of subsidy implementation; for instance, if a monthly pass is provided to all residents, prices should be input on a monthly basis. ▪ (D) – The percentage of employees/residents associated with the site who have access to the subsidy. If subsidy is provided as an employee benefit, care should be taken to account for any contract or temporary workers who do not receive such benefits. ▪ (E) – The percentage of project-generated VMT from employees/residents is used to adjust the percent reduction in GHG emissions from the scale of employee and/or resident-generated VMT to project-generated VMT. If subsidies or discounts target employees at an office development, this value would simply be 100 percent. If the project site is a multifamily development with no onsite workers, this value would also be -

T-9. Implement Subsidized or Discounted Transit Program TRANSPORTATION | 97 100 percent. If the project site is a retail development, this value would be less than 100 percent, as it does not account for retail shopper trips to the site. The share of total VMT generated by employees for visitor-intensive uses, such as retail or medical offices, can be roughly estimated by multiplying the total number of employees by two (to account for both arrival and departure), divided by the total number of daily trips. ▪ (F) – Ideally, the user will calculate transit mode share for work trips or all trips of a Project/Site at a scale no larger than a census tract. Potential data sources include the U.S. Census, California Household Travel Survey (preferred), or local survey efforts.

Care should be taken not to present the reported commute mode share as retrieved from the American Community Survey (ACS), unless the land use is office or employment based and the tables are based on work location (rather than home location). If the subsidies or discounts target employees and their commute trips, then the mode share should use the home-to-work trip purpose. If the user is not able to provide a project-specific value using one of the data sources described above, they have the option to input the transit mode share for one of the six most populated CBSAs in California. The transit mode share for work trips by CBSA is presented in Table T-9.1 in Appendix C (FHWA 2017). The transit mode share for all trips is provided in Table T3.1 in Appendix C. ▪ (G) – A cross-sectional analysis of transit use in 265 urbanized areas in the U.S. found that a 0.43 percent decrease in transit boardings occurs for every 1 percent increase in transit fare price (Taylor et al. 2008). A policy brief summarizing the results of transit service strategies found this analysis to fall in the mid-point of observed, short-term values (Handy & Boarnet 2013). Price elasticities of transit demand vary based on both long-term and short-term demand, service type, and service location (Litman 2020 and Handy & Boarnet 2013).
▪ (H) – Not all new transit trips replace a vehicle trip. The share of transit trips that would otherwise be made by private vehicle ranges from less than 5 percent to 50 percent across studies. This assumption is based on observed values for high quality BRT service under the assumption that this measure is implemented alongside marketing measures and is targeted primarily at reducing vehicle commute trips. (Handy & Boarnet 2013).

Note that this study looked at service improvements rather than fare changes and is used as a proxy variable. If project-specific or location-specific information is available, it should be substituted for this assumptive variable.
▪ (I) – The adjustment factor from vehicle trips to VMT is 1. This assumes that all vehicle trips will average out to typical trip length (“assumes all trip lengths are equal”). Thus, it can be assumed that a percentage reduction in vehicle trips will equal the same percentage reduction in VMT. Subsidies or discounts targeting commute trips may have a higher factor as they are generally longer than the trip lengths for other purposes.

GHG Calculation Caps or Maximums
Measure Maximum
(Amax) The GHG reduction is capped at 5.5 percent, which is based on the following assumptions:
▪ (C=B) – The subsidy coverage is capped at 100 percent of the typical transit fare. ▪ (D) – All employees are eligible for the subsidy.

T-9. Implement Subsidized or Discounted Transit Program TRANSPORTATION | 98 ▪ (E) – All project-generated VMT is from employee-generated VMT. ▪ (F) – Employees at an office development in the San Francisco-Oakland-Hayward CBSA have a default transit mode share for work trips of 25.60 percent.

Mutually Exclusive Measures
If this measure is selected, the user may not also take credit for either Measure T-5 or T-6.

However, this measure may be implemented alongside other individual CTR measures (Measures T-7, T-8, T-10 through T-13). The efficacy of individual programs may vary highly based on individual employers and local contexts.

Example GHG Reduction Quantification
In this example, the user reduces VMT by providing all employees (D) of a proposed office development in the San Francisco-Oakland-Hayward CBSA a 100 percent transit subsidy in the form of a $100 monthly transit pass (C=B). The user would reduce GHG emissions from VMT by 5.5 percent.

A = (
$100
$100 × -0.43) × 100% × 100% × 25.60% × 50% × 1 = -5.5%
Quantified Co-Benefits
Improved Local Air Quality
The percent reduction in GHG emissions (A) would be the same as the percent reduction in NOX, CO, NO2, SO2, and PM. Reductions in ROG emissions can be calculated by multiplying the percent reduction in GHG emissions (A) by an adjustment factor of 87 percent. See Adjusting VMT Reductions to Emission Reductions above for further discussion.

Energy and Fuel Savings
The percent reduction in vehicle fuel consumption would be the same as the percent reduction in GHG emissions (A).

VMT Reductions
The percent reduction in VMT would be the same as the percent reduction in GHG emissions (A).

T-9. Implement Subsidized or Discounted Transit Program TRANSPORTATION | 99 Sources
▪ Federal Highway Administration (FHWA). 2017. National Household Travel Survey–2017 Table Designer. Travel Day PMT by TRPTRANS by HH_CBSA, Workers by WRKTRANS by HH_CBSA.

Available: https://nhts.ornl.gov/. Accessed: January 2021. ▪ Handy, L. and S. Boarnet. 2013. Impacts of Transit Service Strategies on Passenger Vehicle Use and Greenhouse Gas Emissions. Available:
http://www.arb.ca.gov/cc/sb375/policies/transitservice/transit_brief.pdf. Accessed: January 2021. ▪ Litman, T. 2020. Transit Price Elasticities and Cross-elasticities. Victoria Transport Policy Institute. April.

Available: https://www.vtpi.org/tranelas.pdf. Accessed: January 2021. ▪ Taylor, B., D. Miller, H. Iseki, and C. Fink. 2008. Nature and/or Nurture? Analyzing the Determinants of Transit Ridership Across US Urbanized Areas. Transportation Research Part A: Policy and Practice, 43(1), 60-77. Available:
https://citeseerx.ist.psu.edu/viewdoc/download?doi=10.1.1.367.5311&rep=rep1&type=pdf.

Accessed: January 2021.

TRANSPORTATION | 100
T-10. Provide End-of-Trip Bicycle Facilities
GHG Mitigation Potential
Up to 4.4% of GHG
emissions from project/site
employee commute VMT
Co-Benefits (icon key on pg. 34)
Climate Resilience
End-of-trip bicycle facilities could take more
cars off the road, resulting in less traffic and
better allowing emergency responders to
access a hazard site during an extreme
weather event. They could also make it
easier for bicycle users to access resources in
an extreme weather event.

Health and Equity Considerations
Facilities should be inclusive of all gender
identities and expressions. Consider
including gender-neutral, single-occupancy
options to allow for additional privacy for
those who want it.

Measure Description
This measure will install and maintain end-of-trip facilities for employee use. End-of-trip facilities include bike parking, bike lockers, showers, and personal lockers. The provision and maintenance of secure bike parking and related facilities encourages commuting by bicycle, thereby reducing VMT and GHG emissions.

Subsector
Trip Reduction Programs
Locational Context
Urban, suburban
Scale of Application
Project/Site
Implementation Requirements
End-of-trip facilities should be installed at a size proportional to the number of commuting bicyclists and regularly maintained.

Cost Considerations
Employer costs include capital and maintenance costs for construction and maintenance of facilities and potentially labor and materials costs for staff to monitor facilities and provide marketing to encourage use of new facilities. The beneficiaries include the program participants saving on commuting cost, the employer reducing onsite parking expenses, and the municipality reducing cars on the road, which leads to lower infrastructure and roadway maintenance costs.

Expanded Mitigation Options
Best practice is to include an onsite bicycle repair station and post signage on or near secure parking and personal lockers with information about how to reserve or obtain access to these amenities.

This measure could be paired with any combination of the other commute trip reduction strategies (Measures T-7 through T-13) for increased reductions.

4.4%
•-

T-10. Provide End-of-Trip Bicycle Facilities TRANSPORTATION | 101 GHG Reduction Formula
A =
C × (E − (B × E))
D × F
GHG Calculation Variables
ID Variable Value Unit Source
Output
A Percent reduction in GHG emissions from
employee project/site commute VMT

0.1–4.4 % calculated
User Inputs
None
Constants, Assumptions, and Available Defaults
B Bike mode adjustment factor 1.78 or

4.86 unitless Buehler 2012
C Existing bicycle trip length for all trips in
region
Table
T-10.1
miles FHWA 2017a
D Existing vehicle trip length for all trips in
region
Table
T-10.1
miles FHWA 2017a
E Existing bicycle mode share for work trips
in region
Table
T-10.2
% FHWA 2017b
F Existing vehicle mode share for work trips
in region
Table
T-10.2
% FHWA 2017b
Further explanation of key variables:
▪ (B) – The bike mode adjustment factor should be provided by the user based on type of bike facility. A study found that commuters with showers, lockers, and bike parking at work are associated with 4.86 times greater likelihood to commute by bicycle when compared to individuals without any bicycle facilities at work. Individuals with bike parking, but no showers and lockers at the workplace, are associated with 1.78 times greater likelihood to cycle to work than those without trip-end facilities (Buehler 2012). ▪ (C and D) – Ideally, the user will calculate bicycle and auto trip length for a Project/Site at a scale no larger than a census tract. Potential data sources include the U.S. Census, California Household Travel Survey (preferred), or local survey efforts. If the user is not able to provide a project-specific value using one of these data sources, they have the option to input the trip lengths for bicycles and vehicles for one of the six most populated CBSAs in California, as presented in Table T-10.1 in Appendix C (FHWA 2017a). Trip lengths are likely to be longer for areas not covered by the listed CBSAs, which represent the denser areas of the state.
▪ (E and F) – Ideally, the user will calculate bicycle and auto mode share for work trips for a Project/Site at a scale no larger than a census tract. Potential data sources include the U.S. Census, California Household Travel Survey (preferred), or local survey efforts. If the user is not able to provide a project-specific value using one of these data sources, they have the option to input the regional average mode shares for bicycle and vehicle

T-10. Provide End-of-Trip Bicycle Facilities TRANSPORTATION | 102 work trips for one of the six most populated CBSAs in California, as presented in Table T-10.2 in Appendix C (FHWA 2017b). If the project study area is not within the listed CBSAs or the user is able to provide a project-specific value, the user should replace these regional defaults in the GHG reduction formula. For areas not covered by the listed CBSAs, which represent the denser areas of the state, bicycle mode share is likely to be lower and vehicle share higher than presented in Table T-10.2.

GHG Calculation Caps or Maximums
Measure Maximum
(Amax) The maximum GHG reduction from this measure is 4.4 percent. This maximum scenario is presented in the below example quantification.

Mutually Exclusive Measures
If this measure is selected, the user may not also take credit for either Measure T-5 or T-6.

However, this measure may be implemented alongside other individual CTR measures (Measures T-7, T-8, T-9, and T-11 through T-13). The efficacy of individual programs may vary highly based on individual employers and local contexts.

Example GHG Reduction Quantification
The user reduces VMT by providing end-of-trip facilities for the project’s employees, which encourages bicycle trips in place of vehicle trips. In this example, the type of bike facility provided by the project is parking with showers, bike lockers, and personal lockers (B). The project is within San Jose-Sunnyvale-Santa Clara CBSA, and the user does not have project-specific values for trip lengths and mode shares and for bicycles and vehicles. Per Tables T-10.1 and T-10.2 in Appendix C, inputs for these variables are 2.8 miles, 11.5 miles, 4.1 percent, and 86.6 percent, respectively (C, D, E, and F). GHG emissions from employee commute VMT would be reduced by 4.4 percent.

A =

2.8 miles × (4.1% − (4.86 × 4.1%))

11.5 miles × 86.6% = -4.4%
Quantified Co-Benefits
Improved Local Air Quality
The percent reduction in GHG emissions (A) would be the same as the percent reduction in NOX, CO, NO2, SO2, and PM. Reductions in ROG emissions can be

T-10. Provide End-of-Trip Bicycle Facilities TRANSPORTATION | 103 calculated by multiplying the percent reduction in GHG emissions (A) by an adjustment factor of 87 percent. See Adjusting VMT Reductions to Emission Reductions above for further discussion.

Energy and Fuel Savings
The percent reduction in vehicle fuel consumption would be the same as the percent reduction in GHG emissions (A).

VMT Reductions
The percent reduction in VMT would be the same as the percent reduction in GHG emissions (A).

Sources
▪ Buehler, R. 2012. Determinants of bicycle commuting in the Washington, DC region: The role bicycle parking, cyclist showers, and free car parking at work. Transportation Research Part D, 17, 525–531.

Available: http://www.pedbikeinfo.org/cms/downloads/DeterminantsofBicycleCommuting.pdf.

Accessed: January 2021.
▪ Federal Highway Administration (FHWA). 2017a. National Household Travel Survey–2017 Table Designer. Travel Day PT by TRPTRANS by HH_CBSA. Available: https://nhts.ornl.gov/. Accessed:

January 2021.
▪ Federal Highway Administration (FHWA). 2017b. National Household Travel Survey–2017 Table Designer.

Workers by WRKTRANS by HH_CBSA. Available: https://nhts.ornl.gov/. Accessed: January 2021.

TRANSPORTATION | 104
T-11. Provide Employer-Sponsored Vanpool
GHG Mitigation Potential
Up to 20.4% of GHG
emissions from project/site
employee commute VMT
Co-Benefits (icon key on pg. 34)

Climate Resilience
Employer-sponsored vanpools could result in
less traffic, potentially reducing congestion
or delays on major roads during peak AM
and PM traffic periods. When this reduction
occurs during extreme weather events, it
better allows emergency responders to
access a hazard site.

Health and Equity Considerations
Consider using zero-emission or plug-in
electric vehicles (PHEVs) for additional
emission reduction benefits.

Measure Description
This measure will implement an employer-sponsored vanpool service. Vanpooling is a flexible form of public transportation that provides groups of 5 to 15 people with a cost-effective and convenient rideshare option for commuting. The mode shift from long-distance, single-occupied vehicles to shared vehicles reduces overall commute VMT, thereby reducing GHG emissions.

Subsector
Trip Reduction Programs
Locational Context
Urban, suburban, rural
Scale of Application
Project/Site
Implementation Requirements
Vanpool programs are more appropriate for the building
occupant or tenant (i.e., employer) to implement and monitor than the building owner or developer.

Cost Considerations
Employer costs primarily include the capital costs of vehicle acquisition and the labor costs of drivers, either through incentives to current employees or the hiring of dedicated drivers. The beneficiaries include the program participants saving on commuting cost, the employer reducing onsite parking expenses, and the municipality reducing cars on the road, which leads to lower infrastructure and roadway maintenance costs.

Expanded Mitigation Options
When implementing a vanpool service, best practice is to subsidize the cost for employees that have a similar origin and destination and provide priority parking for employees that vanpool.

This measure could be paired with any combination of the other commute trip reduction strategies (Measures T-7 through T-13) for increased reductions.

20.4%
Photo Credit: UCLA Transportation/Flickr, 2021

T-11. Provide Employer-Sponsored Vanpool TRANSPORTATION | 105 GHG Reduction Formula
A =
((1 − B) × C × F) + (B × D
E
× G)
((1 − B) × C × F) + (B × D × F)
− 1
GHG Calculation Variables
ID Variable Value Unit Source
Output
A Percent reduction in GHG emissions from
project/site employee commute VMT

3.4–20.4 % calculated
User Inputs
None
Constants, Assumptions, and Available Defaults
B Percent of employees that participate in
vanpool program

2.7 % SANDAG 2019
C Average length of one-way vehicle
commute trip in region
Table
T-11.1
miles per trip FHWA 2017
D Average length of one-way vanpool
commute trip

42.0 miles per trip SANDAG 2019
E Average vanpool occupancy (including
driver)

6.25 occupants SANDAG 2019
F Average emission factor of average
employee vehicle
307.5 g CO2e per mile CARB 2020
G Vanpool emission factor 763.4 g CO2e per mile CARB 2020 Further explanation of key variables:
▪ (B) – The percent of employees that would participate in a vanpool program is based on a survey of commuters in San Diego County (SANDAG 2019). If the project is not within San Diego County or the user is able to provide a project-specific value for within San Diego County, the user should replace the default employee participation rate in the GHG reduction formula.
▪ (C) – Ideally, the user will calculate auto commute trip lengths for a Project/Site at a scale no larger than a census tract. Potential data sources include the U.S. Census, California Household Travel Survey (preferred), or local survey efforts. If the user is not able to provide a project-specific value using one of these data sources, they have the option to input the regional average one-way auto commute trip length for one of the six most populated CBSAs in California, as presented in Table T-11.1 in Appendix C (FHWA 2017). Trip lengths are likely to be longer for areas not covered by the listed CBSAs, which represent the denser areas of the state.
▪ (D and E) – The average one-way vanpool commute trip length and occupancy are based on data from the San Diego Association of Government’s regional vanpool program (SANDAG 2019). If the project is not within San Diego County or the user is

T-11. Provide Employer-Sponsored Vanpool TRANSPORTATION | 106 able to provide a project-specific value for within San Diego County, the user should replace these defaults in the GHG reduction formula.
▪ (F and G) – The average GHG emission factors for employee commute and vanpool vehicles were calculated in terms of CO2e per mile using EMFAC2017 (v1.0.3). The model was run for a 2020 statewide average using diesel and gasoline fuel. The average of the light-duty automobile (LDA) and light duty truck (LDT1/LDT2) vehicle categories represents employee non-vanpool vehicles and the light-heavy duty truck (LHDT1) vehicle category conservatively represents a large cargo vanpool vehicle. The running emission factors for CO2, CH4, and N2O (CARB 2020) were multiplied by the corresponding 100-year GWP values from the IPCC’s Fourth Assessment Report (IPCC 2007). If the user can provide a project-specific value (i.e., for a future year and project location), the user should run EMFAC to replace the defaults in the GHG reduction formula.

GHG Calculation Caps or Maximums
Measure Maximum
(Amax) For projects in San Diego County that use default CBSA data from Table T-11.1 and (Bmax), the maximum percent reduction in GHG emissions (A) is 20.4 percent. This maximum scenario is presented in the below example quantification. (Bmax) The percent of employees that participate in the vanpool program is capped at 15 percent, which is based on the high end of vanpool participation survey data for several successful programs in the U.S. (SANDAG 2019).

Mutually Exclusive Measures
If this measure is selected, the user may not also take credit for either Measure T-5 or T-6.

However, this measure may be implemented alongside other individual CTR measures (Measures T-7 through T-10, T-12, and T-13). The efficacy of individual programs may vary highly based on individual employers and local contexts.

Example GHG Reduction Quantification
The user reduces employee commute VMT by requiring that the employer of the project to sponsor a vanpool program. In this example, the project is in the San Diego-Carlsbad CBSA and would have an average vehicle commute trip length of 14.52 miles (C). The percent of employees that participate in the vanpool program is 15 percent (Bmax). GHG emissions from employee commute would be reduced by 20.4 percent.

T-11. Provide Employer-Sponsored Vanpool TRANSPORTATION | 107 Quantified Co-Benefits
Improved Local Air Quality
The percent reduction in GHG emissions (A) would be the same as the percent reduction in NOX, CO, NO2, SO2, and PM. Reductions in ROG emissions can be calculated by multiplying the percent reduction in GHG emissions (A) by an adjustment factor of 87 percent. See Adjusting VMT Reductions to Emission Reductions above for further discussion.

Energy and Fuel Savings
The percent reduction in vehicle fuel consumption (H) can be calculated using the GHG reduction formula except that (F) and (G) should be replaced by (I) and (J), as follows.

Fuel Use Reduction Formula
H =
((1 − B) × C × I) + (B × D
E
× J)
((1 − B) × C × I) + (B × D × I)
− 1
Fuel Use Reduction Calculation Variables
ID Variable Value Unit Source
Output
H Percent reduction in fuel use from
project/site employee commute VMT

4.7–21.4 % calculated
User Inputs
None
Constants, Assumptions, and Available Defaults
I Fuel efficiency of average employee
vehicle

0.03639 gallon (gal)
per mile
CARB 2020
J Fuel efficiency of vanpool vehicle 0.08328 gal per mile CARB 2020 Further explanation of key variables:
▪ (I and J) – The average fuel efficiencies for employee commute and vanpool vehicles were calculated using EMFAC2017 (v1.0.3). The model was run for a 2020 statewide average using diesel and gasoline fuel. The average of the LDA, A=
((1 − 15%) × 14.52 miles
trip × 307.5 g CO2e
miles ) + (15% ×
42 miles
trip

6.25 occupants × 763.4 g CO2e
miles )
((1 − 15%) × 14.52 miles
trip × 307.5 g CO2e
miles ) + (15% × 42 miles
trip × 307.5 g CO2e
miles )
𝑒
− 1 = -20.4%

T-11. Provide Employer-Sponsored Vanpool TRANSPORTATION | 108 LDT1, and LDT2 vehicle categories represents employee non-vanpool vehicles, and the LHDT1 vehicle category conservatively represents a large cargo vanpool vehicle. If the user can provide a project-specific value (i.e., for a future year and project location), the user should run EMFAC to replace the defaults in the fuel use reduction formula.
▪ Please refer to the GHG Calculation Variables table above for definitions of variables that have been previously defined.

VMT Reductions
The percent reduction in VMT can be calculated using a modified version of the GHG reduction formula, as shown below.
% VMT Reduction =
((1 − B) × C) + (B × D
E
)
C − 1
Sources
▪ California Air Resources Board (CARB). 2020. EMFAC2017 v1.0.3. August. Available:
https://arb.ca.gov/emfac/emissions-inventory. Accessed: January 2021. ▪ Federal Highway Administration (FHWA). 2017. National Household Travel Survey–2017 Table Designer. Travel Day VT by HH_CBSA by TRPTRANS by TRIPPURP. Available: https://nhts.ornl.gov/.

Accessed: January 2021.
▪ Intergovernmental Panel on Climate Change (IPCC). 2007. Climate Change 2007: The Physical Science Basis. Contribution of Working Group I to the Fourth Assessment Report of the Intergovernmental Panel on Climate Change [Solomon, S., D. Qin, M. Manning, Z. Chen, M. Marquis, K. B. Averyt, M. Tignor and H.L. Miller (eds.)]. Cambridge University Press, Cambridge, United Kingdom and New York, NY, USA, 996 pp. Available: https://www.ipcc.ch/report/ar4/wg1/.

Accessed: January 2021.
▪ San Diego Association of Governments (SANDAG). 2019. Mobility Management VMT Reduction Calculator Tool–Design Document. June. Available: https://www.icommutesd.com/docs/default-source/planning/tooldesign-document_final_7-17-19.pdf?sfvrsn=ec39eb3b_2. Accessed: January 2021.

ID
TRANSPORTATION | 109
T-12. Price Workplace Parking
GHG Mitigation Potential
Up to 20.0% of GHG
emissions from project/site
employee commute VMT
Co-Benefits (icon key on pg. 34)
Climate Resilience
Priced workplace parking could incentivize
increased use of public transit and thus
result in less traffic, potentially reducing
congestion or delays on major roads during
peak AM and PM traffic periods. When this
reduction occurs during extreme weather
events, it better allows emergency
responders to access a hazard site.

Health and Equity Considerations
Parking pricing should include hourly and
daily options so part-time staff do not need
a monthly pass. If the project includes lowwaged employees that have fewer transportation choices or time and resource
constraints, it is instead recommended to
consider implementing Measure T-13,
Implement Employee Parking Cash-Out, or
other transportation subsidy.

Measure Description
This measure will price onsite parking at workplaces. Because free employee parking is a common benefit, charging employees to park onsite increases the cost of choosing to drive to work. This is expected to reduce single-occupancy vehicle commute trips, resulting in decreased VMT, thereby reducing associated GHG emissions.

Subsector
Trip Reduction Programs
Locational Context
Urban, suburban
Scale of Application
Project/Site
Implementation Requirements
Implementation may include the following.
▪ Explicitly charging for employee parking.
▪ Implementing above-market rate pricing.
▪ Validating parking only for invited guests (or not providing parking validation at all).
▪ Not providing employee parking and transportation
allowances.

In addition, this measure should include marketing and education regarding available alternatives to driving.

Cost Considerations
Parking fees would be a direct, recurring cost for employees.

Employer costs include labor costs for program management and monitoring, but this may be offset by revenue generated by the program.

Expanded Mitigation Options
Best practice is to ensure that other transportation options are available, convenient, and have competitive travel times (i.e., transit service near the project site, shuttle service, or a complete active transportation network serving the site and surrounding community), and that there is not alternative free parking available nearby (such as on-street). This measure is substantially less effective in environments that do not have other modes available or where unrestricted street parking or other offsite parking is available nearby and has adequate capacity to accommodate project-related vehicle parking demand.
20%

T-12. Price Workplace Parking TRANSPORTATION | 110
GHG Reduction Formula
For calculating effectiveness of pricing residential parking, see Measure T-16, Unbundle Residential Parking Costs from Property Cost. For calculating effectiveness of pricing parking at visitor-intensive land uses, see Measure T-24, Implement Market Price Public Parking (On-Street).

A =
B − C
C
× E × D × F
GHG Calculation Variables
ID Variable Value Unit Source
Output
A Percent reduction in GHG emissions from
employee commute VMT
0–20.0 % calculated
User Inputs
B Proposed parking price [ ] $ user input
C Baseline parking price [ ] $ user input
D Share of employees paying for parking [ ] % user input Constants, Assumptions, and Available Defaults
E Elasticity of parking demand with
respecting to parking price
-0.4 unitless Lehner &
Peer 2019
F Ratio of vehicle trip reduction to VMT 1 unitless assumption Further explanation of key variables:
▪ (B) – Parking price can be provided on an hourly, daily, or monthly basis. Monthly pricing is less effective than requiring daily or hourly payment since the price signal is diluted to only once a month.
▪ (C) – If baseline parking price is $0 (that is, if parking is typically free), set C = ¼ B, allowing for the maximum 50 percent increase in price. Alternatively, for locations that are located within 0.5 mile of transit service, set C = average transit fare to/from the location.
▪ (D) – Many organizations allow some employees free parking benefits. VMT reductions should be adjusted based on the share of employees that would be paying for parking. ▪ (E) – A meta-analysis of parking price studies found that a 0.40 percent decrease in parking demand occurs for every 1 percent increase in parking price (Lehner & Peer 2019). Price elasticity of parking demand varies by location, day of the week, and time of day.
▪ (F) – The adjustment factor from vehicle trips to VMT is 1. This assumes that all vehicle trips will average out to typical trip length (“assumes all trip lengths are equal”). Thus, it can be assumed that a percentage reduction in vehicle trips will equal the same percentage reduction in VMT. Subsidies or discounts targeting commute trips may have a higher factor as they are generally longer than the trip lengths for other purposes. ----

T-12. Price Workplace Parking TRANSPORTATION | 111
GHG Calculation Caps or Maximums
Measure Maximum
(Amax) The GHG reduction from priced workplace parking is capped at 20 percent. This maximum scenario is presented in the below example quantification. (
B−C
C max
) The percent increase in parking price is capped at 50 percent.

Mutually Exclusive Measures
If this measure is selected, the user may not also take credit for Measure T-13, Implement Employee Parking Cash-Out. While both measures focus on providing a price signal for employees to consider other modes for their work commute, this measure actively charges all employees to park, while Measure T-13 reimburses employees who do not park. Users should select either Measure T-12 or T-13.

Example GHG Reduction Quantification
The user reduces VMT by increasing the price of a monthly parking permit. In this example, the permit fee is increased from $50 (C) to $75 (B). If 100 percent of employees are subject to parking pricing (D), the user would reduce GHG emissions from VMT by 20 percent.

Energy and Fuel Savings
The percent reduction in vehicle fuel consumption would be the same as the percent reduction in GHG emissions (A).

A =
$75 − $50
$50 × -0.4 × 100% × 1 = -20%

T-12. Price Workplace Parking TRANSPORTATION | 112
VMT Reductions
The percent reduction in VMT would be the same as the percent reduction in GHG emissions (A).

Sources
▪ Lehner, S., Peer, S. 2019. The Price Elasticity of Parking: A Meta-analysis. Transportation Research Part A: Policy and Practice 121 2019. Available:
http://sustainabletransportationsc.org/garage/pdf/parking_elasticity.pdf. Accessed: January 2021.

TRANSPORTATION | 113
T-13. Implement Employee Parking Cash-Out
GHG Mitigation Potential
Up to 12.0% of GHG
emissions from project/site
employee commute VMT
Co-Benefits (icon key on pg. 34)

Climate Resilience
Employee parking cash-out could incentivize
increased use of public transit and thus
result in less traffic, potentially reducing
congestion or delays on major roads during
peak AM and PM traffic periods. When this
reduction occurs during extreme weather
events, it better allows emergency
responders to access a hazard site.

Health and Equity Considerations
Non-applicable
Measure Description
This measure will require project employers to offer employee parking cash-out. Cash-out is when employers provide employees with a choice of forgoing their current subsidized/free parking for a cash payment equivalent to or greater than the cost of the parking space. This encourages employees to use other modes of travel instead of single occupancy vehicles. This mode shift results in people driving less and thereby reduces VMT and GHG emissions.

Subsector
Trip Reduction Programs
Locational Context
Urban, suburban
Scale of Application
Project/Site
Implementation Requirements
To prevent spill-over parking and continued use of single occupancy vehicles, residential parking in the surrounding area must be permitted, and public on-street parking must be market rate.

Cost Considerations
Employer costs include the recurring, direct cost for payment to program participants and labor costs for program management.

Employees that participate in the program would achieve cost savings through the cash-out benefit and potentially through reduced vehicle ownership and usage.

Expanded Mitigation Options
This measure could be paired with many other commute trip reduction strategies (Measures T-7 through T-11) for increased reductions.
12%

T-13. Implement Employee Parking Cash-Out TRANSPORTATION | 114 GHG Reduction Formula
A = B × C
GHG Calculation Variables
ID Variable Value Unit Source
Output
A Percent reduction in GHG emissions
from project/site commute VMT
0–12.0 % calculated
User Inputs
B Percentage of employees eligible [ ] % user input
Constants, Assumptions, and Available Defaults
C Percent reduction in commute VMT
from implementation of measure
-12 % Shoup 2005
Further explanation of key variables:
▪ (B) – The percentage of employees eligible refers to the employees that would be able to participate in the program. This will usually be 100 percent. Employees who might not be able to participate could include those who work nighttime hours when transit and rideshare services are not available or employees who are required to drive to work as part of their job duties. This does not refer to the percentage of employees who end up participating in the program.
▪ (C) – A study of eight California firms that complied with California’s 1992 parking cash-out law found employee commute VMT decreased by an average of 12 percent (Shoup 2005).

GHG Calculation Caps or Maximums
Measure Maximum
(Amax) The maximum percent reduction in GHG emissions (A) is 12.0 percent. This maximum scenario is presented in the below example quantification.

Mutually Exclusive Measures
If this measure is selected, the user may not also take credit for Measure T-12, Price Workplace Parking. While both measures focus on providing a price signal for employees to consider other modes for their work commute, this measure reimburses employees who

T-13. Implement Employee Parking Cash-Out TRANSPORTATION | 115 do not park, while Measure T-12 actively charges all employees to park. Users should select either Measure T-12 or T-13.

Example GHG Reduction Quantification
The user reduces project/site VMT by offering commuters the option to choose a cash payment equal to or greater than the current parking subsidy offered by their employer. In this example, all employees (i.e., 100 percent) are eligible to participate (B), which would reduce GHG emissions from employee commute VMT by 12 percent.

Energy and Fuel Savings
The percent reduction in vehicle fuel consumption would be the same as the percent reduction in GHG emissions (A).

VMT Reductions
The percent reduction in VMT would be the same as the percent reduction in GHG emissions (A).

Sources
▪ Shoup, D. 2005. Parking Cash Out. Planners Advisory Service, American Planning Association.

Available: http://shoup.bol.ucla.edu/ParkingCashOut.pdf. Accessed: January 2021.

A = 100% × -12% = -12%
TRANSPORTATION | 133
T-18. Provide Pedestrian Network Improvement
GHG Mitigation Potential
Up to 6.4% of GHG
emissions from vehicle travel
in the plan/community
Co-Benefits (icon key on pg. 34)
Climate Resilience
Improving pedestrian networks increases
accessibility of outdoor spaces, which can
provide health benefits and thus improve
community resilience. This can also improve
connectivity between residents and
resources that may be needed in an
extreme weather event.

Health and Equity Considerations
Ensure that the improvements also include
accessibility features to allow for people of
all abilities to use the network safely and
conveniently. Ensure that sidewalks connect
to nearby community assets, such as
schools, retail, and healthcare.

Measure Description
This measure will increase the sidewalk coverage to improve pedestrian access. Providing sidewalks and an enhanced
pedestrian network encourages people to walk instead of drive.

This mode shift results in a reduction in VMT and GHG emissions.

Subsector
Neighborhood Design
Locational Context
Urban, suburban, rural
Scale of Application
Plan/Community
Implementation Requirements
The GHG reduction of this measure is based on the VMT reduction associated with expansion of sidewalk coverage expansion, which includes not only building of new sidewalks but also improving degraded or substandard sidewalk (e.g., damaged from street tree roots). However, pedestrian network enhancements with nonquantifiable GHG reductions are encouraged to be implemented, as discussed under Expanded Mitigation Options.

Cost Considerations
Depending on the improvement, capital and infrastructure costs may be high. However, improvements to the pedestrian network will increase pedestrian activity, which can increase businesses patronage and provide a local economic benefit. The local municipality may achieve cost savings through a reduction of cars on the road leading to lower infrastructure and roadway maintenance costs.

Expanded Mitigation Options
When improving sidewalks, a best practice is to ensure they are contiguous and link externally with existing and planned pedestrian facilities. Barriers to pedestrian access and interconnectivity, such as walls, landscaping buffers, slopes, and unprotected crossings should be minimized. Other best practice features could include high-visibility crosswalks, pedestrian hybrid beacons, and other pedestrian signals, mid-block crossing walks, pedestrian refuge islands, speed tables, bulb-outs (curb extensions), curb ramps, signage, pavement markings, pedestrianonly connections and districts, landscaping, and other improvements to pedestrian safety (see Measure T-35, Provide Traffic Calming Measures).

6.4%

T-18. Provide Pedestrian Network Improvement TRANSPORTATION | 134 GHG Reduction Formula
A = (
C
B
− 1) × D
GHG Calculation Variables
ID Variable Value Unit Source
Output
A Percent reduction in GHG emissions from
household vehicle travel in plan/community
0–6.4 % calculated
User Inputs
B Existing sidewalk length in study area [ ] miles user input C Sidewalk length in study area with measure [ ] miles user input Constants, Assumptions, and Available Defaults
D Elasticity of household VMT with respect to the
ratio of sidewalks-to-streets
-0.05 unitless Frank et al.
2011
Further explanation of key variables:
▪ (B and C) – Sidewalk length should be measured on both sides of the street. For example, if one 0.5-mile-long street has full sidewalk coverage, the sidewalk length would be 1.0 mile. If there is only sidewalk on one side of the street, the sidewalk length would be 0.5 mile. The recommended study area is 0.6 mile around the pedestrian network improvement. This represents a 6- to 10-minute walking time. ▪ (D) – A study found that a 0.05 percent decrease in household vehicle travel occurs for every 1 percent increase in the sidewalk-to-street ratio (Frank et al. 2011; Handy et al. 2014).

GHG Calculation Caps or Maximums
Measure Maximum
(Amax) The percent reduction in GHG emissions (A) is capped at 3.4 percent, which is based on the following assumptions:
▪ 35.2 percent of vehicle trips are short trips (2 mile or less, average of 1.29 miles) and thus could easily shift to walking (FHWA 2019).
▪ 64.8 percent of vehicle trips are longer trips that are unlikely to shift to walking (2 miles or more, average of 10.93 miles) (FHWA 2019).
▪ So Amax=

35.2% × 1.29 miles

64.8% × 10.93 miles = 6.4%

T-18. Provide Pedestrian Network Improvement TRANSPORTATION | 135 Subsector Maximum
( ∑ AmaxT-18 through T-22-C ≤10%) This measure is in the Neighborhood Design subsector. This subcategory includes Measures T-18 through T-22-C. The VMT reduction from the combined implementation of all measures within this subsector is capped at 10 percent.

Example GHG Reduction Quantification
The user reduces household VMT by improving the pedestrian network in the study area. In this example, the existing sidewalk length (B) is 9 miles, and the sidewalk length with the measure (C) would be 10 miles. With these conditions, the user would reduce GHG emissions from household VMT within the study area by 0.6 percent.

Energy and Fuel Savings
The percent reduction in vehicle fuel consumption would be the same as the percent reduction in GHG emissions (A).

VMT Reductions
The percent reduction in household VMT would be the same as the percent reduction in GHG emissions (A).

Improved Public Health
Users are directed to the Integrated Transport and Health Impact Model (ITHIM) (CARB et al. 2020). The ITHIM can quantify the annual change in health outcomes associated with active transportation, including deaths, years of life lost, years of living with disability, and incidence of community and individual disease.

Sources
▪ California Air Resources Board (CARB), California Department of Public Health (CDPH), and Nicholas Linesch Legacy Fund. 2020. Integrated Transport and Health Impact Model. Available:
https://skylab.cdph.ca.gov/HealthyMobilityOptionTool-ITHIM/#Home. Accessed: September 17, 2021. ▪ Federal Highway Administration (FHWA). 2019. 2017 National Household Travel Survey Popular Vehicle Trip Statistics. Available: https://nhts.ornl.gov/vehicle-trips. Accessed: January 2021.

A = (
10 miles
9 miles − 1) × -0.05 = -0.6%

T-18. Provide Pedestrian Network Improvement TRANSPORTATION | 136 ▪ Frank, L., M. Greenwald, S. Kavage, and A. Devlin. 2011. An Assessment of Urban Form and Pedestrian and Transit Improvements as an Integrated GHG Reduction Strategy. WSDOT Research Report WA-RD 765.1, Washington State Department of Transportation. April. Available:
www.wsdot.wa.gov/research/reports/fullreports/765.1.pdf. Accessed: January 2021. ▪ Handy, S., S. Glan-Claudia, and M. Boarnet. 2014. Impacts of Pedestrian Strategies on Passenger Vehicle Use and Greenhouse Gas Emissions: Policy Brief. September. Available:
https://ww2.arb.ca.gov/sites/default/files/2020-
06/Impacts_of_Pedestrian_Strategies_on_Passenger_Vehicle_Use_and_Greenhouse_Gas_Emissions_P olicy_Brief.pdf. Accessed: January 2021.

Appendix C
Traffic Counts

DATE: LOCATION: PROJECT #: SC3984
Tue, May 2, 23 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: X 2 X X 2 X 1 X 1 X X X 0 0 0 0
7:00 AM 0 230 0 0 64 0 89 0 92 0 0 0 475 0 0 0 0 0
7:15 AM 0 270 0 0 90 0 99 0 98 0 0 0 557 0 0 0 0 0
7:30 AM 0 263 0 0 111 0 98 0 101 0 0 0 573 0 0 0 0 0
7:45 AM 0 331 0 0 126 0 101 0 108 0 0 0 666 0 0 0 0 0
8:00 AM 0 294 0 0 121 0 105 0 115 0 0 0 635 0 0 0 0 0
8:15 AM 0 322 0 0 117 0 98 0 102 0 0 0 639 0 0 0 0 0
8:30 AM 0 240 0 0 99 0 97 0 88 0 0 0 524 0 0 0 0 0
8:45 AM 0 249 0 0 80 0 99 0 81 0 0 0 509 0 0 0 0 0
VOLUMES 0 2,199 0 0 808 0 786 0 785 0 0 0 4,578 0 0 0 0 0 APPROACH % 0% 100% 0% 0% 100% 0% 50% 0% 50% 0% 0% 0%
APP/DEPART 2,199 / 2,985 808 / 1,593 1,571 / 0 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 1,210 0 0 475 0 402 0 426 0 0 0 2,513
APPROACH % 0% 100% 0% 0% 100% 0% 49% 0% 51% 0% 0% 0%
PEAK HR FACTOR 0.914 0.942 0.941 0.000 0.943
APP/DEPART 1,210 / 1,612 475 / 901 828 / 0 0 / 0 0
4:00 PM 0 359 0 0 132 0 88 0 90 0 0 0 669 0 0 0 0 0
4:15 PM 0 320 0 0 143 0 109 0 113 0 0 0 685 0 0 0 0 0
4:30 PM 0 352 0 0 135 0 104 0 136 0 0 0 727 0 0 0 0 0
4:45 PM 0 346 0 0 124 0 120 0 126 0 0 0 716 0 0 0 0 0
5:00 PM 0 316 0 0 144 0 113 0 105 0 0 0 678 0 0 0 0 0
5:15 PM 0 312 0 0 143 0 111 0 103 0 0 0 669 0 0 0 0 0
5:30 PM 0 301 0 0 100 0 86 0 79 0 0 0 566 0 0 0 0 0
5:45 PM 0 241 0 0 112 0 109 0 92 0 0 0 554 0 0 0 0 0
VOLUMES 0 2,547 0 0 1,033 0 840 0 844 0 0 0 5,264 0 0 0 0 0 APPROACH % 0% 100% 0% 0% 100% 0% 50% 0% 50% 0% 0% 0%
APP/DEPART 2,547 / 3,387 1,033 / 1,877 1,684 / 0 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 1,334 0 0 546 0 446 0 480 0 0 0 2,806
APPROACH % 0% 100% 0% 0% 100% 0% 48% 0% 52% 0% 0% 0%
PEAK HR FACTOR 0.947 0.948 0.941 0.000 0.965
APP/DEPART 1,334 / 1,780 546 / 1,026 926 / 0 0 / 0 0
Magnolia

NORTH SIDE
SR-52 EB Ramps WEST SIDE EAST SIDE SR-52 EB Ramps

SOUTH SIDE
Magnolia

N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SIDE TOTAL NS SS ES WS TOTAL 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 AM 0 0 1 1 2 0 0 0 1 1 0 0 1 0 1
7:30 AM 0 0 1 1 2 0 0 0 1 1 0 0 1 0 1
7:45 AM 0 0 0 2 2 0 0 0 0 0 0 0 0 2 2
8:00 AM 0 0 1 0 1 0 0 0 0 0 0 0 1 0 1
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 3 4 7 0 0 0 2 2 0 0 3 2 5
4:00 PM 0 0 0 1 1 0 0 0 1 1 0 0 0 0 0
4:15 PM 0 1 0 2 3 0 1 0 1 2 0 0 0 1 1
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 2 0 2 0 0 0 0 0 0 0 2 0 2
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:15 PM 0 0 1 2 3 0 0 0 1 1 0 0 1 1 2
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM 0 0 1 0 1 0 0 0 0 0 0 0 1 0 1
TOTAL 0 1 4 5 10 0 1 0 3 4 0 0 4 2 6

BICYCLE CROSSINGS

AM PM AM
7:30 AM
PM
4:15 PM

ALL PED AND BIKE PEDESTRIAN CROSSINGS

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Santee
Magnolia
SR-52 EB Ramps

U-TURNS
Magnolia Magnolia SR-52 EB Ramps SR-52 EB Ramps
1,841 0 1,841 0 TOTAL 6,372
1,033 0 1,033 0 PM 3,387
808 0 808 0 AM 2,985
0 0 0
0 0 0
0 0 0
0 0 0
TOTAL
PM
AM
0 0 0
1,626
840 786
AM
PM
TOTAL
0 0 0
1,629
844 785
0 0 0
3,255 1,684 1,571
1,593 AM 0 2,199 0 2,199
1,877 PM 0 2,547 0 2,547
3,470 TOTAL 0 4,746 0 4,746
1,021 0 1,021 0 TOTAL 3,392
546 0 546 0 PM 1,780
475 0 475 0 AM 1,612
0 0 0
0 0 0
0 0 0
0 0 0
TOTAL
PM
AM
AM 7:30 AM
8:45 AM
0 0 0
848 446 402
#N/A
AM
PM
TOTAL
0 0 0
PM 4:15 PM
3:45 PM
906 480 426
0 0 0
1,754
926 828
901 AM 0 1,210 0 1,210
1,026 PM 0 1,334 0 1,334
1,927 Total 0 2,544 0 2,544
Magnolia
AimTD LLC

TURNING MOVEMENT COUNTS
Magnolia
SR-52 EB Ramps
SR-52 EB Ramps
SC3984

ALL HOURS
Magnolia
Magnolia
SR-52 EB Ramps
SR-52 EB Ramps

PEAK HOUR
Santee
DATE: LOCATION: Santee PROJECT #: SC3984
5/2/23 NORTH & SOUTH: Magnolia LOCATION #: 1
TUESDAY EAST & WEST: SR-52 EB Ramps CONTROL: SIGNAL
NOTES: AM ▲
PCE Class 1 2 3 4 5 6 PM N
Adjusted Factor 1 1.5 2 3 2 2 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 2 X X 2 X 1 X 1 X X X
7:00 AM 0 248 0 0 71 0 93 0 98 0 0 0 510 0
7:15 AM 0 285 0 0 96 0 104 0 104 0 0 0 588 0
7:30 AM 0 279 0 0 116 0 103 0 106 0 0 0 603 0
7:45 AM 0 347 0 0 133 0 104 0 113 0 0 0 697 0
8:00 AM 0 316 0 0 135 0 109 0 118 0 0 0 678 0
8:15 AM 0 344 0 0 122 0 102 0 105 0 0 0 672 0
8:30 AM 0 265 0 0 107 0 101 0 89 0 0 0 562 0
8:45 AM 0 268 0 0 87 0 101 0 83 0 0 0 538 0
VOLUMES 0 2,350 0 0 866 0 815 0 814 0 0 0 4,845 0 0 0 0 0 APPROACH % 0% 100% 0% 0% 100% 0% 50% 0% 50% 0% 0% 0%
APP/DEPART 2,350 / 3,165 866 / 1,680 1,629 / 0 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 1,286 0 0 506 0 417 0 441 0 0 0 2,649
APPROACH % 0% 100% 0% 0% 100% 0% 49% 0% 51% 0% 0% 0%
PEAK HR FACTOR 0.927 0.940 0.945 0.000 0.951
APP/DEPART 1,286 / 1,703 506 / 947 858 / 0 0 / 0 0
4:00 PM 0 370 0 0 139 0 94 0 100 0 0 0 702 0
4:15 PM 0 333 0 0 147 0 112 0 121 0 0 0 712 0
4:30 PM 0 361 0 0 137 0 108 0 144 0 0 0 750 0
4:45 PM 0 361 0 0 125 0 123 0 132 0 0 0 740 0
5:00 PM 0 322 0 0 149 0 116 0 108 0 0 0 695 0
5:15 PM 0 319 0 0 145 0 115 0 108 0 0 0 687 0
5:30 PM 0 306 0 0 104 0 89 0 82 0 0 0 580 0
5:45 PM 0 249 0 0 116 0 113 0 94 0 0 0 571 0
VOLUMES 0 2,618 0 0 1,060 0 868 0 888 0 0 0 5,434 0 0 0 0 0 APPROACH % 0% 100% 0% 0% 100% 0% 49% 0% 51% 0% 0% 0%
APP/DEPART 2,618 / 3,486 1,060 / 1,948 1,756 / 0 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 1,376 0 0 557 0 458 0 505 0 0 0 2,895
APPROACH % 0% 100% 0% 0% 100% 0% 48% 0% 52% 0% 0% 0%
PEAK HR FACTOR 0.953 0.935 0.945 0.000 0.966
APP/DEPART 1,376 / 1,834 557 / 1,062 963 / 0 0 / 0 0
Magnolia

NORTH SIDE
SR-52 EB Ramps WEST SIDE EAST SIDE SR-52 EB Ramps

SOUTH SIDE
Magnolia

U-TURNS
Magnolia Magnolia SR-52 EB Ramps SR-52 EB Ramps
AM
7:30 AM
PM
4:15 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
DATE: LOCATION: Santee PROJECT #: SC3984
5/2/23 NORTH & SOUTH: Magnolia LOCATION #: 1
TUESDAY EAST & WEST: SR-52 EB Ramps CONTROL: SIGNAL
CLASS 1: NOTES: AM ▲

PASSENGER PM N
VEHICLES MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X 2 X X 2 X 1 X 1 X X X
7:00 AM 0 202 0 0 55 0 81 0 83 0 0 0 421 0 0 0 0 0
7:15 AM 0 248 0 0 81 0 90 0 91 0 0 0 510 0 0 0 0 0
7:30 AM 0 239 0 0 102 0 92 0 93 0 0 0 526 0 0 0 0 0
7:45 AM 0 305 0 0 114 0 95 0 102 0 0 0 616 0 0 0 0 0
8:00 AM 0 262 0 0 101 0 100 0 112 0 0 0 575 0 0 0 0 0
8:15 AM 0 285 0 0 108 0 94 0 98 0 0 0 585 0 0 0 0 0
8:30 AM 0 203 0 0 87 0 92 0 86 0 0 0 468 0 0 0 0 0
8:45 AM 0 225 0 0 68 0 96 0 78 0 0 0 467 0 0 0 0 0
VOLUMES 0 1,969 0 0 716 0 740 0 743 0 0 0 4,168 0 0 0 0 0 APPROACH % 0% 100% 0% 0% 100% 0% 50% 0% 50% 0% 0% 0%
APP/DEPART 1,969 / 2,709 716 / 1,459 1,483 / 0 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 1,091 0 0 425 0 381 0 405 0 0 0 2,302
APPROACH % 0% 100% 0% 0% 100% 0% 48% 0% 52% 0% 0% 0%
PEAK HR FACTOR 0.894 0.932 0.927 0.000 0.934
APP/DEPART 1,091 / 1,472 425 / 830 786 / 0 0 / 0 0
4:00 PM 0 345 0 0 123 0 77 0 77 0 0 0 622 0 0 0 0 0
4:15 PM 0 302 0 0 137 0 104 0 100 0 0 0 643 0 0 0 0 0
4:30 PM 0 338 0 0 132 0 97 0 123 0 0 0 690 0 0 0 0 0
4:45 PM 0 329 0 0 123 0 115 0 119 0 0 0 686 0 0 0 0 0
5:00 PM 0 306 0 0 136 0 110 0 99 0 0 0 651 0 0 0 0 0
5:15 PM 0 299 0 0 139 0 106 0 97 0 0 0 641 0 0 0 0 0
5:30 PM 0 293 0 0 96 0 83 0 74 0 0 0 546 0 0 0 0 0
5:45 PM 0 231 0 0 107 0 103 0 88 0 0 0 529 0 0 0 0 0
VOLUMES 0 2,443 0 0 993 0 795 0 777 0 0 0 5,008 0 0 0 0 0 APPROACH % 0% 100% 0% 0% 100% 0% 51% 0% 49% 0% 0% 0%
APP/DEPART 2,443 / 3,238 993 / 1,770 1,572 / 0 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 1,275 0 0 528 0 426 0 441 0 0 0 2,670
APPROACH % 0% 100% 0% 0% 100% 0% 49% 0% 51% 0% 0% 0%
PEAK HR FACTOR 0.943 0.964 0.926 0.000 0.967
APP/DEPART 1,275 / 1,701 528 / 969 867 / 0 0 / 0 0
Magnolia

NORTH SIDE
SR-52 EB Ramps WEST SIDE EAST SIDE SR-52 EB Ramps

SOUTH SIDE
Magnolia
AM
7:30 AM
PM
4:15 PM

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

U-TURNS
Magnolia Magnolia SR-52 EB Ramps SR-52 EB Ramps
DATE: LOCATION: Santee PROJECT #: SC3984
5/2/23 NORTH & SOUTH: Magnolia LOCATION #: 1
TUESDAY EAST & WEST: SR-52 EB Ramps CONTROL: SIGNAL
CLASS 2: NOTES: AM ▲
2-AXLE PM N
WORK MD ◄ W E ►

VEHICLES/ OTHER S
TRUCKS OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X 2 X X 2 X 1 X 1 X X X
7:00 AM 0 22 0 0 5 0 8 0 8 0 0 0 43 0 0 0 0 0
7:15 AM 0 17 0 0 6 0 9 0 5 0 0 0 37 0 0 0 0 0
7:30 AM 0 16 0 0 8 0 5 0 7 0 0 0 36 0 0 0 0 0
7:45 AM 0 21 0 0 10 0 6 0 4 0 0 0 41 0 0 0 0 0
8:00 AM 0 24 0 0 15 0 4 0 2 0 0 0 45 0 0 0 0 0
8:15 AM 0 32 0 0 8 0 3 0 3 0 0 0 46 0 0 0 0 0
8:30 AM 0 27 0 0 8 0 4 0 2 0 0 0 41 0 0 0 0 0
8:45 AM 0 17 0 0 10 0 3 0 3 0 0 0 33 0 0 0 0 0
VOLUMES 0 176 0 0 70 0 42 0 34 0 0 0 322 0 0 0 0 0
APPROACH % 0% 100% 0% 0% 100% 0% 55% 0% 45% 0% 0% 0%
APP/DEPART 176 / 218 70 / 104 76 / 0 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 93 0 0 41 0 18 0 16 0 0 0 168
APPROACH % 0% 100% 0% 0% 100% 0% 53% 0% 47% 0% 0% 0%
PEAK HR FACTOR 0.727 0.683 0.708 0.000 0.913
APP/DEPART 93 / 111 41 / 57 34 / 0 0 / 0 0
4:00 PM 0 11 0 0 7 0 11 0 10 0 0 0 39 0 0 0 0 0
4:15 PM 0 13 0 0 5 0 5 0 10 0 0 0 33 0 0 0 0 0
4:30 PM 0 10 0 0 2 0 7 0 12 0 0 0 31 0 0 0 0 0
4:45 PM 0 11 0 0 1 0 4 0 5 0 0 0 21 0 0 0 0 0
5:00 PM 0 9 0 0 6 0 2 0 6 0 0 0 23 0 0 0 0 0
5:15 PM 0 12 0 0 4 0 4 0 5 0 0 0 25 0 0 0 0 0
5:30 PM 0 7 0 0 1 0 2 0 4 0 0 0 14 0 0 0 0 0
5:45 PM 0 5 0 0 3 0 5 0 4 0 0 0 17 0 0 0 0 0
VOLUMES 0 78 0 0 29 0 40 0 56 0 0 0 203 0 0 0 0 0
APPROACH % 0% 100% 0% 0% 100% 0% 42% 0% 58% 0% 0% 0%
APP/DEPART 78 / 118 29 / 85 96 / 0 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 43 0 0 14 0 18 0 33 0 0 0 108
APPROACH % 0% 100% 0% 0% 100% 0% 35% 0% 65% 0% 0% 0%
PEAK HR FACTOR 0.827 0.583 0.671 0.000 0.818
APP/DEPART 43 / 61 14 / 47 51 / 0 0 / 0 0
Magnolia

NORTH SIDE
SR-52 EB Ramps WEST SIDE EAST SIDE SR-52 EB Ramps

SOUTH SIDE
Magnolia
AM
7:30 AM
PM
4:15 PM

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

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 2 X X 2 X 1 X 1 X X X
7:00 AM 0 4 0 0 4 0 0 0 0 0 0 0 8 0 0 0 0 0
7:15 AM 0 2 0 0 2 0 0 0 1 0 0 0 5 0 0 0 0 0
7:30 AM 0 6 0 0 1 0 0 0 1 0 0 0 8 0 0 0 0 0
7:45 AM 0 4 0 0 2 0 0 0 1 0 0 0 7 0 0 0 0 0
8:00 AM 0 6 0 0 1 0 0 0 0 0 0 0 7 0 0 0 0 0
8:15 AM 0 3 0 0 1 0 0 0 1 0 0 0 5 0 0 0 0 0
8:30 AM 0 5 0 0 3 0 0 0 0 0 0 0 8 0 0 0 0 0
8:45 AM 0 2 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0
VOLUMES 0 32 0 0 14 0 0 0 4 0 0 0 50 0 0 0 0 0
APPROACH % 0% 100% 0% 0% 100% 0% 0% 0% 100% 0% 0% 0%
APP/DEPART 32 / 32 14 / 18 4 / 0 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 19 0 0 5 0 0 0 3 0 0 0 27
APPROACH % 0% 100% 0% 0% 100% 0% 0% 0% 100% 0% 0% 0%
PEAK HR FACTOR 0.792 0.625 0.750 0.000 0.844
APP/DEPART 19 / 19 5 / 8 3 / 0 0 / 0 0
4:00 PM 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0
4:15 PM 0 3 0 0 1 0 0 0 2 0 0 0 6 0 0 0 0 0
4:30 PM 0 4 0 0 0 0 0 0 0 0 0 0 4 0 0 0 0 0
4:45 PM 0 1 0 0 0 0 0 0 1 0 0 0 2 0 0 0 0 0
5:00 PM 0 1 0 0 1 0 0 0 0 0 0 0 2 0 0 0 0 0
5:15 PM 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0
5:30 PM 0 0 0 0 3 0 0 0 1 0 0 0 4 0 0 0 0 0
5:45 PM 0 4 0 0 1 0 0 0 0 0 0 0 5 0 0 0 0 0
VOLUMES 0 15 0 0 6 0 0 0 4 0 0 0 25 0 0 0 0 0
APPROACH % 0% 100% 0% 0% 100% 0% 0% 0% 100% 0% 0% 0%
APP/DEPART 15 / 15 6 / 10 4 / 0 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 9 0 0 2 0 0 0 3 0 0 0 14
APPROACH % 0% 100% 0% 0% 100% 0% 0% 0% 100% 0% 0% 0%
PEAK HR FACTOR 0.563 0.500 0.375 0.000 0.583
APP/DEPART 9 / 9 2 / 5 3 / 0 0 / 0 0
Magnolia

NORTH SIDE
SR-52 EB Ramps WEST SIDE EAST SIDE SR-52 EB Ramps

SOUTH SIDE
Magnolia
AM
7:30 AM
PM
4:15 PM

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

TRUCKS OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X 2 X X 2 X 1 X 1 X X X
7:00 AM 0 1 0 0 0 0 0 0 1 0 0 0 2 0 0 0 0 0
7:15 AM 0 1 0 0 0 0 0 0 1 0 0 0 2 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0
8:00 AM 0 2 0 0 1 0 1 0 1 0 0 0 5 0 0 0 0 0
8:15 AM 0 1 0 0 0 0 1 0 0 0 0 0 2 0 0 0 0 0
8:30 AM 0 1 0 0 0 0 1 0 0 0 0 0 2 0 0 0 0 0
8:45 AM 0 3 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0
VOLUMES 0 9 0 0 1 0 4 0 4 0 0 0 18 0 0 0 0 0
APPROACH % 0% 100% 0% 0% 100% 0% 50% 0% 50% 0% 0% 0%
APP/DEPART 9 / 13 1 / 5 8 / 0 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 3 0 0 1 0 3 0 2 0 0 0 9
APPROACH % 0% 100% 0% 0% 100% 0% 60% 0% 40% 0% 0% 0%
PEAK HR FACTOR 0.375 0.250 0.625 0.000 0.450
APP/DEPART 3 / 6 1 / 3 5 / 0 0 / 0 0
4:00 PM 0 2 0 0 1 0 0 0 2 0 0 0 5 0 0 0 0 0
4:15 PM 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0
4:45 PM 0 3 0 0 0 0 0 0 1 0 0 0 4 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 1 0 1 0 0 0 2 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
VOLUMES 0 6 0 0 1 0 3 0 5 0 0 0 15 0 0 0 0 0
APPROACH % 0% 100% 0% 0% 100% 0% 38% 0% 63% 0% 0% 0%
APP/DEPART 6 / 9 1 / 6 8 / 0 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 4 0 0 0 0 1 0 2 0 0 0 7
APPROACH % 0% 100% 0% 0% 0% 0% 33% 0% 67% 0% 0% 0%
PEAK HR FACTOR 0.333 0.000 0.750 0.000 0.438
APP/DEPART 4 / 5 0 / 2 3 / 0 0 / 0 0
Magnolia

NORTH SIDE
SR-52 EB Ramps WEST SIDE EAST SIDE SR-52 EB Ramps

SOUTH SIDE
Magnolia
AM
7:30 AM
PM
4:15 PM

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

RV PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

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

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

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

NORTH SIDE
SR-52 EB Ramps WEST SIDE EAST SIDE SR-52 EB Ramps

SOUTH SIDE
Magnolia
AM
7:30 AM
PM
4:15 PM

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

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 2 X X 2 X 1 X 1 X X X
7:00 AM 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0
7:15 AM 0 2 0 0 1 0 0 0 0 0 0 0 3 0 0 0 0 0
7:30 AM 0 2 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0
7:45 AM 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0
8:00 AM 0 0 0 0 2 0 0 0 0 0 0 0 2 0 0 0 0 0
8:15 AM 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0
8:30 AM 0 4 0 0 1 0 0 0 0 0 0 0 5 0 0 0 0 0
8:45 AM 0 2 0 0 1 0 0 0 0 0 0 0 3 0 0 0 0 0
VOLUMES 0 13 0 0 5 0 0 0 0 0 0 0 18 0 0 0 0 0
APPROACH % 0% 100% 0% 0% 100% 0% 0% 0% 0% 0% 0% 0%
APP/DEPART 13 / 13 5 / 5 0 / 0 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 4 0 0 2 0 0 0 0 0 0 0 6
APPROACH % 0% 100% 0% 0% 100% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.500 0.250 0.000 0.000 0.750
APP/DEPART 4 / 4 2 / 2 0 / 0 0 / 0 0
4:00 PM 0 0 0 0 1 0 0 0 1 0 0 0 2 0 0 0 0 0
4:15 PM 0 1 0 0 0 0 0 0 1 0 0 0 2 0 0 0 0 0
4:30 PM 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0
4:45 PM 0 2 0 0 0 0 1 0 0 0 0 0 3 0 0 0 0 0
5:00 PM 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0
5:45 PM 0 1 0 0 1 0 1 0 0 0 0 0 3 0 0 0 0 0
VOLUMES 0 5 0 0 4 0 2 0 2 0 0 0 13 0 0 0 0 0
APPROACH % 0% 100% 0% 0% 100% 0% 50% 0% 50% 0% 0% 0%
APP/DEPART 5 / 7 4 / 6 4 / 0 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 3 0 0 2 0 1 0 1 0 0 0 7
APPROACH % 0% 100% 0% 0% 100% 0% 50% 0% 50% 0% 0% 0%
PEAK HR FACTOR 0.375 0.500 0.500 0.000 0.583
APP/DEPART 3 / 4 2 / 3 2 / 0 0 / 0 0
Magnolia

NORTH SIDE
SR-52 EB Ramps WEST SIDE EAST SIDE SR-52 EB Ramps

SOUTH SIDE
Magnolia
AM
7:30 AM
PM
4:15 PM

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

U-TURNS
Magnolia Magnolia SR-52 EB Ramps SR-52 EB Ramps
DATE: LOCATION: PROJECT #: SC3984
Tue, May 2, 23 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: 2 3 1 2 2 0 X X X X X X 0 0 0 0
7:00 AM 81 213 25 99 64 73 0 0 0 0 0 0 555 0 0 0 0 0
7:15 AM 81 252 36 141 90 56 0 0 0 0 0 0 656 0 1 0 0 1
7:30 AM 65 254 42 153 112 64 0 0 0 0 0 0 690 0 0 0 0 0
7:45 AM 65 337 30 113 127 67 0 0 0 0 0 0 739 0 1 0 0 1
8:00 AM 66 306 27 117 123 47 0 0 0 0 0 0 686 0 0 0 0 0
8:15 AM 77 306 32 116 117 66 0 0 0 0 0 0 714 0 1 0 0 1
8:30 AM 79 228 30 123 100 53 0 0 0 0 0 0 613 0 2 0 0 2
8:45 AM 64 247 37 117 80 53 0 0 0 0 0 0 598 0 4 0 0 4
VOLUMES 578 2,143 259 979 813 479 0 0 0 0 0 0 5,251 0 9 0 0 9 APPROACH % 19% 72% 9% 43% 36% 21% 0% 0% 0% 0% 0% 0%
APP/DEPART 2,980 / 2,152 2,271 / 813 0 / 1,229 0 / 1,057 0

BEGIN PEAK HR
VOLUMES 273 1,203 131 499 479 244 0 0 0 0 0 0 2,829
APPROACH % 17% 75% 8% 41% 39% 20% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.930 0.929 0.000 0.000 0.957
APP/DEPART 1,607 / 1,205 1,222 / 479 0 / 628 0 / 517 0
4:00 PM 70 335 42 122 132 77 0 0 0 0 0 0 778 0 0 0 0 0
4:15 PM 67 324 38 121 144 57 0 0 0 0 0 0 751 0 0 0 0 0
4:30 PM 51 371 34 137 136 63 0 0 0 0 0 0 792 0 0 0 0 0
4:45 PM 73 355 38 110 124 71 0 0 0 0 0 0 771 0 0 0 0 0
5:00 PM 53 338 38 170 145 80 0 0 0 0 0 0 824 0 0 0 0 0
5:15 PM 43 346 33 166 143 94 0 0 0 0 0 0 825 0 0 0 0 0
5:30 PM 59 304 21 151 100 67 0 0 0 0 0 0 702 0 1 0 0 1
5:45 PM 45 291 14 120 113 60 0 0 0 0 0 0 643 0 0 0 0 0
VOLUMES 461 2,664 258 1,097 1,037 569 0 0 0 0 0 0 6,086 0 1 0 0 1 APPROACH % 14% 79% 8% 41% 38% 21% 0% 0% 0% 0% 0% 0%
APP/DEPART 3,383 / 2,665 2,703 / 1,037 0 / 1,354 0 / 1,030 0

BEGIN PEAK HR
VOLUMES 220 1,410 143 583 548 308 0 0 0 0 0 0 3,212
APPROACH % 12% 80% 8% 41% 38% 21% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.951 0.893 0.000 0.000 0.973
APP/DEPART 1,773 / 1,410 1,439 / 548 0 / 726 0 / 528 0
Magnolia

NORTH SIDE
SR-52 WB Ramps WEST SIDE EAST SIDE SR-52 WB Ramps

SOUTH SIDE
Magnolia

N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SIDE TOTAL NS SS ES WS TOTAL 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 AM 0 0 1 0 1 0 0 1 0 1 0 0 0 0 0
7:30 AM 0 0 1 1 2 0 0 1 0 1 0 0 0 1 1
7:45 AM 0 0 2 1 3 0 0 1 0 1 0 0 1 1 2
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:15 AM 0 0 1 1 2 0 0 1 1 2 0 0 0 0 0
8:30 AM 0 0 1 0 1 0 0 1 0 1 0 0 0 0 0
8:45 AM 0 0 4 0 4 0 0 3 0 3 0 0 1 0 1
TOTAL 0 0 10 3 13 0 0 8 1 9 0 0 2 2 4
4:00 PM 0 0 0 1 1 0 0 0 1 1 0 0 0 0 0
4:15 PM 0 0 4 1 5 0 0 4 1 5 0 0 0 0 0
4:30 PM 0 0 1 0 1 0 0 1 0 1 0 0 0 0 0
4:45 PM 0 0 3 0 3 0 0 2 0 2 0 0 1 0 1
5:00 PM 0 0 0 1 1 0 0 0 0 0 0 0 0 1 1
5:15 PM 0 0 1 0 1 0 0 1 0 1 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 1 1 2 0 0 1 0 1 0 0 0 1 1
TOTAL 0 0 12 4 16 0 0 11 2 13 0 0 1 2 3

U-TURNS
Magnolia Magnolia SR-52 WB Ramps SR-52 WB Ramps

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Santee
Magnolia
SR-52 WB Ramps

BICYCLE CROSSINGS

AM PM AM
7:30 AM
PM
4:30 PM

ALL PED AND BIKE PEDESTRIAN CROSSINGS
4,974 1,048 1,850 2,076 TOTAL 4,817
2,703 569 1,037 1,097 PM 2,665
2,271 479 813 979 AM 2,152
0 0 0
2,087 1,030 1,057
0 0 0
0 0 0
TOTAL
PM
AM
0 0 0
0 0 0
AM
PM
TOTAL
0 0 0
0 0 0
1,229 1,354 2,583
0 0 0
813 AM 578 2,143 259 2,980
1,037 PM 461 2,664 258 3,383
1,850 TOTAL 1,039 4,807 517 6,363
2,661 552 1,027 1,082 TOTAL 2,615
1,439 308 548 583 PM 1,410
1,222 244 479 499 AM 1,205
0 0 0
1,045
528 517
0 0 0
0 0 0
TOTAL
PM
AM
AM 7:30 AM
8:45 AM
0 0 0
0 0 0
#N/A
AM
PM
TOTAL
0 0 0
PM 4:30 PM
3:45 PM
0 0 0
628 726
1,354
0 0 0
479 AM 273 1,203 131 1,607
548 PM 220 1,410 143 1,773
1,027 Total 493 2,613 274 3,380
Magnolia
AimTD LLC

TURNING MOVEMENT COUNTS
Magnolia
SR-52 WB Ramps
SR-52 WB Ramps
SC3984

ALL HOURS
Magnolia
Magnolia
SR-52 WB Ramps
SR-52 WB Ramps

PEAK HOUR
Santee
DATE: LOCATION: Santee PROJECT #: SC3984
5/2/23 NORTH & SOUTH: Magnolia LOCATION #: 2
TUESDAY EAST & WEST: SR-52 WB Ramps CONTROL: SIGNAL
NOTES: AM ▲
PCE Class 1 2 3 4 5 6 PM N
Adjusted Factor 1 1.5 2 3 2 2 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: 2 3 1 2 2 0 X X X X X X
7:00 AM 90 223 29 105 71 78 0 0 0 0 0 0 594 0
7:15 AM 85 265 41 151 96 59 0 0 0 0 0 0 695 0
7:30 AM 69 270 43 160 117 66 0 0 0 0 0 0 724 0
7:45 AM 69 351 31 116 134 70 0 0 0 0 0 0 770 0
8:00 AM 73 327 28 121 137 48 0 0 0 0 0 0 732 0
8:15 AM 82 319 38 125 122 72 0 0 0 0 0 0 757 0
8:30 AM 87 244 33 125 108 55 0 0 0 0 0 0 651 0
8:45 AM 69 259 41 122 87 56 0 0 0 0 0 0 632 0
VOLUMES 622 2,257 282 1,023 871 501 0 0 0 0 0 0 5,555 0 0 0 0 0 APPROACH % 20% 71% 9% 43% 36% 21% 0% 0% 0% 0% 0% 0%
APP/DEPART 3,160 / 2,257 2,395 / 871 0 / 1,304 0 / 1,123 0

BEGIN PEAK HR
VOLUMES 292 1,267 139 521 510 255 0 0 0 0 0 0 2,983
APPROACH % 17% 75% 8% 41% 40% 20% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.942 0.938 0.000 0.000 0.969
APP/DEPART 1,698 / 1,267 1,285 / 510 0 / 660 0 / 547 0
4:00 PM 72 349 43 126 139 79 0 0 0 0 0 0 806 0
4:15 PM 71 336 39 126 148 60 0 0 0 0 0 0 778 0
4:30 PM 53 381 35 138 138 66 0 0 0 0 0 0 810 0
4:45 PM 81 365 39 114 125 73 0 0 0 0 0 0 795 0
5:00 PM 54 346 39 172 150 82 0 0 0 0 0 0 841 0
5:15 PM 45 355 34 168 145 97 0 0 0 0 0 0 843 0
5:30 PM 62 309 21 154 104 70 0 0 0 0 0 0 718 0
5:45 PM 46 301 14 123 117 63 0 0 0 0 0 0 663 0
VOLUMES 482 2,739 262 1,120 1,064 587 0 0 0 0 0 0 6,253 0 0 0 0 0 APPROACH % 14% 79% 8% 40% 38% 21% 0% 0% 0% 0% 0% 0%
APP/DEPART 3,483 / 2,739 2,770 / 1,064 0 / 1,382 0 / 1,069 0

BEGIN PEAK HR
VOLUMES 232 1,445 146 592 558 317 0 0 0 0 0 0 3,288
APPROACH % 13% 79% 8% 40% 38% 22% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.942 0.895 0.000 0.000 0.976
APP/DEPART 1,823 / 1,445 1,466 / 558 0 / 737 0 / 549 0
Magnolia

NORTH SIDE
SR-52 WB Ramps WEST SIDE EAST SIDE SR-52 WB Ramps

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

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

U-TURNS
Magnolia Magnolia SR-52 WB Ramps SR-52 WB Ramps
DATE: LOCATION: Santee PROJECT #: SC3984
5/2/23 NORTH & SOUTH: Magnolia LOCATION #: 2
TUESDAY EAST & WEST: SR-52 WB Ramps CONTROL: SIGNAL
CLASS 1: NOTES: AM ▲

PASSENGER PM N
VEHICLES MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 2 3 1 2 2 0 X X X X X X
7:00 AM 69 194 20 92 55 69 0 0 0 0 0 0 499 0 0 0 0 0
7:15 AM 74 233 30 128 81 51 0 0 0 0 0 0 597 0 1 0 0 1
7:30 AM 60 231 40 140 103 61 0 0 0 0 0 0 635 0 0 0 0 0
7:45 AM 58 313 29 108 115 63 0 0 0 0 0 0 686 0 1 0 0 1
8:00 AM 58 277 26 110 103 45 0 0 0 0 0 0 619 0 0 0 0 0
8:15 AM 68 283 24 101 108 57 0 0 0 0 0 0 641 0 1 0 0 1
8:30 AM 66 205 25 119 88 50 0 0 0 0 0 0 553 0 2 0 0 2
8:45 AM 55 233 33 109 68 48 0 0 0 0 0 0 546 0 4 0 0 4
VOLUMES 508 1,969 227 907 721 444 0 0 0 0 0 0 4,776 0 9 0 0 9 APPROACH % 19% 73% 8% 44% 35% 21% 0% 0% 0% 0% 0% 0%
APP/DEPART 2,704 / 1,978 2,072 / 721 0 / 1,125 0 / 952 0

BEGIN PEAK HR
VOLUMES 244 1,104 119 457 429 226 0 0 0 0 0 0 2,581
APPROACH % 17% 75% 8% 41% 39% 20% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.917 0.916 0.000 0.000 0.941
APP/DEPART 1,467 / 1,106 1,114 / 429 0 / 576 0 / 470 0
4:00 PM 67 315 40 117 123 74 0 0 0 0 0 0 736 0 0 0 0 0
4:15 PM 61 307 37 115 138 53 0 0 0 0 0 0 711 0 0 0 0 0
4:30 PM 48 355 32 135 133 59 0 0 0 0 0 0 762 0 0 0 0 0
4:45 PM 67 340 37 105 123 69 0 0 0 0 0 0 741 0 0 0 0 0
5:00 PM 52 327 37 167 137 78 0 0 0 0 0 0 798 0 0 0 0 0
5:15 PM 39 333 32 163 139 88 0 0 0 0 0 0 794 0 0 0 0 0
5:30 PM 54 298 21 147 96 65 0 0 0 0 0 0 681 0 1 0 0 1
5:45 PM 44 276 14 115 108 58 0 0 0 0 0 0 615 0 0 0 0 0
VOLUMES 432 2,551 250 1,064 997 544 0 0 0 0 0 0 5,838 0 1 0 0 1 APPROACH % 13% 79% 8% 41% 38% 21% 0% 0% 0% 0% 0% 0%
APP/DEPART 3,233 / 2,552 2,605 / 997 0 / 1,313 0 / 976 0

BEGIN PEAK HR
VOLUMES 206 1,355 138 570 532 294 0 0 0 0 0 0 3,095
APPROACH % 12% 80% 8% 41% 38% 21% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.957 0.895 0.000 0.000 0.970
APP/DEPART 1,699 / 1,355 1,396 / 532 0 / 708 0 / 500 0
Magnolia

NORTH SIDE
SR-52 WB Ramps WEST SIDE EAST SIDE SR-52 WB Ramps

SOUTH SIDE
Magnolia

U-TURNS
Magnolia Magnolia SR-52 WB Ramps SR-52 WB Ramps
AM
7:30 AM
PM
4:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
DATE: LOCATION: Santee PROJECT #: SC3984
5/2/23 NORTH & SOUTH: Magnolia LOCATION #: 2
TUESDAY EAST & WEST: SR-52 WB Ramps CONTROL: SIGNAL
CLASS 2: NOTES: AM ▲
2-AXLE PM N
WORK MD ◄ W E ►

VEHICLES/ OTHER S
TRUCKS OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 2 3 1 2 2 0 X X X X X X
7:00 AM 9 18 3 5 5 2 0 0 0 0 0 0 42 0 0 0 0 0
7:15 AM 7 14 5 9 6 5 0 0 0 0 0 0 46 0 0 0 0 0
7:30 AM 2 17 2 12 8 3 0 0 0 0 0 0 44 0 0 0 0 0
7:45 AM 6 20 1 5 10 3 0 0 0 0 0 0 45 0 0 0 0 0
8:00 AM 5 22 1 7 15 2 0 0 0 0 0 0 52 0 0 0 0 0
8:15 AM 9 20 6 12 8 7 0 0 0 0 0 0 62 0 0 0 0 0
8:30 AM 10 17 4 4 8 3 0 0 0 0 0 0 46 0 0 0 0 0
8:45 AM 8 9 3 7 10 5 0 0 0 0 0 0 42 0 0 0 0 0
VOLUMES 56 137 25 61 70 30 0 0 0 0 0 0 379 0 0 0 0 0
APPROACH % 26% 63% 11% 38% 43% 19% 0% 0% 0% 0% 0% 0%
APP/DEPART 218 / 137 161 / 70 0 / 86 0 / 86 0

BEGIN PEAK HR
VOLUMES 22 79 10 36 41 15 0 0 0 0 0 0 203
APPROACH % 20% 71% 9% 39% 45% 16% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.793 0.852 0.000 0.000 0.819
APP/DEPART 111 / 79 92 / 41 0 / 46 0 / 37 0
4:00 PM 3 17 2 4 7 3 0 0 0 0 0 0 36 0 0 0 0 0
4:15 PM 4 13 1 5 5 3 0 0 0 0 0 0 31 0 0 0 0 0
4:30 PM 2 13 2 2 2 3 0 0 0 0 0 0 24 0 0 0 0 0
4:45 PM 3 11 1 4 1 1 0 0 0 0 0 0 21 0 0 0 0 0
5:00 PM 1 9 1 2 6 1 0 0 0 0 0 0 20 0 0 0 0 0
5:15 PM 4 11 1 3 4 6 0 0 0 0 0 0 29 0 0 0 0 0
5:30 PM 5 4 0 3 1 1 0 0 0 0 0 0 14 0 0 0 0 0
5:45 PM 0 10 0 4 3 1 0 0 0 0 0 0 18 0 0 0 0 0
VOLUMES 22 88 8 27 29 19 0 0 0 0 0 0 193 0 0 0 0 0
APPROACH % 19% 75% 7% 36% 39% 25% 0% 0% 0% 0% 0% 0%
APP/DEPART 118 / 88 75 / 29 0 / 35 0 / 41 0

BEGIN PEAK HR
VOLUMES 10 44 5 11 13 11 0 0 0 0 0 0 94
APPROACH % 17% 75% 8% 31% 37% 31% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.868 0.673 0.000 0.000 0.810
APP/DEPART 59 / 44 35 / 13 0 / 16 0 / 21 0
Magnolia

NORTH SIDE
SR-52 WB Ramps WEST SIDE EAST SIDE SR-52 WB Ramps

SOUTH SIDE
Magnolia

U-TURNS
Magnolia Magnolia SR-52 WB Ramps SR-52 WB Ramps
AM
7:30 AM
PM
4:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
DATE: LOCATION: Santee PROJECT #: SC3984
5/2/23 NORTH & SOUTH: Magnolia LOCATION #: 2
TUESDAY EAST & WEST: SR-52 WB Ramps CONTROL: SIGNAL
CLASS 3: NOTES: AM ▲
3-AXLE PM N
TRUCKS MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 2 3 1 2 2 0 X X X X X X
7:00 AM 2 1 1 1 4 0 0 0 0 0 0 0 9 0 0 0 0 0
7:15 AM 0 2 0 2 2 0 0 0 0 0 0 0 6 0 0 0 0 0
7:30 AM 2 4 0 1 1 0 0 0 0 0 0 0 8 0 0 0 0 0
7:45 AM 1 3 0 0 2 1 0 0 0 0 0 0 7 0 0 0 0 0
8:00 AM 2 4 0 0 1 0 0 0 0 0 0 0 7 0 0 0 0 0
8:15 AM 0 2 1 3 1 2 0 0 0 0 0 0 9 0 0 0 0 0
8:30 AM 1 3 1 0 3 0 0 0 0 0 0 0 8 0 0 0 0 0
8:45 AM 1 1 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0
VOLUMES 9 20 3 7 14 3 0 0 0 0 0 0 56 0 0 0 0 0
APPROACH % 28% 63% 9% 29% 58% 13% 0% 0% 0% 0% 0% 0%
APP/DEPART 32 / 20 24 / 14 0 / 10 0 / 12 0

BEGIN PEAK HR
VOLUMES 5 13 1 4 5 3 0 0 0 0 0 0 31
APPROACH % 26% 68% 5% 33% 42% 25% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.792 0.500 0.000 0.000 0.861
APP/DEPART 19 / 13 12 / 5 0 / 5 0 / 8 0
4:00 PM 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0
4:15 PM 2 1 0 0 1 1 0 0 0 0 0 0 5 0 0 0 0 0
4:30 PM 1 3 0 0 0 1 0 0 0 0 0 0 5 0 0 0 0 0
4:45 PM 0 1 0 0 0 1 0 0 0 0 0 0 2 0 0 0 0 0
5:00 PM 0 1 0 0 1 1 0 0 0 0 0 0 3 0 0 0 0 0
5:15 PM 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0
5:30 PM 0 0 0 1 3 0 0 0 0 0 0 0 4 0 0 0 0 0
5:45 PM 1 3 0 1 1 0 0 0 0 0 0 0 6 0 0 0 0 0
VOLUMES 4 11 0 2 6 4 0 0 0 0 0 0 27 0 0 0 0 0
APPROACH % 27% 73% 0% 17% 50% 33% 0% 0% 0% 0% 0% 0%
APP/DEPART 15 / 11 12 / 6 0 / 2 0 / 8 0

BEGIN PEAK HR
VOLUMES 1 6 0 0 1 3 0 0 0 0 0 0 11
APPROACH % 14% 86% 0% 0% 25% 75% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.438 0.500 0.000 0.000 0.550
APP/DEPART 7 / 6 4 / 1 0 / 0 0 / 4 0
Magnolia

NORTH SIDE
SR-52 WB Ramps WEST SIDE EAST SIDE SR-52 WB Ramps

SOUTH SIDE
Magnolia

U-TURNS
Magnolia Magnolia SR-52 WB Ramps SR-52 WB Ramps
AM
7:30 AM
PM
4:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
DATE: LOCATION: Santee PROJECT #: SC3984
5/2/23 NORTH & SOUTH: Magnolia LOCATION #: 2
TUESDAY EAST & WEST: SR-52 WB Ramps CONTROL: SIGNAL
CLASS 4: NOTES: AM ▲
4 OR MORE PM N
AXLE MD ◄ W E ►

TRUCKS OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 2 3 1 2 2 0 X X X X X X
7:00 AM 1 0 0 1 0 2 0 0 0 0 0 0 4 0 0 0 0 0
7:15 AM 0 1 1 1 0 0 0 0 0 0 0 0 3 0 0 0 0 0
7:30 AM 0 1 0 0 0 0 0 0 0 0 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 0 0 0
8:00 AM 1 3 0 0 1 0 0 0 0 0 0 0 5 0 0 0 0 0
8:15 AM 0 0 1 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0
8:30 AM 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0
8:45 AM 0 2 1 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0
VOLUMES 2 8 3 2 1 2 0 0 0 0 0 0 18 0 0 0 0 0
APPROACH % 15% 62% 23% 40% 20% 40% 0% 0% 0% 0% 0% 0%
APP/DEPART 13 / 8 5 / 1 0 / 5 0 / 4 0

BEGIN PEAK HR
VOLUMES 1 4 1 0 1 0 0 0 0 0 0 0 7
APPROACH % 17% 67% 17% 0% 100% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.375 0.250 0.000 0.000 0.350
APP/DEPART 6 / 4 1 / 1 0 / 1 0 / 1 0
4:00 PM 0 2 0 1 1 0 0 0 0 0 0 0 4 0 0 0 0 0
4:15 PM 0 1 0 1 0 0 0 0 0 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 0 0 0
4:45 PM 3 0 0 1 0 0 0 0 0 0 0 0 4 0 0 0 0 0
5:00 PM 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0
5:15 PM 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0
5:30 PM 0 1 0 0 0 1 0 0 0 0 0 0 2 0 0 0 0 0
5:45 PM 0 0 0 0 0 1 0 0 0 0 0 0 1 0 0 0 0 0
VOLUMES 3 6 0 3 1 2 0 0 0 0 0 0 15 0 0 0 0 0
APPROACH % 33% 67% 0% 50% 17% 33% 0% 0% 0% 0% 0% 0%
APP/DEPART 9 / 6 6 / 1 0 / 3 0 / 5 0

BEGIN PEAK HR
VOLUMES 3 2 0 1 0 0 0 0 0 0 0 0 6
APPROACH % 60% 40% 0% 100% 0% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.417 0.250 0.000 0.000 0.375
APP/DEPART 5 / 2 1 / 0 0 / 1 0 / 3 0
Magnolia

NORTH SIDE
SR-52 WB Ramps WEST SIDE EAST SIDE SR-52 WB Ramps

SOUTH SIDE
Magnolia

U-TURNS
Magnolia Magnolia SR-52 WB Ramps SR-52 WB Ramps
AM
7:30 AM
PM
4:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
DATE: LOCATION: Santee PROJECT #: SC3984
5/2/23 NORTH & SOUTH: Magnolia LOCATION #: 2
TUESDAY EAST & WEST: SR-52 WB Ramps CONTROL: SIGNAL
CLASS 5: NOTES: AM ▲

RV PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

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

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

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

NORTH SIDE
SR-52 WB Ramps WEST SIDE EAST SIDE SR-52 WB Ramps

SOUTH SIDE
Magnolia

U-TURNS
Magnolia Magnolia SR-52 WB Ramps SR-52 WB Ramps
AM
7:30 AM
PM
4:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
DATE: LOCATION: Santee PROJECT #: SC3984
5/2/23 NORTH & SOUTH: Magnolia LOCATION #: 2
TUESDAY EAST & WEST: SR-52 WB Ramps CONTROL: SIGNAL
CLASS 6: NOTES: AM ▲
PM N
BUSES MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 2 3 1 2 2 0 X X X X X X
7:00 AM 0 0 1 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0
7:15 AM 0 2 0 1 1 0 0 0 0 0 0 0 4 0 0 0 0 0
7:30 AM 1 1 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0
7:45 AM 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0
8:00 AM 0 0 0 0 2 0 0 0 0 0 0 0 2 0 0 0 0 0
8:15 AM 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0
8:30 AM 2 2 0 0 1 0 0 0 0 0 0 0 5 0 0 0 0 0
8:45 AM 0 2 0 1 1 0 0 0 0 0 0 0 4 0 0 0 0 0
VOLUMES 3 9 1 2 5 0 0 0 0 0 0 0 20 0 0 0 0 0
APPROACH % 23% 69% 8% 29% 71% 0% 0% 0% 0% 0% 0% 0%
APP/DEPART 13 / 9 7 / 5 0 / 3 0 / 3 0

BEGIN PEAK HR
VOLUMES 1 3 0 0 2 0 0 0 0 0 0 0 6
APPROACH % 25% 75% 0% 0% 100% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.500 0.250 0.000 0.000 0.750
APP/DEPART 4 / 3 2 / 2 0 / 0 0 / 1 0
4:00 PM 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0
4:15 PM 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0
4:30 PM 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0
4:45 PM 0 3 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0
5:00 PM 0 0 0 1 1 0 0 0 0 0 0 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 0 0 0
5:30 PM 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0
5:45 PM 0 2 0 0 1 0 0 0 0 0 0 0 3 0 0 0 0 0
VOLUMES 0 7 0 1 4 0 0 0 0 0 0 0 12 0 0 0 0 0
APPROACH % 0% 100% 0% 20% 80% 0% 0% 0% 0% 0% 0% 0%
APP/DEPART 7 / 7 5 / 4 0 / 1 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 3 0 1 2 0 0 0 0 0 0 0 6
APPROACH % 0% 100% 0% 33% 67% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.250 0.375 0.000 0.000 0.500
APP/DEPART 3 / 3 3 / 2 0 / 1 0 / 0 0
Magnolia

NORTH SIDE
SR-52 WB Ramps WEST SIDE EAST SIDE SR-52 WB Ramps

SOUTH SIDE
Magnolia

U-TURNS
Magnolia Magnolia SR-52 WB Ramps SR-52 WB Ramps
AM
7:30 AM
PM
4:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
DATE: LOCATION: PROJECT #: SC3984
Tue, May 2, 23 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: 2 2 1 2 2 1 2 2 1 2 2 0 0 0 0 0
7:00 AM 29 89 80 33 162 21 17 32 20 55 93 24 655 0 2 2 0 4 7:15 AM 38 126 71 46 167 29 22 43 29 82 127 47 827 0 4 0 0 4 7:30 AM 46 122 86 56 218 33 22 53 34 80 140 43 933 0 6 1 0 7 7:45 AM 44 123 133 64 200 52 19 59 36 83 125 41 979 0 4 3 0 7 8:00 AM 58 159 65 56 164 36 26 48 37 82 160 68 959 0 7 1 0 8 8:15 AM 50 182 90 40 187 32 22 47 41 72 126 43 932 0 4 2 0 6 8:30 AM 38 109 59 32 181 40 28 61 40 74 114 39 815 0 2 3 0 5 8:45 AM 52 120 69 18 137 38 30 55 32 75 143 31 800 0 1 1 0 2 VOLUMES 355 1,030 653 345 1,416 281 186 398 269 603 1,028 336 6,900 0 30 13 0 43 APPROACH % 17% 51% 32% 17% 69% 14% 22% 47% 32% 31% 52% 17% APP/DEPART 2,038 / 1,569 2,042 / 2,288 853 / 1,366 1,967 / 1,677 0

BEGIN PEAK HR
VOLUMES 198 586 374 216 769 153 89 207 148 317 551 195 3,803 APPROACH % 17% 51% 32% 19% 68% 13% 20% 47% 33% 30% 52% 18% PEAK HR FACTOR 0.899 0.900 0.974 0.857 0.971
APP/DEPART 1,158 / 884 1,138 / 1,234 444 / 776 1,063 / 909 0 4:00 PM 50 194 104 45 120 41 44 167 75 104 156 43 1,143 1 7 3 0 11 4:15 PM 61 181 96 35 138 32 44 143 94 106 139 30 1,099 0 1 1 0 2 4:30 PM 57 192 102 40 155 34 42 172 80 89 128 37 1,128 0 1 2 0 3 4:45 PM 44 210 102 35 134 28 65 153 76 81 120 26 1,074 0 2 0 0 2 5:00 PM 48 172 104 37 174 38 50 189 98 127 140 41 1,218 0 6 1 0 7 5:15 PM 46 215 89 36 148 33 56 133 66 174 152 35 1,183 0 6 3 0 9 5:30 PM 44 150 93 35 112 30 34 171 62 113 126 23 993 0 1 1 0 2 5:45 PM 47 158 95 33 129 44 51 147 59 112 140 28 1,043 0 2 3 0 5 VOLUMES 397 1,472 785 296 1,110 280 386 1,275 610 906 1,101 263 8,881 1 26 14 0 41 APPROACH % 15% 55% 30% 18% 66% 17% 17% 56% 27% 40% 49% 12% APP/DEPART 2,654 / 2,133 1,686 / 2,627 2,271 / 2,330 2,270 / 1,791 0

BEGIN PEAK HR
VOLUMES 195 789 397 148 611 133 213 647 320 471 540 139 4,603 APPROACH % 14% 57% 29% 17% 68% 15% 18% 55% 27% 41% 47% 12% PEAK HR FACTOR 0.970 0.896 0.875 0.796 0.945
APP/DEPART 1,381 / 1,150 892 / 1,402 1,180 / 1,177 1,150 / 874 0 Magnolia

NORTH SIDE
Woodside WEST SIDE EAST SIDE Woodside

SOUTH SIDE
Magnolia

N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SIDE TOTAL NS SS ES WS TOTAL 7:00 AM 1 1 2 0 4 1 0 2 0 3 0 1 0 0 1
7:15 AM 0 1 0 0 1 0 1 0 0 1 0 0 0 0 0
7:30 AM 1 3 2 1 7 1 2 2 0 5 0 1 0 1 2
7:45 AM 0 1 5 0 6 0 0 3 0 3 0 1 2 0 3
8:00 AM 2 2 0 2 6 0 2 0 1 3 2 0 0 1 3
8:15 AM 2 1 0 0 3 1 1 0 0 2 1 0 0 0 1
8:30 AM 2 1 3 1 7 2 1 3 1 7 0 0 0 0 0
8:45 AM 3 1 3 1 8 3 0 2 1 6 0 1 1 0 2
TOTAL 11 11 15 5 42 8 7 12 3 30 3 4 3 2 12
4:00 PM 4 3 6 3 16 3 3 5 2 13 1 0 1 1 3
4:15 PM 0 0 2 2 4 0 0 2 2 4 0 0 0 0 0
4:30 PM 2 0 1 2 5 2 0 1 2 5 0 0 0 0 0
4:45 PM 2 0 2 1 5 0 0 0 1 1 2 0 2 0 4
5:00 PM 3 3 2 0 8 1 1 2 0 4 2 2 0 0 4
5:15 PM 2 0 3 1 6 2 0 2 0 4 0 0 1 1 2
5:30 PM 2 1 1 0 4 1 1 1 0 3 1 0 0 0 1
5:45 PM 4 1 1 1 7 2 1 0 0 3 2 0 1 1 4
TOTAL 19 8 18 10 55 11 6 13 7 37 8 2 5 3 18

U-TURNS
Magnolia Magnolia Woodside Woodside

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

BICYCLE CROSSINGS

AM PM AM
7:30 AM
PM
4:30 PM

ALL PED AND BIKE PEDESTRIAN CROSSINGS
3,728 561 2,526 641 TOTAL 3,702
1,686 280 1,110 296 PM 2,133
2,042 281 1,416 345 AM 1,569
1,967 2,270 4,237
3,468 1,791 1,677
336 263 599
1,028 1,101 2,129
TOTAL
PM
AM
603 906
1,509
572 386 186
AM
PM
TOTAL
1,673 1,275
398
879 610 269
1,366 2,330 3,696
3,124 2,271
853
2,288 AM 355 1,030 653 2,038
2,627 PM 397 1,472 785 2,654
4,915 TOTAL 752 2,502 1,438 4,692
2,030 286 1,380 364 TOTAL 2,034
892 133 611 148 PM 1,150
1,138 153 769 216 AM 884
1,063 1,150 2,213
1,783
874 909
195 139 334
551 540
1,091
TOTAL
PM
AM
AM 7:30 AM
8:45 AM
317 471 788
302 213
89 #N/A
AM
PM
TOTAL
854 647 207
PM 4:30 PM
3:45 PM
468 320 148
776
1,177 1,953
1,624 1,180
444
1,234 AM 198 586 374 1,158
1,402 PM 195 789 397 1,381
2,636 Total 393 1,375 771 2,539
Magnolia
AimTD LLC

TURNING MOVEMENT COUNTS
Magnolia
Woodside
Woodside
SC3984

ALL HOURS
Magnolia
Magnolia
Woodside
Woodside

PEAK HOUR
Santee
DATE: LOCATION: Santee PROJECT #: SC3984
5/2/23 NORTH & SOUTH: Magnolia LOCATION #: 3
TUESDAY EAST & WEST: Woodside CONTROL: SIGNAL
NOTES: AM ▲
PCE Class 1 2 3 4 5 6 PM N
Adjusted Factor 1 1.5 2 3 2 2 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: 2 2 1 2 2 1 2 2 1 2 2 0
7:00 AM 30 92 84 35 164 22 19 38 22 63 99 24 690 0
7:15 AM 40 131 79 48 175 31 22 44 34 88 138 50 876 0
7:30 AM 50 126 98 58 223 34 22 57 36 88 148 44 979 0
7:45 AM 47 131 134 68 207 53 20 63 40 92 128 44 1,023 0 8:00 AM 60 171 72 59 169 37 28 53 40 91 166 70 1,012 0
8:15 AM 56 188 100 42 191 35 22 50 42 84 133 45 984 0
8:30 AM 41 116 64 34 186 41 30 63 45 83 118 42 860 0
8:45 AM 56 123 78 18 143 40 31 60 34 80 148 32 840 0
VOLUMES 377 1,076 707 360 1,455 291 193 425 291 666 1,075 349 7,263 0 0 0 0 0 APPROACH % 17% 50% 33% 17% 69% 14% 21% 47% 32% 32% 51% 17% APP/DEPART 2,159 / 1,617 2,106 / 2,412 909 / 1,492 2,090 / 1,742 0

BEGIN PEAK HR
VOLUMES 212 615 403 226 789 158 91 221 157 353 574 202 3,998 APPROACH % 17% 50% 33% 19% 67% 13% 19% 47% 33% 31% 51% 18% PEAK HR FACTOR 0.897 0.894 0.961 0.865 0.977
APP/DEPART 1,229 / 907 1,172 / 1,299 469 / 850 1,128 / 943 0 4:00 PM 51 196 115 46 124 42 45 171 77 112 161 44 1,181 0 4:15 PM 62 185 105 35 141 33 45 144 97 112 143 33 1,133 0 4:30 PM 59 195 107 42 161 38 43 177 82 91 133 37 1,161 0 4:45 PM 46 213 107 35 136 29 66 155 77 84 121 27 1,094 0 5:00 PM 48 176 106 37 178 40 50 191 100 130 142 42 1,238 0 5:15 PM 47 217 96 36 150 33 59 134 66 178 155 37 1,206 0 5:30 PM 46 152 97 37 117 32 34 172 65 119 131 24 1,023 0 5:45 PM 48 164 101 34 133 45 52 149 62 116 142 29 1,073 0 VOLUMES 405 1,498 832 301 1,137 289 393 1,291 624 940 1,127 271 9,105 0 0 0 0 0 APPROACH % 15% 55% 30% 17% 66% 17% 17% 56% 27% 40% 48% 12% APP/DEPART 2,734 / 2,161 1,727 / 2,701 2,307 / 2,423 2,338 / 1,821 0

BEGIN PEAK HR
VOLUMES 199 801 415 150 624 139 218 655 325 482 550 143 4,697 APPROACH % 14% 57% 29% 16% 68% 15% 18% 55% 27% 41% 47% 12% PEAK HR FACTOR 0.967 0.897 0.879 0.796 0.949
APP/DEPART 1,414 / 1,161 912 / 1,430 1,197 / 1,219 1,175 / 888 0 Magnolia

NORTH SIDE
Woodside WEST SIDE EAST SIDE Woodside

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

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

U-TURNS
Magnolia Magnolia Woodside Woodside
DATE: LOCATION: Santee PROJECT #: SC3984
5/2/23 NORTH & SOUTH: Magnolia LOCATION #: 3
TUESDAY EAST & WEST: Woodside CONTROL: SIGNAL
CLASS 1: NOTES: AM ▲

PASSENGER PM N
VEHICLES MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 2 2 1 2 2 1 2 2 1 2 2 0
7:00 AM 28 83 73 30 158 20 14 26 18 47 82 24 603 0 2 2 0 4 7:15 AM 36 120 61 44 156 27 22 42 24 75 109 43 759 0 4 0 0 4 7:30 AM 40 116 72 54 213 32 22 46 33 66 129 42 865 0 6 1 0 7 7:45 AM 39 112 131 60 190 51 18 53 31 67 120 37 909 0 4 3 0 7 8:00 AM 55 146 55 52 156 35 24 42 33 69 150 66 883 0 7 1 0 8 8:15 AM 46 172 80 37 182 29 22 42 40 57 116 42 865 0 4 2 0 6 8:30 AM 34 103 52 28 173 39 25 57 35 60 107 36 749 0 2 3 0 5 8:45 AM 48 115 60 18 127 35 28 48 29 65 135 30 738 0 1 1 0 2 VOLUMES 326 967 584 323 1,355 268 175 356 243 506 948 320 6,371 0 30 13 0 43 APPROACH % 17% 52% 31% 17% 70% 14% 23% 46% 31% 29% 53% 18% APP/DEPART 1,877 / 1,479 1,946 / 2,104 774 / 1,233 1,774 / 1,555 0

BEGIN PEAK HR
VOLUMES 180 546 338 182 741 147 79 183 137 259 515 187 3,522 APPROACH % 17% 51% 32% 17% 68% 13% 19% 45% 34% 27% 54% 19% PEAK HR FACTOR 0.893 0.906 0.976 0.843 0.969
APP/DEPART 1,064 / 833 1,091 / 1,137 406 / 703 961 / 849 0 4:00 PM 49 190 89 44 113 40 42 162 71 95 147 42 1,084 1 7 3 0 11 4:15 PM 60 174 87 35 133 30 43 141 89 99 132 28 1,051 0 1 1 0 2 4:30 PM 54 189 94 37 147 31 40 164 78 86 122 37 1,079 0 1 2 0 3 4:45 PM 42 206 96 35 132 27 64 150 74 78 119 24 1,047 0 2 0 0 2 5:00 PM 48 168 101 37 168 35 50 186 95 122 136 40 1,186 0 6 1 0 7 5:15 PM 45 211 82 36 144 33 50 132 66 167 147 32 1,145 0 6 3 0 9 5:30 PM 42 149 89 34 107 28 34 170 58 107 119 22 959 0 1 1 0 2 5:45 PM 45 150 88 32 125 43 50 144 55 108 136 26 1,002 0 1 3 0 4 VOLUMES 385 1,437 726 290 1,069 267 373 1,249 586 862 1,058 251 8,553 1 25 14 0 40 APPROACH % 15% 56% 28% 18% 66% 16% 17% 57% 27% 40% 49% 12% APP/DEPART 2,548 / 2,072 1,626 / 2,518 2,208 / 2,240 2,171 / 1,723 0

BEGIN PEAK HR
VOLUMES 189 774 373 130 591 126 198 632 313 453 524 133 4,457 APPROACH % 14% 58% 28% 15% 69% 15% 17% 55% 27% 41% 47% 12% PEAK HR FACTOR 0.971 0.898 0.868 0.802 0.940
APP/DEPART 1,336 / 1,120 862 / 1,357 1,149 / 1,135 1,110 / 845 0 Magnolia

NORTH SIDE
Woodside WEST SIDE EAST SIDE Woodside

SOUTH SIDE
Magnolia

U-TURNS
Magnolia Magnolia Woodside Woodside
AM
7:30 AM
PM
4:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
DATE: LOCATION: Santee PROJECT #: SC3984
5/2/23 NORTH & SOUTH: Magnolia LOCATION #: 3
TUESDAY EAST & WEST: Woodside CONTROL: SIGNAL
CLASS 2: NOTES: AM ▲
2-AXLE PM N
WORK MD ◄ W E ►

VEHICLES/ OTHER S
TRUCKS OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 2 2 1 2 2 1 2 2 1 2 2 0
7:00 AM 1 6 6 2 4 0 2 2 1 5 11 0 40 0 0 0 0 0
7:15 AM 1 3 7 1 9 1 0 1 2 5 15 2 47 0 0 0 0 0
7:30 AM 5 5 11 1 3 1 0 7 0 13 9 1 56 0 0 0 0 0
7:45 AM 5 9 2 2 9 0 1 5 4 15 5 3 60 0 0 0 0 0
8:00 AM 2 8 8 3 7 1 1 5 3 11 8 1 58 0 0 0 0 0
8:15 AM 1 9 7 3 4 1 0 5 1 11 9 0 51 0 0 0 0 0
8:30 AM 3 3 6 4 7 0 3 4 3 12 7 2 54 0 0 0 0 0
8:45 AM 3 4 5 0 9 3 2 5 2 10 7 1 51 0 0 0 0 0
VOLUMES 21 47 52 16 52 7 9 34 16 82 71 10 417 0 0 0 0 0 APPROACH % 18% 39% 43% 21% 69% 9% 15% 58% 27% 50% 44% 6% APP/DEPART 120 / 66 75 / 150 59 / 102 163 / 99 0

BEGIN PEAK HR
VOLUMES 13 31 28 9 23 3 2 22 8 50 31 5 225
APPROACH % 18% 43% 39% 26% 66% 9% 6% 69% 25% 58% 36% 6% PEAK HR FACTOR 0.857 0.795 0.800 0.935 0.938
APP/DEPART 72 / 38 35 / 81 32 / 59 86 / 47 0
4:00 PM 1 4 12 1 7 1 2 4 4 7 9 1 53 0 0 0 0 0
4:15 PM 0 6 6 0 5 2 1 2 5 5 6 1 39 0 0 0 0 0
4:30 PM 2 1 7 3 7 1 2 7 1 3 5 0 39 0 0 0 0 0
4:45 PM 1 2 4 0 1 1 1 3 2 2 0 2 19 0 0 0 0 0
5:00 PM 0 2 3 0 5 3 0 3 2 4 4 1 27 0 0 0 0 0
5:15 PM 1 4 5 0 4 0 6 1 0 7 5 2 35 0 0 0 0 0
5:30 PM 1 0 3 0 3 1 0 1 3 4 6 1 23 0 0 0 0 0
5:45 PM 2 6 5 1 2 1 1 2 3 2 4 2 31 0 1 0 0 1
VOLUMES 8 25 45 5 34 10 13 23 20 34 39 10 266 0 1 0 0 1 APPROACH % 10% 32% 58% 10% 69% 20% 23% 41% 36% 41% 47% 12% APP/DEPART 78 / 49 49 / 88 56 / 72 83 / 57 0

BEGIN PEAK HR
VOLUMES 4 9 19 3 17 5 9 14 5 16 14 5 120
APPROACH % 13% 28% 59% 12% 68% 20% 32% 50% 18% 46% 40% 14% PEAK HR FACTOR 0.800 0.568 0.700 0.625 0.769
APP/DEPART 32 / 23 25 / 38 28 / 36 35 / 23 0
Magnolia

NORTH SIDE
Woodside WEST SIDE EAST SIDE Woodside

SOUTH SIDE
Magnolia

U-TURNS
Magnolia Magnolia Woodside Woodside
AM
7:30 AM
PM
4:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
DATE: LOCATION: Santee PROJECT #: SC3984
5/2/23 NORTH & SOUTH: Magnolia LOCATION #: 3
TUESDAY EAST & WEST: Woodside CONTROL: SIGNAL
CLASS 3: NOTES: AM ▲
3-AXLE PM N
TRUCKS MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 2 2 1 2 2 1 2 2 1 2 2 0
7:00 AM 0 0 1 0 0 0 0 1 1 1 0 0 4 0 0 0 0 0
7:15 AM 0 3 1 0 0 1 0 0 1 1 1 0 8 0 0 0 0 0
7:30 AM 0 1 0 0 1 0 0 0 0 1 1 0 4 0 0 0 0 0
7:45 AM 0 0 0 1 0 0 0 0 0 1 0 0 2 0 0 0 0 0
8:00 AM 1 2 1 1 0 0 0 0 0 0 2 0 7 0 0 0 0 0
8:15 AM 0 1 0 0 0 1 0 0 0 2 0 0 4 0 0 0 0 0
8:30 AM 0 1 0 0 0 0 0 0 1 1 0 0 3 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 0 1 0 0 1 0 2 0 0 0 0 0
VOLUMES 1 8 3 2 1 2 0 2 3 7 5 0 34 0 0 0 0 0
APPROACH % 8% 67% 25% 40% 20% 40% 0% 40% 60% 58% 42% 0% APP/DEPART 12 / 8 5 / 11 5 / 7 12 / 8 0

BEGIN PEAK HR
VOLUMES 1 4 1 2 1 1 0 0 0 4 3 0 17
APPROACH % 17% 67% 17% 50% 25% 25% 0% 0% 0% 57% 43% 0%
PEAK HR FACTOR 0.375 1.000 0.000 0.875 0.607
APP/DEPART 6 / 4 4 / 5 0 / 3 7 / 5 0
4:00 PM 0 0 1 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0
4:15 PM 0 0 0 0 0 0 0 0 0 1 1 0 2 0 0 0 0 0
4:30 PM 1 2 1 0 0 0 0 1 0 0 0 0 5 0 0 0 0 0
4:45 PM 0 0 1 0 1 0 0 0 0 0 1 0 3 0 0 0 0 0
5:00 PM 0 1 0 0 0 0 0 0 0 1 0 0 2 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0
5:30 PM 0 0 0 0 1 0 0 0 1 0 0 0 2 0 0 0 0 0
5:45 PM 0 0 1 0 1 0 0 1 0 1 0 0 4 0 0 0 0 0
VOLUMES 1 3 4 0 3 0 0 2 1 3 2 1 20 0 0 0 0 0
APPROACH % 13% 38% 50% 0% 100% 0% 0% 67% 33% 50% 33% 17% APP/DEPART 8 / 4 3 / 7 3 / 6 6 / 3 0

BEGIN PEAK HR
VOLUMES 1 3 2 0 1 0 0 1 0 1 1 1 11
APPROACH % 17% 50% 33% 0% 100% 0% 0% 100% 0% 33% 33% 33% PEAK HR FACTOR 0.375 0.250 0.250 0.750 0.550
APP/DEPART 6 / 4 1 / 2 1 / 3 3 / 2 0
Magnolia

NORTH SIDE
Woodside WEST SIDE EAST SIDE Woodside

SOUTH SIDE
Magnolia

U-TURNS
Magnolia Magnolia Woodside Woodside
AM
7:30 AM
PM
4:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
DATE: LOCATION: Santee PROJECT #: SC3984
5/2/23 NORTH & SOUTH: Magnolia LOCATION #: 3
TUESDAY EAST & WEST: Woodside CONTROL: SIGNAL
CLASS 4: NOTES: AM ▲
4 OR MORE PM N
AXLE MD ◄ W E ►

TRUCKS OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 2 2 1 2 2 1 2 2 1 2 2 0
7:00 AM 0 0 0 0 0 0 0 1 0 2 0 0 3 0 0 0 0 0
7:15 AM 0 0 1 0 1 0 0 0 1 1 0 0 4 0 0 0 0 0
7:30 AM 0 0 3 0 1 0 0 0 1 0 1 0 6 0 0 0 0 0
7:45 AM 0 1 0 1 1 0 0 0 1 0 0 0 4 0 0 0 0 0
8:00 AM 0 3 1 0 0 0 0 1 0 1 0 0 6 0 0 0 0 0
8:15 AM 2 0 3 0 1 0 0 0 0 2 1 1 10 0 0 0 0 0
8:30 AM 0 2 1 0 0 0 0 0 1 1 0 1 6 0 0 0 0 0
8:45 AM 1 0 2 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0
VOLUMES 3 6 11 1 4 0 0 2 4 7 2 2 42 0 0 0 0 0
APPROACH % 15% 30% 55% 20% 80% 0% 0% 33% 67% 64% 18% 18% APP/DEPART 20 / 8 5 / 15 6 / 14 11 / 5 0

BEGIN PEAK HR
VOLUMES 2 4 7 1 3 0 0 1 2 3 2 1 26
APPROACH % 15% 31% 54% 25% 75% 0% 0% 33% 67% 50% 33% 17% PEAK HR FACTOR 0.650 0.500 0.750 0.375 0.650
APP/DEPART 13 / 5 4 / 8 3 / 9 6 / 4 0
4:00 PM 0 0 2 0 0 0 0 1 0 2 0 0 5 0 0 0 0 0
4:15 PM 0 0 3 0 0 0 0 0 0 1 0 1 5 0 0 0 0 0
4:30 PM 0 0 0 0 1 1 0 0 0 0 1 0 3 0 0 0 0 0
4:45 PM 0 0 1 0 0 0 0 0 0 1 0 0 2 0 0 0 0 0
5:00 PM 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0
5:15 PM 0 0 2 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0
5:30 PM 0 1 1 1 1 0 0 0 0 2 1 0 7 0 0 0 0 0
5:45 PM 0 1 1 0 1 0 0 0 0 1 0 0 4 0 0 0 0 0
VOLUMES 0 3 10 1 3 1 0 1 0 7 2 1 29 0 0 0 0 0
APPROACH % 0% 23% 77% 20% 60% 20% 0% 100% 0% 70% 20% 10% APP/DEPART 13 / 4 5 / 10 1 / 12 10 / 3 0

BEGIN PEAK HR
VOLUMES 0 1 3 0 1 1 0 0 0 1 1 0 8
APPROACH % 0% 25% 75% 0% 50% 50% 0% 0% 0% 50% 50% 0%
PEAK HR FACTOR 0.500 0.250 0.000 0.500 0.667
APP/DEPART 4 / 1 2 / 2 0 / 3 2 / 2 0
Magnolia

NORTH SIDE
Woodside WEST SIDE EAST SIDE Woodside

SOUTH SIDE
Magnolia

U-TURNS
Magnolia Magnolia Woodside Woodside
AM
7:30 AM
PM
4:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
DATE: LOCATION: Santee PROJECT #: SC3984
5/2/23 NORTH & SOUTH: Magnolia LOCATION #: 3
TUESDAY EAST & WEST: Woodside CONTROL: SIGNAL
CLASS 5: NOTES: AM ▲

RV PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

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

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

NORTH SIDE
Woodside WEST SIDE EAST SIDE Woodside

SOUTH SIDE
Magnolia

U-TURNS
Magnolia Magnolia Woodside Woodside
AM
7:30 AM
PM
4:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
DATE: LOCATION: Santee PROJECT #: SC3984
5/2/23 NORTH & SOUTH: Magnolia LOCATION #: 3
TUESDAY EAST & WEST: Woodside CONTROL: SIGNAL
CLASS 6: NOTES: AM ▲
PM N
BUSES MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 2 2 1 2 2 1 2 2 1 2 2 0
7:00 AM 0 0 0 1 0 1 1 1 0 0 0 0 4 0 0 0 0 0
7:15 AM 1 0 1 1 1 0 0 0 1 0 2 2 9 0 0 0 0 0
7:30 AM 1 0 0 1 0 0 0 0 0 0 0 0 2 0 0 0 0 0
7:45 AM 0 1 0 0 0 1 0 1 0 0 0 1 4 0 0 0 0 0
8:00 AM 0 0 0 0 0 0 1 0 1 1 0 1 4 0 0 0 0 0
8:15 AM 1 0 0 0 0 1 0 0 0 0 0 0 2 0 0 0 0 0
8:30 AM 1 0 0 0 1 1 0 0 0 0 0 0 3 0 0 0 0 0
8:45 AM 0 1 2 0 1 0 0 1 1 0 0 0 6 0 0 0 0 0
VOLUMES 4 2 3 3 3 4 2 3 3 1 2 4 34 0 0 0 0 0
APPROACH % 44% 22% 33% 30% 30% 40% 25% 38% 38% 14% 29% 57% APP/DEPART 9 / 8 10 / 7 8 / 9 7 / 10 0

BEGIN PEAK HR
VOLUMES 2 1 0 1 0 2 1 1 1 1 0 2 12
APPROACH % 67% 33% 0% 33% 0% 67% 33% 33% 33% 33% 0% 67% PEAK HR FACTOR 0.750 0.750 0.375 0.375 0.750
APP/DEPART 3 / 4 3 / 2 3 / 2 3 / 4 0
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:15 PM 1 1 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0
4:30 PM 0 0 0 0 0 1 0 0 1 0 0 0 2 0 0 0 0 0
4:45 PM 1 2 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0
5:00 PM 0 0 0 0 1 0 0 0 1 0 0 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 0 0 0
5:30 PM 1 0 0 0 0 1 0 0 0 0 0 0 2 0 0 0 0 0
5:45 PM 0 1 0 0 0 0 0 0 1 0 0 0 2 0 0 0 0 0
VOLUMES 3 4 0 0 1 2 0 0 3 0 0 0 13 0 0 0 0 0
APPROACH % 43% 57% 0% 0% 33% 67% 0% 0% 100% 0% 0% 0%
APP/DEPART 7 / 4 3 / 4 3 / 0 0 / 5 0

BEGIN PEAK HR
VOLUMES 1 2 0 0 1 1 0 0 2 0 0 0 7
APPROACH % 33% 67% 0% 0% 50% 50% 0% 0% 100% 0% 0% 0%
PEAK HR FACTOR 0.250 0.500 0.500 0.000 0.583
APP/DEPART 3 / 2 2 / 3 2 / 0 0 / 2 0
Magnolia

NORTH SIDE
Woodside WEST SIDE EAST SIDE Woodside

SOUTH SIDE
Magnolia

U-TURNS
Magnolia Magnolia Woodside Woodside
AM
7:30 AM
PM
4:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
DATE: LOCATION: PROJECT #: SC3984
Tue, May 2, 23 NORTH & SOUTH: LOCATION #: 4
EAST & WEST: CONTROL: STOP ALL
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR X ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 1 1 X 0 1 0 1 X 1 0.5 1 0.5 0 0 0 0
7:00 AM 47 1 0 0 1 23 52 0 75 0 85 5 289 0 0 0 0 0
7:15 AM 88 0 0 0 2 22 62 0 84 1 116 5 380 0 0 0 0 0
7:30 AM 58 1 0 0 2 35 66 0 112 1 135 5 415 0 0 0 0 0
7:45 AM 72 4 0 0 1 25 97 0 116 1 141 8 465 0 0 1 0 1
8:00 AM 86 0 0 0 2 45 63 0 96 1 160 7 460 0 0 2 0 2
8:15 AM 60 2 0 0 6 26 41 0 124 3 125 4 391 0 0 3 0 3
8:30 AM 79 1 0 0 1 25 49 0 95 1 123 2 376 0 0 0 0 0
8:45 AM 49 0 0 0 1 33 46 0 91 1 145 6 372 0 0 0 0 0
VOLUMES 539 9 0 0 16 234 476 0 793 9 1,030 42 3,148 0 0 6 0 6 APPROACH % 98% 2% 0% 0% 6% 94% 38% 0% 62% 1% 95% 4%
APP/DEPART 548 / 521 250 / 818 1,269 / 0 1,081 / 1,809 0

BEGIN PEAK HR
VOLUMES 276 7 0 0 11 131 267 0 448 6 561 24 1,731
APPROACH % 98% 2% 0% 0% 8% 92% 37% 0% 63% 1% 95% 4%
PEAK HR FACTOR 0.823 0.755 0.839 0.879 0.931
APP/DEPART 283 / 292 142 / 465 715 / 0 591 / 974 0
4:00 PM 60 1 0 0 5 73 54 0 217 3 140 0 553 0 0 2 0 2
4:15 PM 58 0 0 0 5 55 32 0 230 4 128 3 515 0 0 2 0 2
4:30 PM 33 1 0 0 12 75 49 0 212 2 115 3 502 0 0 1 0 1
4:45 PM 56 2 0 0 5 35 47 0 226 1 119 5 496 0 0 0 0 0
5:00 PM 53 0 0 0 9 130 29 0 262 1 98 3 585 0 0 0 0 0
5:15 PM 96 3 0 0 6 139 29 0 211 0 81 0 565 0 0 0 0 0
5:30 PM 75 0 0 0 7 114 27 0 222 2 63 3 513 0 0 0 0 0
5:45 PM 73 1 0 0 5 79 28 0 202 1 106 1 496 0 0 1 0 1
VOLUMES 504 8 0 0 54 700 295 0 1,782 14 850 18 4,225 0 0 6 0 6 APPROACH % 98% 2% 0% 0% 7% 93% 14% 0% 86% 2% 96% 2%
APP/DEPART 512 / 315 754 / 1,850 2,077 / 0 882 / 2,060 0

BEGIN PEAK HR
VOLUMES 297 4 0 0 27 462 113 0 897 4 348 7 2,159
APPROACH % 99% 1% 0% 0% 6% 94% 11% 0% 89% 1% 97% 2%
PEAK HR FACTOR 0.760 0.843 0.868 0.718 0.923
APP/DEPART 301 / 123 489 / 928 1,010 / 0 359 / 1,108 0
Woodside

NORTH SIDE
SR-67 SB Ramps WEST SIDE EAST SIDE SR-67 SB Ramps

SOUTH SIDE
Woodside

N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SIDE TOTAL NS SS ES WS TOTAL 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 AM 0 1 1 0 2 0 0 0 0 0 0 1 1 0 2
7:30 AM 1 1 1 0 3 0 0 0 0 0 1 1 1 0 3
7:45 AM 0 0 0 1 1 0 0 0 1 1 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 1 2 2 1 6 0 0 0 1 1 1 2 2 0 5
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 1 1 0 0 0 0 0 0 0 0 1 1
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
TOTAL 0 0 0 1 1 0 0 0 0 0 0 0 0 1 1

BICYCLE CROSSINGS

AM PM AM
7:30 AM
PM
4:45 PM

ALL PED AND BIKE PEDESTRIAN CROSSINGS

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Santee
Woodside
SR-67 SB Ramps

U-TURNS
Woodside Woodside Woodside SR-67 SB Ramps
1,004 934 70 0 TOTAL 836
754 700 54 0 PM 315
250 234 16 0 AM 521
1,081
882
1,963
3,869 2,060 1,809
42 18 60
1,030
850
1,880
TOTAL
PM
AM
9 14 23
771 295 476
AM
PM
TOTAL
0 0 0
2,575 1,782
793
0 0 0
3,346 2,077 1,269
818 AM 539 9 0 548
1,850 PM 504 8 0 512
2,668 TOTAL 1,043 17 0 1,060
631 593 38 0 TOTAL 415
489 462 27 0 PM 123
142 131 11 0 AM 292
591 359 950
2,082 1,108
974
24 7
31 561 348 909
TOTAL
PM
AM
AM 7:30 AM
8:45 AM
6 4
10 380 113 267
#N/A
AM
PM
TOTAL
0 0 0
PM 4:45 PM
3:45 PM
1,345
897 448
0 0 0
1,725 1,010
715
465 AM 276 7 0 283
928 PM 297 4 0 301
1,393 Total 573 11 0 584
Woodside
AimTD LLC

TURNING MOVEMENT COUNTS
Woodside
Woodside
SR-67 SB Ramps
SC3984

ALL HOURS
Woodside
Woodside
Woodside
SR-67 SB Ramps

PEAK HOUR
Santee
DATE: LOCATION: Santee PROJECT #: SC3984
5/2/23 NORTH & SOUTH: Woodside LOCATION #: 4
TUESDAY EAST & WEST: SR-67 SB Ramps CONTROL: STOP ALL
NOTES: AM ▲
PCE Class 1 2 3 4 5 6 PM N
Adjusted Factor 1 1.5 2 3 2 2 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 X 0 1 0 1 X 1 0.5 1 0.5
7:00 AM 48 1 0 0 2 32 58 0 84 0 91 6 320 0
7:15 AM 94 0 0 0 4 29 69 0 88 1 122 5 411 0
7:30 AM 61 1 0 0 4 44 73 0 123 3 142 6 456 0
7:45 AM 74 4 0 0 3 31 98 0 123 2 148 8 489 0
8:00 AM 90 0 0 0 3 53 69 0 103 3 163 7 491 0
8:15 AM 61 3 0 0 7 34 53 0 129 4 133 4 425 0
8:30 AM 81 2 0 0 1 31 57 0 98 1 131 2 402 0
8:45 AM 52 0 0 0 1 40 55 0 96 1 150 6 400 0
VOLUMES 560 10 0 0 23 291 530 0 842 14 1,078 44 3,391 0 0 0 0 0 APPROACH % 98% 2% 0% 0% 7% 93% 39% 0% 61% 1% 95% 4%
APP/DEPART 570 / 584 314 / 879 1,372 / 0 1,135 / 1,929 0

BEGIN PEAK HR
VOLUMES 286 8 0 0 16 161 292 0 478 11 585 25 1,860
APPROACH % 97% 3% 0% 0% 9% 91% 38% 0% 62% 2% 94% 4%
PEAK HR FACTOR 0.814 0.793 0.872 0.897 0.948
APP/DEPART 293 / 325 176 / 504 770 / 0 621 / 1,031 0
4:00 PM 62 1 0 0 5 80 59 0 227 3 143 0 580 0
4:15 PM 60 0 0 0 5 61 37 0 236 4 131 3 537 0
4:30 PM 35 1 0 0 13 77 52 0 215 2 118 3 516 0
4:45 PM 57 2 0 0 5 38 51 0 229 1 121 8 510 0
5:00 PM 53 0 0 0 9 134 29 0 265 1 101 4 595 0
5:15 PM 98 5 0 0 9 144 32 0 216 0 85 0 587 0
5:30 PM 78 0 0 0 8 125 28 0 227 2 63 3 532 0
5:45 PM 75 1 0 0 6 82 30 0 206 1 107 2 508 0
VOLUMES 516 10 0 0 59 740 317 0 1,819 14 868 22 4,363 0 0 0 0 0 APPROACH % 98% 2% 0% 0% 7% 93% 15% 0% 85% 2% 96% 2%
APP/DEPART 526 / 348 798 / 1,892 2,136 / 0 903 / 2,123 0

BEGIN PEAK HR
VOLUMES 285 7 0 0 30 440 139 0 936 4 370 14 2,223
APPROACH % 98% 2% 0% 0% 6% 94% 13% 0% 87% 1% 95% 4%
PEAK HR FACTOR 0.713 0.770 0.915 0.751 0.935
APP/DEPART 291 / 160 470 / 970 1,075 / 0 388 / 1,094 0
Woodside

NORTH SIDE
SR-67 SB Ramps WEST SIDE EAST SIDE SR-67 SB Ramps

SOUTH SIDE
Woodside

U-TURNS
Woodside Woodside SR-67 SB Ramps SR-67 SB Ramps
AM
7:30 AM
PM
4:45 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
DATE: LOCATION: Santee PROJECT #: SC3984
5/2/23 NORTH & SOUTH: Woodside LOCATION #: 4
TUESDAY EAST & WEST: SR-67 SB Ramps CONTROL: STOP ALL
CLASS 1: NOTES: AM ▲

PASSENGER PM N
VEHICLES MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 1 1 X 0 1 0 1 X 1 0.5 1 0.5
7:00 AM 45 1 0 0 0 9 43 0 64 0 77 4 243 0 0 0 0 0
7:15 AM 79 0 0 0 1 13 53 0 79 1 105 5 336 0 0 0 0 0
7:30 AM 55 1 0 0 0 19 56 0 100 0 126 4 361 0 0 0 0 0
7:45 AM 69 4 0 0 0 17 95 0 108 0 129 8 430 0 0 1 0 1
8:00 AM 80 0 0 0 1 30 54 0 86 0 155 7 413 0 0 2 0 2
8:15 AM 58 1 0 0 5 14 27 0 115 2 118 4 344 0 0 1 0 1
8:30 AM 76 0 0 0 1 14 36 0 90 1 114 2 334 0 0 0 0 0
8:45 AM 44 0 0 0 1 23 33 0 86 1 137 6 331 0 0 0 0 0
VOLUMES 506 7 0 0 9 139 397 0 728 5 961 40 2,792 0 0 4 0 4 APPROACH % 99% 1% 0% 0% 6% 94% 35% 0% 65% 0% 96% 4%
APP/DEPART 513 / 440 148 / 742 1,125 / 0 1,006 / 1,610 0

BEGIN PEAK HR
VOLUMES 262 6 0 0 6 80 228 0 409 2 528 23 1,548
APPROACH % 98% 2% 0% 0% 7% 93% 36% 0% 64% 0% 95% 4%
PEAK HR FACTOR 0.838 0.694 0.789 0.853 0.900
APP/DEPART 268 / 257 86 / 417 641 / 0 553 / 874 0
4:00 PM 56 1 0 0 5 65 44 0 206 3 135 0 515 0 0 2 0 2
4:15 PM 54 0 0 0 5 49 25 0 225 4 125 3 490 0 0 2 0 2
4:30 PM 32 1 0 0 10 71 44 0 207 2 110 3 480 0 0 1 0 1
4:45 PM 55 2 0 0 5 32 43 0 221 1 116 3 478 0 0 0 0 0
5:00 PM 53 0 0 0 9 124 29 0 257 1 92 2 567 0 0 0 0 0
5:15 PM 93 1 0 0 4 130 27 0 204 0 74 0 533 0 0 0 0 0
5:30 PM 73 0 0 0 6 105 26 0 219 2 63 3 497 0 0 0 0 0
5:45 PM 70 1 0 0 4 74 25 0 198 1 104 0 477 0 0 1 0 1
VOLUMES 486 6 0 0 48 650 263 0 1,737 14 819 14 4,037 0 0 6 0 6 APPROACH % 99% 1% 0% 0% 7% 93% 13% 0% 87% 2% 97% 2%
APP/DEPART 492 / 277 698 / 1,799 2,000 / 0 847 / 1,961 0

BEGIN PEAK HR
VOLUMES 274 3 0 0 24 391 125 0 901 4 345 8 2,075
APPROACH % 99% 1% 0% 0% 6% 94% 12% 0% 88% 1% 97% 2%
PEAK HR FACTOR 0.737 0.774 0.897 0.744 0.915
APP/DEPART 277 / 136 415 / 929 1,026 / 0 357 / 1,010 0
Woodside

NORTH SIDE
SR-67 SB Ramps WEST SIDE EAST SIDE SR-67 SB Ramps

SOUTH SIDE
Woodside
AM
7:30 AM
PM
4:45 PM

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

U-TURNS
Woodside Woodside SR-67 SB Ramps SR-67 SB Ramps
DATE: LOCATION: Santee PROJECT #: SC3984
5/2/23 NORTH & SOUTH: Woodside LOCATION #: 4
TUESDAY EAST & WEST: SR-67 SB Ramps CONTROL: STOP ALL
CLASS 2: NOTES: AM ▲
2-AXLE PM N
WORK MD ◄ W E ►

VEHICLES/ OTHER S
TRUCKS OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 1 1 X 0 1 0 1 X 1 0.5 1 0.5
7:00 AM 2 0 0 0 1 13 6 0 7 0 6 1 36 0 0 0 0 0
7:15 AM 6 0 0 0 0 6 7 0 3 0 11 0 33 0 0 0 0 0
7:30 AM 2 0 0 0 1 15 9 0 8 0 6 0 41 0 0 0 0 0
7:45 AM 3 0 0 0 0 7 2 0 5 1 11 0 29 0 0 0 0 0
8:00 AM 4 0 0 0 1 14 8 0 8 0 4 0 39 0 0 0 0 0
8:15 AM 2 1 0 0 1 11 11 0 8 1 3 0 38 0 0 1 0 1
8:30 AM 3 1 0 0 0 11 12 0 5 0 7 0 39 0 0 0 0 0
8:45 AM 4 0 0 0 0 9 11 0 2 0 7 0 33 0 0 0 0 0
VOLUMES 26 2 0 0 4 86 66 0 46 2 55 1 288 0 0 1 0 1
APPROACH % 93% 7% 0% 0% 4% 96% 59% 0% 41% 3% 95% 2%
APP/DEPART 28 / 68 90 / 52 112 / 0 58 / 168 0

BEGIN PEAK HR
VOLUMES 11 1 0 0 3 47 29 0 29 2 24 0 147
APPROACH % 92% 8% 0% 0% 6% 94% 49% 0% 49% 8% 92% 0%
PEAK HR FACTOR 0.750 0.781 0.776 0.542 0.896
APP/DEPART 12 / 30 50 / 34 59 / 0 26 / 83 0
4:00 PM 4 0 0 0 0 6 10 0 8 0 5 0 33 0 0 0 0 0
4:15 PM 4 0 0 0 0 3 6 0 2 0 2 0 17 0 0 0 0 0
4:30 PM 0 0 0 0 2 4 4 0 4 0 5 0 19 0 0 0 0 0
4:45 PM 1 0 0 0 0 2 2 0 5 0 3 1 14 0 0 0 0 0
5:00 PM 0 0 0 0 0 5 0 0 5 0 6 1 17 0 0 0 0 0
5:15 PM 3 1 0 0 1 8 1 0 6 0 6 0 26 0 0 0 0 0
5:30 PM 1 0 0 0 1 5 1 0 1 0 0 0 9 0 0 0 0 0
5:45 PM 3 0 0 0 1 4 2 0 3 0 2 1 16 0 0 0 0 0
VOLUMES 16 1 0 0 5 37 26 0 34 0 29 3 151 0 0 0 0 0
APPROACH % 94% 6% 0% 0% 12% 88% 43% 0% 57% 0% 91% 9%
APP/DEPART 17 / 30 42 / 39 60 / 0 32 / 82 0

BEGIN PEAK HR
VOLUMES 5 1 0 0 2 20 4 0 17 0 15 2 66
APPROACH % 83% 17% 0% 0% 9% 91% 19% 0% 81% 0% 88% 12%
PEAK HR FACTOR 0.375 0.611 0.750 0.607 0.635
APP/DEPART 6 / 7 22 / 19 21 / 0 17 / 40 0
Woodside

NORTH SIDE
SR-67 SB Ramps WEST SIDE EAST SIDE SR-67 SB Ramps

SOUTH SIDE
Woodside
AM
7:30 AM
PM
4:45 PM

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

U-TURNS
Woodside Woodside SR-67 SB Ramps SR-67 SB Ramps
I -1
I I I I : : I
I I I I .1 . • 11-11-11 -11
DATE: LOCATION: Santee PROJECT #: SC3984
5/2/23 NORTH & SOUTH: Woodside LOCATION #: 4
TUESDAY EAST & WEST: SR-67 SB Ramps CONTROL: STOP ALL
CLASS 3: NOTES: AM ▲
3-AXLE PM N
TRUCKS MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 1 1 X 0 1 0 1 X 1 0.5 1 0.5
7:00 AM 0 0 0 0 0 0 3 0 1 0 1 0 5 0 0 0 0 0
7:15 AM 0 0 0 0 0 1 0 0 0 0 0 0 1 0 0 0 0 0
7:30 AM 0 0 0 0 1 1 0 0 0 0 2 0 4 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0
8:00 AM 0 0 0 0 0 1 0 0 1 0 1 0 3 0 0 0 0 0
8:15 AM 0 0 0 0 0 0 0 0 1 0 2 0 3 0 0 0 0 0
8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 1 0 0 0 1 0 2 0 0 0 0 0
VOLUMES 0 0 0 0 1 3 4 0 4 0 7 0 19 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 25% 75% 50% 0% 50% 0% 100% 0%
APP/DEPART 0 / 4 4 / 5 8 / 0 7 / 10 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 1 2 0 0 3 0 5 0 11
APPROACH % 0% 0% 0% 0% 33% 67% 0% 0% 100% 0% 100% 0%
PEAK HR FACTOR 0.000 0.375 0.750 0.625 0.688
APP/DEPART 0 / 0 3 / 4 3 / 0 5 / 7 0
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:15 PM 0 0 0 0 0 2 0 0 1 0 0 0 3 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 1 0 1 0 0 0 2 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 0
5:00 PM 0 0 0 0 0 1 0 0 0 0 0 0 1 0 0 0 0 0
5:15 PM 0 1 0 0 0 1 0 0 0 0 1 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 0 0 0
5:45 PM 0 0 0 0 0 1 1 0 0 0 0 0 2 0 0 0 0 0
VOLUMES 0 1 0 0 0 5 3 0 2 0 1 0 12 0 0 0 0 0
APPROACH % 0% 100% 0% 0% 0% 100% 60% 0% 40% 0% 100% 0%
APP/DEPART 1 / 4 5 / 2 5 / 0 1 / 6 0

BEGIN PEAK HR
VOLUMES 0 1 0 0 0 2 1 0 0 0 1 0 5
APPROACH % 0% 100% 0% 0% 0% 100% 100% 0% 0% 0% 100% 0%
PEAK HR FACTOR 0.250 0.500 0.250 0.250 0.417
APP/DEPART 1 / 2 2 / 0 1 / 0 1 / 3 0
Woodside

NORTH SIDE
SR-67 SB Ramps WEST SIDE EAST SIDE SR-67 SB Ramps

SOUTH SIDE
Woodside
AM
7:30 AM
PM
4:45 PM

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

TRUCKS OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 1 1 X 0 1 0 1 X 1 0.5 1 0.5
7:00 AM 0 0 0 0 0 1 0 0 1 0 1 0 3 0 0 0 0 0
7:15 AM 0 0 0 0 1 1 1 0 0 0 0 0 3 0 0 0 0 0
7:30 AM 1 0 0 0 0 0 1 0 3 1 1 0 7 0 0 0 0 0
7:45 AM 0 0 0 0 1 1 0 0 1 0 0 0 3 0 0 0 0 0
8:00 AM 0 0 0 0 0 0 1 0 1 1 0 0 3 0 0 0 0 0
8:15 AM 0 0 0 0 0 1 3 0 0 0 2 0 6 0 0 1 0 1
8:30 AM 0 0 0 0 0 0 1 0 0 0 2 0 3 0 0 0 0 0
8:45 AM 0 0 0 0 0 1 1 0 1 0 0 0 3 0 0 0 0 0
VOLUMES 1 0 0 0 2 5 8 0 7 2 6 0 31 0 0 1 0 1
APPROACH % 100% 0% 0% 0% 29% 71% 53% 0% 47% 25% 75% 0%
APP/DEPART 1 / 7 7 / 11 15 / 0 8 / 13 0

BEGIN PEAK HR
VOLUMES 1 0 0 0 1 2 4 0 5 2 3 0 19
APPROACH % 100% 0% 0% 0% 33% 67% 40% 0% 50% 40% 60% 0%
PEAK HR FACTOR 0.250 0.375 0.625 0.625 0.679
APP/DEPART 1 / 4 3 / 8 10 / 0 5 / 7 0
4:00 PM 0 0 0 0 0 2 0 0 3 0 0 0 5 0 0 0 0 0
4:15 PM 0 0 0 0 0 1 1 0 2 0 1 0 5 0 0 0 0 0
4:30 PM 1 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0
4:45 PM 0 0 0 0 0 1 1 0 0 0 0 1 3 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:15 PM 0 0 0 0 1 0 1 0 1 0 0 0 3 0 0 0 0 0
5:30 PM 1 0 0 0 0 4 0 0 2 0 0 0 7 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0
VOLUMES 2 0 0 0 1 8 3 0 9 0 1 1 25 0 0 0 0 0
APPROACH % 100% 0% 0% 0% 11% 89% 25% 0% 75% 0% 50% 50%
APP/DEPART 2 / 4 9 / 10 12 / 0 2 / 11 0

BEGIN PEAK HR
VOLUMES 1 0 0 0 1 5 2 0 3 0 0 1 13
APPROACH % 100% 0% 0% 0% 17% 83% 40% 0% 60% 0% 0% 100%
PEAK HR FACTOR 0.250 0.375 0.625 0.250 0.464
APP/DEPART 1 / 3 6 / 4 5 / 0 1 / 6 0
Woodside

NORTH SIDE
SR-67 SB Ramps WEST SIDE EAST SIDE SR-67 SB Ramps

SOUTH SIDE
Woodside
AM
7:30 AM
PM
4:45 PM

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

RV PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

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

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

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

NORTH SIDE
SR-67 SB Ramps WEST SIDE EAST SIDE SR-67 SB Ramps

SOUTH SIDE
Woodside
AM
7:30 AM
PM
4:45 PM

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

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 X 0 1 0 1 X 1 0.5 1 0.5
7:00 AM 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0
7:15 AM 3 0 0 0 0 1 1 0 2 0 0 0 7 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 0 1 0 1 0 2 0 0 0 0 0
8:00 AM 2 0 0 0 0 0 0 0 0 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 0 0 0
8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:45 AM 1 0 0 0 0 0 0 0 2 0 0 0 3 0 0 0 0 0
VOLUMES 6 0 0 0 0 1 1 0 7 0 1 0 16 0 0 0 0 0
APPROACH % 100% 0% 0% 0% 0% 100% 13% 0% 88% 0% 100% 0%
APP/DEPART 6 / 1 1 / 7 8 / 0 1 / 8 0

BEGIN PEAK HR
VOLUMES 2 0 0 0 0 0 0 0 2 0 1 0 5
APPROACH % 100% 0% 0% 0% 0% 0% 0% 0% 100% 0% 100% 0%
PEAK HR FACTOR 0.250 0.000 0.500 0.250 0.625
APP/DEPART 2 / 0 0 / 2 2 / 0 1 / 3 0
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0

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

NORTH SIDE
SR-67 SB Ramps WEST SIDE EAST SIDE SR-67 SB Ramps

SOUTH SIDE
Woodside
AM
7:30 AM
PM
4:45 PM

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

U-TURNS
Woodside Woodside SR-67 SB Ramps SR-67 SB Ramps
DATE: LOCATION: PROJECT #: SC3984
Tue, May 2, 23 NORTH & SOUTH: LOCATION #: 5
EAST & WEST: CONTROL: STOP S
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 0 X 0 1 1 X X 2 0 0 0 0 0
7:00 AM 0 0 0 0 0 15 41 28 0 0 11 2 97 0 0 0 0 0
7:15 AM 0 0 0 0 0 10 36 30 0 0 13 1 90 0 0 0 0 0
7:30 AM 0 0 0 1 0 14 38 32 0 0 22 1 108 0 0 0 0 0
7:45 AM 0 0 0 2 0 7 67 44 0 0 15 9 144 0 0 0 0 0
8:00 AM 0 0 0 0 0 19 43 27 0 0 26 4 119 0 0 0 0 0
8:15 AM 0 0 0 1 0 19 21 23 0 0 12 1 77 0 0 0 0 0
8:30 AM 0 0 0 6 0 13 19 34 0 0 15 1 88 0 0 0 0 0
8:45 AM 0 0 0 5 0 11 16 35 0 0 21 3 91 0 0 0 0 0
VOLUMES 0 0 0 15 0 108 281 253 0 0 135 22 814 0 0 0 0 0 APPROACH % 0% 0% 0% 12% 0% 88% 53% 47% 0% 0% 86% 14%
APP/DEPART 0 / 303 123 / 0 534 / 268 157 / 243 0

BEGIN PEAK HR
VOLUMES 0 0 0 3 0 50 184 133 0 0 76 15 461
APPROACH % 0% 0% 0% 6% 0% 94% 58% 42% 0% 0% 84% 16%
PEAK HR FACTOR 0.000 0.697 0.714 0.758 0.800
APP/DEPART 0 / 199 53 / 0 317 / 136 91 / 126 0
4:00 PM 0 0 0 4 0 37 9 39 0 0 35 2 126 0 0 0 0 0
4:15 PM 0 0 0 4 0 24 7 26 0 0 37 1 99 0 0 0 0 0
4:30 PM 0 0 0 5 0 55 6 37 0 0 31 1 135 0 0 0 0 0
4:45 PM 0 0 0 1 0 16 6 43 0 0 23 1 90 0 0 0 0 0
5:00 PM 0 0 0 13 0 74 4 29 0 0 70 1 191 0 0 0 0 0
5:15 PM 0 0 0 1 0 26 6 26 0 0 113 0 172 0 0 0 0 0
5:30 PM 0 0 0 1 0 16 1 25 0 0 103 0 146 0 0 0 0 0
5:45 PM 0 0 0 1 0 11 1 30 0 0 73 1 117 0 0 0 0 0
VOLUMES 0 0 0 30 0 259 40 255 0 0 485 7 1,076 0 0 0 0 0 APPROACH % 0% 0% 0% 10% 0% 90% 14% 86% 0% 0% 99% 1%
APP/DEPART 0 / 47 289 / 0 295 / 285 492 / 744 0

BEGIN PEAK HR
VOLUMES 0 0 0 16 0 127 12 110 0 0 359 2 626
APPROACH % 0% 0% 0% 11% 0% 89% 10% 90% 0% 0% 99% 1%
PEAK HR FACTOR 0.000 0.411 0.924 0.799 0.819
APP/DEPART 0 / 14 143 / 0 122 / 126 361 / 486 0
Hartley

NORTH SIDE
Woodside WEST SIDE EAST SIDE Woodside

SOUTH SIDE
Hartley

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

U-TURNS
Hartley Hartley Woodside Woodside

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

BICYCLE CROSSINGS

AM PM AM
7:15 AM
PM
5:00 PM

ALL PED AND BIKE PEDESTRIAN CROSSINGS
412 367 0 45 TOTAL 350
289 259 0 30 PM 47
123 108 0 15 AM 303
157 492 649
987 744 243
22 7
29 135 485 620
TOTAL
PM
AM
0 0 0
321
40 281
AM
PM
TOTAL
508 255 253
0 0 0
268 285 553
829 295 534
0 AM 0 0 0 0
0 PM 0 0 0 0
0 TOTAL 0 0 0 0
196 177 0 19 TOTAL 213
143 127 0 16 PM 14
53 50 0 3 AM 199
91 361 452
612 486 126
15 2
17 76
359 435
TOTAL
PM
AM
AM 7:15 AM
8:45 AM
0 0 0
196
12 184
#N/A
AM
PM
TOTAL
243 110 133
PM 5:00 PM
3:45 PM
0 0 0
136 126 262
439 122 317
0 AM 0 0 0 0
0 PM 0 0 0 0
0 Total 0 0 0 0
Hartley
AimTD LLC

TURNING MOVEMENT COUNTS
Hartley
Woodside
Woodside
SC3984

ALL HOURS
Hartley
Hartley
Woodside
Woodside

PEAK HOUR
Santee
DATE: LOCATION: Santee PROJECT #: SC3984
5/2/23 NORTH & SOUTH: Hartley LOCATION #: 5
TUESDAY EAST & WEST: Woodside CONTROL: STOP S
NOTES: AM ▲
PCE Class 1 2 3 4 5 6 PM N
Adjusted Factor 1 1.5 2 3 2 2 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 0 X 0 1 1 X X 2 0
7:00 AM 0 0 0 0 0 24 47 31 0 0 13 2 116 0
7:15 AM 0 0 0 0 0 16 39 34 0 0 16 1 106 0
7:30 AM 0 0 0 1 0 21 41 36 0 0 27 1 126 0
7:45 AM 0 0 0 4 0 14 67 47 0 0 18 13 162 0
8:00 AM 0 0 0 0 0 24 45 29 0 0 31 4 132 0
8:15 AM 0 0 0 1 0 23 27 26 0 0 15 1 92 0
8:30 AM 0 0 0 10 0 16 22 39 0 0 17 3 106 0
8:45 AM 0 0 0 11 0 12 17 44 0 0 26 5 115 0
VOLUMES 0 0 0 27 0 149 303 284 0 0 160 30 952 0 0 0 0 0 APPROACH % 0% 0% 0% 15% 0% 85% 52% 48% 0% 0% 84% 16%
APP/DEPART 0 / 333 176 / 0 586 / 311 190 / 309 0

BEGIN PEAK HR
VOLUMES 0 0 0 5 0 75 191 145 0 0 91 19 525
APPROACH % 0% 0% 0% 6% 0% 94% 57% 43% 0% 0% 83% 17%
PEAK HR FACTOR 0.000 0.828 0.739 0.793 0.812
APP/DEPART 0 / 210 80 / 0 336 / 150 110 / 165 0
4:00 PM 0 0 0 6 0 38 12 41 0 0 40 2 138 0
4:15 PM 0 0 0 5 0 26 8 30 0 0 43 1 111 0
4:30 PM 0 0 0 5 0 57 7 40 0 0 32 2 142 0
4:45 PM 0 0 0 1 0 19 8 46 0 0 24 1 98 0
5:00 PM 0 0 0 14 0 76 5 29 0 0 71 2 196 0
5:15 PM 0 0 0 1 0 29 11 29 0 0 115 0 184 0
5:30 PM 0 0 0 1 0 19 1 25 0 0 107 0 153 0
5:45 PM 0 0 0 2 0 12 2 32 0 0 76 2 124 0
VOLUMES 0 0 0 33 0 274 52 271 0 0 507 9 1,145 0 0 0 0 0 APPROACH % 0% 0% 0% 11% 0% 89% 16% 84% 0% 0% 98% 2%
APP/DEPART 0 / 61 307 / 0 322 / 304 516 / 781 0

BEGIN PEAK HR
VOLUMES 0 0 0 17 0 136 18 115 0 0 369 3 656
APPROACH % 0% 0% 0% 11% 0% 89% 13% 87% 0% 0% 99% 1%
PEAK HR FACTOR 0.000 0.426 0.846 0.808 0.839
APP/DEPART 0 / 21 153 / 0 132 / 132 372 / 504 0
Hartley

NORTH SIDE
Woodside WEST SIDE EAST SIDE Woodside

SOUTH SIDE
Hartley
AM
7:15 AM
PM
5:00 PM

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

U-TURNS
Hartley Hartley Woodside Woodside
DATE: LOCATION: Santee PROJECT #: SC3984
5/2/23 NORTH & SOUTH: Hartley LOCATION #: 5
TUESDAY EAST & WEST: Woodside CONTROL: STOP S
CLASS 1: NOTES: AM ▲

PASSENGER PM N
VEHICLES MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X X X 0 X 0 1 1 X X 2 0
7:00 AM 0 0 0 0 0 1 33 26 0 0 9 2 71 0 0 0 0 0
7:15 AM 0 0 0 0 0 5 32 25 0 0 8 1 71 0 0 0 0 0
7:30 AM 0 0 0 1 0 3 34 28 0 0 16 1 83 0 0 0 0 0
7:45 AM 0 0 0 1 0 0 67 39 0 0 11 7 125 0 0 0 0 0
8:00 AM 0 0 0 0 0 9 39 24 0 0 20 4 96 0 0 0 0 0
8:15 AM 0 0 0 1 0 14 16 18 0 0 7 1 57 0 0 0 0 0
8:30 AM 0 0 0 4 0 8 14 27 0 0 12 0 65 0 0 0 0 0
8:45 AM 0 0 0 2 0 9 14 27 0 0 14 2 68 0 0 0 0 0
VOLUMES 0 0 0 9 0 49 249 214 0 0 97 18 636 0 0 0 0 0
APPROACH % 0% 0% 0% 16% 0% 84% 54% 46% 0% 0% 84% 16%
APP/DEPART 0 / 267 58 / 0 463 / 223 115 / 146 0

BEGIN PEAK HR
VOLUMES 0 0 0 2 0 17 172 116 0 0 55 13 375
APPROACH % 0% 0% 0% 11% 0% 89% 60% 40% 0% 0% 81% 19%
PEAK HR FACTOR 0.000 0.528 0.679 0.708 0.750
APP/DEPART 0 / 185 19 / 0 288 / 118 68 / 72 0
4:00 PM 0 0 0 2 0 35 3 36 0 0 31 2 109 0 0 0 0 0
4:15 PM 0 0 0 3 0 22 6 21 0 0 32 1 85 0 0 0 0 0
4:30 PM 0 0 0 5 0 52 5 31 0 0 29 0 122 0 0 0 0 0
4:45 PM 0 0 0 1 0 14 5 41 0 0 22 1 84 0 0 0 0 0
5:00 PM 0 0 0 12 0 71 3 29 0 0 68 0 183 0 0 0 0 0
5:15 PM 0 0 0 1 0 23 3 24 0 0 110 0 161 0 0 0 0 0
5:30 PM 0 0 0 1 0 13 1 25 0 0 101 0 141 0 0 0 0 0
5:45 PM 0 0 0 0 0 10 0 27 0 0 71 0 108 0 0 0 0 0
VOLUMES 0 0 0 25 0 240 26 234 0 0 464 4 993 0 0 0 0 0
APPROACH % 0% 0% 0% 9% 0% 91% 10% 90% 0% 0% 99% 1%
APP/DEPART 0 / 30 265 / 0 260 / 259 468 / 704 0

BEGIN PEAK HR
VOLUMES 0 0 0 14 0 117 7 105 0 0 350 0 593
APPROACH % 0% 0% 0% 11% 0% 89% 6% 94% 0% 0% 100% 0%
PEAK HR FACTOR 0.000 0.395 0.875 0.795 0.810
APP/DEPART 0 / 7 131 / 0 112 / 119 350 / 467 0
Hartley

NORTH SIDE
Woodside WEST SIDE EAST SIDE Woodside

SOUTH SIDE
Hartley

U-TURNS
Hartley Hartley Woodside Woodside
AM
7:15 AM
PM
5:00 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
DATE: LOCATION: Santee PROJECT #: SC3984
5/2/23 NORTH & SOUTH: Hartley LOCATION #: 5
TUESDAY EAST & WEST: Woodside CONTROL: STOP S
CLASS 2: NOTES: AM ▲
2-AXLE PM N
WORK MD ◄ W E ►

VEHICLES/ OTHER S
TRUCKS OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X X X 0 X 0 1 1 X X 2 0
7:00 AM 0 0 0 0 0 13 7 0 0 0 1 0 21 0 0 0 0 0
7:15 AM 0 0 0 0 0 2 3 4 0 0 4 0 13 0 0 0 0 0
7:30 AM 0 0 0 0 0 10 3 3 0 0 5 0 21 0 0 0 0 0
7:45 AM 0 0 0 0 0 5 0 5 0 0 3 0 13 0 0 0 0 0
8:00 AM 0 0 0 0 0 10 4 3 0 0 5 0 22 0 0 0 0 0
8:15 AM 0 0 0 0 0 4 3 5 0 0 5 0 17 0 0 0 0 0
8:30 AM 0 0 0 0 0 5 5 6 0 0 3 0 19 0 0 0 0 0
8:45 AM 0 0 0 0 0 2 2 5 0 0 6 0 15 0 0 0 0 0
VOLUMES 0 0 0 0 0 51 27 31 0 0 32 0 141 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 100% 47% 53% 0% 0% 100% 0%
APP/DEPART 0 / 27 51 / 0 58 / 31 32 / 83 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 27 10 15 0 0 17 0 69
APPROACH % 0% 0% 0% 0% 0% 100% 40% 60% 0% 0% 100% 0%
PEAK HR FACTOR 0.000 0.675 0.893 0.850 0.784
APP/DEPART 0 / 10 27 / 0 25 / 15 17 / 44 0
4:00 PM 0 0 0 1 0 2 6 3 0 0 2 0 14 0 0 0 0 0
4:15 PM 0 0 0 1 0 1 1 4 0 0 3 0 10 0 0 0 0 0
4:30 PM 0 0 0 0 0 3 1 6 0 0 2 0 12 0 0 0 0 0
4:45 PM 0 0 0 0 0 1 0 1 0 0 1 0 3 0 0 0 0 0
5:00 PM 0 0 0 1 0 2 1 0 0 0 2 1 7 0 0 0 0 0
5:15 PM 0 0 0 0 0 2 1 1 0 0 2 0 6 0 0 0 0 0
5:30 PM 0 0 0 0 0 2 0 0 0 0 0 0 2 0 0 0 0 0
5:45 PM 0 0 0 1 0 1 1 2 0 0 1 1 7 0 0 0 0 0
VOLUMES 0 0 0 4 0 14 11 17 0 0 13 2 61 0 0 0 0 0
APPROACH % 0% 0% 0% 22% 0% 78% 39% 61% 0% 0% 87% 13%
APP/DEPART 0 / 13 18 / 0 28 / 21 15 / 27 0

BEGIN PEAK HR
VOLUMES 0 0 0 2 0 7 3 3 0 0 5 2 22
APPROACH % 0% 0% 0% 22% 0% 78% 50% 50% 0% 0% 71% 29%
PEAK HR FACTOR 0.000 0.750 0.500 0.583 0.786
APP/DEPART 0 / 5 9 / 0 6 / 5 7 / 12 0
Hartley

NORTH SIDE
Woodside WEST SIDE EAST SIDE Woodside

SOUTH SIDE
Hartley

U-TURNS
Hartley Hartley Woodside Woodside
AM
7:15 AM
PM
5:00 PM

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 0 X 0 1 1 X X 2 0
7:00 AM 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0
7:15 AM 0 0 0 0 0 1 0 0 0 0 0 0 1 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
VOLUMES 0 0 0 0 0 1 0 1 0 0 1 0 3 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 100% 0% 100% 0% 0% 100% 0%
APP/DEPART 0 / 0 1 / 0 1 / 1 1 / 2 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 1 0 0 0 0 1 0 2
APPROACH % 0% 0% 0% 0% 0% 100% 0% 0% 0% 0% 100% 0%
PEAK HR FACTOR 0.000 0.250 0.000 0.250 0.500
APP/DEPART 0 / 0 1 / 0 0 / 0 1 / 2 0
4:00 PM 0 0 0 1 0 0 0 0 0 0 0 0 1 0 0 0 0 0
4:15 PM 0 0 0 0 0 1 0 0 0 0 0 0 1 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:00 PM 0 0 0 0 0 1 0 0 0 0 0 0 1 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0
VOLUMES 0 0 0 1 0 2 0 1 0 0 0 1 5 0 0 0 0 0
APPROACH % 0% 0% 0% 33% 0% 67% 0% 100% 0% 0% 0% 100%
APP/DEPART 0 / 1 3 / 0 1 / 2 1 / 2 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 1 0 1 0 0 0 0 2
APPROACH % 0% 0% 0% 0% 0% 100% 0% 100% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.250 0.250 0.000 0.500
APP/DEPART 0 / 0 1 / 0 1 / 1 0 / 1 0
Hartley

NORTH SIDE
Woodside WEST SIDE EAST SIDE Woodside

SOUTH SIDE
Hartley

U-TURNS
Hartley Hartley Woodside Woodside
AM
7:15 AM
PM
5:00 PM

TRUCKS OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X X X 0 X 0 1 1 X X 2 0
7:00 AM 0 0 0 0 0 1 1 1 0 0 0 0 3 0 0 0 0 0
7:15 AM 0 0 0 0 0 2 0 1 0 0 0 0 3 0 0 0 0 0
7:30 AM 0 0 0 0 0 1 0 1 0 0 1 0 3 0 0 0 0 0
7:45 AM 0 0 0 1 0 2 0 0 0 0 0 2 5 0 0 0 0 0
8:00 AM 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0
8:15 AM 0 0 0 0 0 1 2 0 0 0 0 0 3 0 0 0 0 0
8:30 AM 0 0 0 2 0 0 0 1 0 0 0 1 4 0 0 0 0 0
8:45 AM 0 0 0 3 0 0 0 3 0 0 1 1 8 0 0 0 0 0
VOLUMES 0 0 0 6 0 7 3 7 0 0 3 4 30 0 0 0 0 0
APPROACH % 0% 0% 0% 46% 0% 54% 30% 70% 0% 0% 43% 57%
APP/DEPART 0 / 7 13 / 0 10 / 13 7 / 10 0

BEGIN PEAK HR
VOLUMES 0 0 0 1 0 5 0 2 0 0 2 2 12
APPROACH % 0% 0% 0% 17% 0% 83% 0% 100% 0% 0% 50% 50%
PEAK HR FACTOR 0.000 0.500 0.500 0.500 0.600
APP/DEPART 0 / 2 6 / 0 2 / 3 4 / 7 0
4:00 PM 0 0 0 0 0 0 0 0 0 0 2 0 2 0 0 0 0 0
4:15 PM 0 0 0 0 0 0 0 1 0 0 2 0 3 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 0 0 0 1 1 1 0 0 0 0 3 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:15 PM 0 0 0 0 0 1 2 1 0 0 0 0 4 0 0 0 0 0
5:30 PM 0 0 0 0 0 1 0 0 0 0 2 0 3 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0
VOLUMES 0 0 0 0 0 3 3 3 0 0 7 0 16 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 100% 50% 50% 0% 0% 100% 0%
APP/DEPART 0 / 3 3 / 0 6 / 3 7 / 10 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 2 2 1 0 0 3 0 8
APPROACH % 0% 0% 0% 0% 0% 100% 67% 33% 0% 0% 100% 0%
PEAK HR FACTOR 0.000 0.500 0.250 0.375 0.500
APP/DEPART 0 / 2 2 / 0 3 / 1 3 / 5 0
Hartley

NORTH SIDE
Woodside WEST SIDE EAST SIDE Woodside

SOUTH SIDE
Hartley

U-TURNS
Hartley Hartley Woodside Woodside
AM
7:15 AM
PM
5:00 PM

RV PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

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

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

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

NORTH SIDE
Woodside WEST SIDE EAST SIDE Woodside

SOUTH SIDE
Hartley

U-TURNS
Hartley Hartley Woodside Woodside
AM
7:15 AM
PM
5:00 PM

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 0 X 0 1 1 X X 2 0
7:00 AM 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 1 0 0 0 1 0 2 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
VOLUMES 0 0 0 0 0 0 1 0 0 0 2 0 3 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 100% 0% 0% 0% 100% 0%
APP/DEPART 0 / 1 0 / 0 1 / 0 2 / 2 0

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

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

NORTH SIDE
Woodside WEST SIDE EAST SIDE Woodside

SOUTH SIDE
Hartley

U-TURNS
Hartley Hartley Woodside Woodside
AM
7:15 AM
PM
5:00 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
DATE: LOCATION: PROJECT #: SC3984
Tue, May 2, 23 NORTH & SOUTH: LOCATION #: 6
EAST & WEST: CONTROL: STOP S
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 0 X 0 1 1 X X 2 0 0 0 0 0
7:00 AM 0 0 0 2 0 0 9 16 0 0 12 5 44 0 0 0 0 0
7:15 AM 0 0 0 0 0 5 15 15 0 0 10 5 50 0 0 0 1 1
7:30 AM 0 0 0 2 0 3 11 17 0 0 21 11 65 0 0 0 0 0
7:45 AM 0 0 0 1 0 3 17 20 0 0 25 20 86 0 0 0 0 0
8:00 AM 0 0 0 5 0 4 12 13 0 0 25 6 65 0 0 0 0 0
8:15 AM 0 0 0 0 0 7 6 18 0 0 8 10 49 0 0 0 0 0
8:30 AM 0 0 0 2 0 3 13 25 0 0 13 4 60 0 0 0 0 0
8:45 AM 0 0 0 4 0 4 18 19 0 0 22 7 74 0 0 1 0 1
VOLUMES 0 0 0 16 0 29 101 143 0 0 136 68 495 0 0 1 1 2
APPROACH % 0% 0% 0% 36% 0% 64% 41% 58% 0% 0% 66% 33%
APP/DEPART 0 / 169 45 / 0 245 / 160 205 / 166 0

BEGIN PEAK HR
VOLUMES 0 0 0 8 0 15 55 65 0 0 81 42 267
APPROACH % 0% 0% 0% 35% 0% 65% 46% 54% 0% 0% 65% 34%
PEAK HR FACTOR 0.000 0.639 0.811 0.689 0.776
APP/DEPART 0 / 97 23 / 0 120 / 74 124 / 96 0
4:00 PM 0 0 0 12 0 20 8 40 0 0 19 2 101 0 0 0 0 0
4:15 PM 0 0 0 6 0 11 3 25 0 0 27 0 72 0 0 0 0 0
4:30 PM 0 0 0 9 0 12 8 34 0 0 20 4 87 0 0 0 0 0
4:45 PM 0 0 0 13 0 11 10 36 0 0 14 5 89 0 0 0 0 0
5:00 PM 0 0 0 26 0 27 4 42 0 0 33 6 138 0 0 0 0 0
5:15 PM 0 0 0 7 0 7 7 20 0 0 119 1 161 0 0 0 0 0
5:30 PM 0 0 0 7 0 12 7 22 0 0 78 9 135 0 0 0 0 0
5:45 PM 0 0 0 5 0 9 7 25 0 0 66 3 115 0 0 0 1 1
VOLUMES 0 0 0 85 0 109 54 244 0 0 376 30 899 0 0 0 1 1
APPROACH % 0% 0% 0% 44% 0% 56% 18% 82% 0% 0% 92% 7%
APP/DEPART 0 / 84 194 / 0 298 / 330 407 / 485 0

BEGIN PEAK HR
VOLUMES 0 0 0 45 0 55 25 109 0 0 296 19 550
APPROACH % 0% 0% 0% 45% 0% 55% 19% 81% 0% 0% 94% 6%
PEAK HR FACTOR 0.000 0.472 0.728 0.658 0.854
APP/DEPART 0 / 44 100 / 0 134 / 155 316 / 351 0
Wheatlands

NORTH SIDE
Woodside WEST SIDE EAST SIDE Woodside

SOUTH SIDE
Wheatlands

N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SIDE TOTAL NS SS ES WS TOTAL 7:00 AM 2 1 0 0 3 1 0 0 0 1 1 1 0 0 2
7:15 AM 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1
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 2 2 0 0 4 1 0 0 0 1 1 2 0 0 3
4:00 PM 2 0 0 0 2 1 0 0 0 1 1 0 0 0 1
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 1 0 0 0 1 0 0 0 0 0 1 0 0 0 1
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:15 PM 2 0 0 0 2 1 0 0 0 1 1 0 0 0 1
5:30 PM 2 2 0 0 4 1 0 0 0 1 1 2 0 0 3
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
TOTAL 7 2 0 0 9 3 0 0 0 3 4 2 0 0 6

U-TURNS
Wheatlands Wheatlands Woodside Woodside

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

BICYCLE CROSSINGS

AM PM AM
7:15 AM
PM
5:00 PM

ALL PED AND BIKE PEDESTRIAN CROSSINGS
-1
I Fl H
I I I I I ....--I I_I -I 1---,
239 138 0 101 TOTAL 253
194 109 0 85 PM 84
45 29 0 16 AM 169
205 407 612
651 485 166
68 30 98
136 376 512
TOTAL
PM
AM
0 0 0
155
54 101
AM
PM
TOTAL
387 244 143
0 0 0
160 330 490
543 298 245
0 AM 0 0 0 0
0 PM 0 0 0 0
0 TOTAL 0 0 0 0
123 70 0 53 TOTAL 141
100 55 0 45 PM 44
23 15 0 8 AM 97
124 316 440
447 351
96 42 19 61
81 296 377
TOTAL
PM
AM
AM 7:15 AM
8:45 AM
0 0 0
80 25 55
#N/A
AM
PM
TOTAL
174 109
65 PM 5:00 PM
3:45 PM
0 0 0
74 155 229
254 134 120
0 AM 0 0 0 0
0 PM 0 0 0 0
0 Total 0 0 0 0
Wheatlands
AimTD LLC

TURNING MOVEMENT COUNTS
Wheatlands
Woodside
Woodside
SC3984

ALL HOURS
Wheatlands
Wheatlands
Woodside
Woodside

PEAK HOUR
Santee
I I I ~ I
¢D cs ~
<]
{f
~
V ~ 6 a=> □
§i~;~~~I rl ~ ;+I ~1 I I __ I
~ -------1..._<:D~v---t-CS I
rn
~
j)
~ t> ~
V H V ~ 6 a=> ~D
c::::::=:::::::::::§~~§
DATE: LOCATION: Santee PROJECT #: SC3984
5/2/23 NORTH & SOUTH: Wheatlands LOCATION #: 6
TUESDAY EAST & WEST: Woodside CONTROL: STOP S
NOTES: AM ▲
PCE Class 1 2 3 4 5 6 PM N
Adjusted Factor 1 1.5 2 3 2 2 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 0 X 0 1 1 X X 2 0
7:00 AM 0 0 0 3 0 0 9 16 0 0 13 5 46 0
7:15 AM 0 0 0 0 0 8 16 19 0 0 11 6 58 0
7:30 AM 0 0 0 2 0 5 12 18 0 0 24 16 77 0
7:45 AM 0 0 0 1 0 7 20 21 0 0 28 20 96 0
8:00 AM 0 0 0 6 0 5 13 14 0 0 28 7 72 0
8:15 AM 0 0 0 0 0 10 8 20 0 0 10 12 58 0
8:30 AM 0 0 0 3 0 6 20 29 0 0 15 4 76 0
8:45 AM 0 0 0 5 0 7 26 23 0 0 25 8 93 0
VOLUMES 0 0 0 20 0 47 123 158 0 0 151 77 574 0 0 0 0 0
APPROACH % 0% 0% 0% 30% 0% 70% 44% 56% 0% 0% 66% 34%
APP/DEPART 0 / 199 66 / 0 280 / 177 228 / 198 0

VOLUMES

BEGIN PEAK HR
0 0 0 9 0 25 60 71 0 0 89 49 302
APPROACH % 0% 0% 0% 27% 0% 73% 46% 54% 0% 0% 65% 35%
PEAK HR FACTOR 0.000 0.761 0.816 0.724 0.789
APP/DEPART 0 / 109 34 / 0 131 / 80 138 / 114 0
4:00 PM 0 0 0 13 0 24 9 42 0 0 20 3 111 0
4:15 PM 0 0 0 6 0 12 4 27 0 0 28 0 76 0
4:30 PM 0 0 0 10 0 12 9 36 0 0 22 5 92 0
4:45 PM 0 0 0 13 0 11 13 37 0 0 14 5 93 0
5:00 PM 0 0 0 27 0 28 4 44 0 0 34 6 143 0
5:15 PM 0 0 0 7 0 8 8 20 0 0 121 1 164 0
5:30 PM 0 0 0 7 0 14 7 23 0 0 80 10 140 0
5:45 PM 0 0 0 5 0 10 8 27 0 0 69 4 121 0
VOLUMES 0 0 0 87 0 118 60 255 0 0 386 33 938 0 0 0 0 0
APPROACH % 0% 0% 0% 43% 0% 57% 19% 81% 0% 0% 92% 8%
APP/DEPART 0 / 93 205 / 0 315 / 342 419 / 504 0

VOLUMES

BEGIN PEAK HR
0 0 0 46 0 59 26 114 0 0 303 20 567
APPROACH % 0% 0% 0% 44% 0% 56% 19% 81% 0% 0% 94% 6%
PEAK HR FACTOR 0.000 0.479 0.727 0.665 0.867
APP/DEPART 0 / 46 105 / 0 140 / 159 323 / 362 0

NORTH SIDE
Wheatlands
Woodside WEST SIDE EAST SIDE Woodside
Wheatlands

SOUTH SIDE
AM
7:15 AM
PM
5:00 PM

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

U-TURNS
Wheatlands Wheatlands Woodside Woodside

I--I--I-- JL
- -
SC3984 PROJECT #: Santee LOCATION: DATE:
6 LOCATION #: Wheatlands NORTH & SOUTH: 5/2/23
STOP S CONTROL: Woodside EAST & WEST: TUESDAY
▲ AM NOTES: CLASS 1:

N PM PASSENGER
E ► W ◄ MD VEHICLES

S OTHER
▼ OTHER

WESTBOUND EASTBOUND SOUTHBOUND NORTHBOUND

TTL WB EB SB NB TOTAL WR WT WL ER ET EL SR ST SL NR NT NL 0 2 X X 1 1 0 X 0 X X X LANES:
0 0 0 0 0 41 5 10 0 0 16 9 0 0 1 0 0 0 7:00 AM
0 0 0 0 0 39 4 9 0 0 11 14 1 0 0 0 0 0 7:15 AM
0 0 0 0 0 51 8 16 0 0 15 10 0 0 2 0 0 0 7:30 AM
0 0 0 0 0 77 20 21 0 0 19 15 1 0 1 0 0 0 7:45 AM
0 0 0 0 0 53 5 21 0 0 12 10 2 0 3 0 0 0 8:00 AM
0 0 0 0 0 32 7 5 0 0 15 3 2 0 0 0 0 0 8:15 AM
0 0 0 0 0 45 4 10 0 0 21 8 1 0 1 0 0 0 8:30 AM
0 0 0 0 0 52 6 16 0 0 14 12 1 0 3 0 0 0 8:45 AM
0 0 0 0 0 390 59 108 0 0 123 81 8 0 11 0 0 0 VOLUMES
35% 65% 0% 0% 60% 40% 42% 0% 58% 0% 0% 0% APPROACH %
0 116 / 167 134 / 204 0 / 19 140 / 0 APP/DEPART

BEGIN PEAK HR
220 37 67 0 0 57 49 4 0 6 0 0 0 VOLUMES
36% 64% 0% 0% 54% 46% 40% 0% 60% 0% 0% 0% APPROACH %

0.714 0.634 0.779 0.500 0.000 PEAK HR FACTOR
0 71 / 104 63 / 106 0 / 10 86 / 0 APP/DEPART
0 0 0 0 0 90 1 17 0 0 37 7 18 0 10 0 0 0 4:00 PM
0 0 0 0 0 66 0 26 0 0 22 2 10 0 6 0 0 0 4:15 PM
0 0 0 0 0 78 3 18 0 0 31 6 12 0 8 0 0 0 4:30 PM
0 0 0 0 0 85 5 14 0 0 34 8 11 0 13 0 0 0 4:45 PM
0 0 0 0 0 132 6 31 0 0 41 4 25 0 25 0 0 0 5:00 PM
0 0 0 0 0 156 1 116 0 0 20 6 6 0 7 0 0 0 5:15 PM
0 0 0 0 0 129 8 75 0 0 21 7 11 0 7 0 0 0 5:30 PM
1 1 0 0 0 105 2 62 0 0 22 6 8 0 5 0 0 0 5:45 PM
1 1 0 0 0 842 26 359 0 0 228 46 101 0 81 0 0 0 VOLUMES
7% 93% 0% 0% 83% 17% 55% 0% 45% 0% 0% 0% APPROACH %
0 460 / 386 310 / 274 0 / 182 72 / 0 APP/DEPART

BEGIN PEAK HR
523 17 284 0 0 104 23 50 0 44 0 0 0 VOLUMES
6% 94% 0% 0% 82% 18% 53% 0% 47% 0% 0% 0% APPROACH %

0.838 0.645 0.706 0.470 0.000 PEAK HR FACTOR
0 334 / 302 149 / 127 0 / 94 40 / 0 APP/DEPART
Wheatlands

NORTH SIDE
Woodside EAST SIDE WEST SIDE Woodside

SOUTH SIDE
Wheatlands

U-TURNS
Woodside Woodside Wheatlands Wheatlands
AM
7:15 AM
PM
5:00 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
I I I I I 11 I I I I I I I
I: a I I I
I - I
DATE: LOCATION: Santee PROJECT #: SC3984
5/2/23 NORTH & SOUTH: Wheatlands LOCATION #: 6
TUESDAY EAST & WEST: Woodside CONTROL: STOP S
CLASS 2: NOTES: AM ▲
2-AXLE PM N
WORK MD ◄ W E ►

VEHICLES/ OTHER S
TRUCKS OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X X X 0 X 0 1 1 X X 2 0
7:00 AM 0 0 0 0 0 0 0 0 0 0 2 0 2 0 0 0 0 0
7:15 AM 0 0 0 0 0 3 1 3 0 0 1 0 8 0 0 0 0 0
7:30 AM 0 0 0 0 0 2 0 2 0 0 5 0 9 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 1 1 0 0 3 0 5 0 0 0 0 0
8:00 AM 0 0 0 2 0 2 2 1 0 0 3 1 11 0 0 0 0 0
8:15 AM 0 0 0 0 0 5 3 3 0 0 3 3 17 0 0 0 0 0
8:30 AM 0 0 0 0 0 1 2 3 0 0 3 0 9 0 0 0 0 0
8:45 AM 0 0 0 1 0 2 2 4 0 0 6 1 16 0 0 0 0 0
VOLUMES 0 0 0 3 0 15 11 17 0 0 26 5 77 0 0 0 0 0
APPROACH % 0% 0% 0% 17% 0% 83% 39% 61% 0% 0% 84% 16%
APP/DEPART 0 / 16 18 / 0 28 / 20 31 / 41 0

BEGIN PEAK HR
VOLUMES 0 0 0 2 0 7 4 7 0 0 12 1 33
APPROACH % 0% 0% 0% 22% 0% 78% 36% 64% 0% 0% 92% 8%
PEAK HR FACTOR 0.000 0.563 0.688 0.650 0.750
APP/DEPART 0 / 5 9 / 0 11 / 9 13 / 19 0
4:00 PM 0 0 0 2 0 0 1 2 0 0 2 0 7 0 0 0 0 0
4:15 PM 0 0 0 0 0 1 0 3 0 0 1 0 5 0 0 0 0 0
4:30 PM 0 0 0 1 0 0 2 3 0 0 1 1 8 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 1 2 0 0 0 0 3 0 0 0 0 0
5:00 PM 0 0 0 1 0 2 0 0 0 0 2 0 5 0 0 0 0 0
5:15 PM 0 0 0 0 0 1 1 0 0 0 3 0 5 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 1 0 0 2 1 4 0 0 0 0 0
5:45 PM 0 0 0 0 0 1 1 2 0 0 3 1 8 0 0 0 0 0
VOLUMES 0 0 0 4 0 5 6 13 0 0 14 3 45 0 0 0 0 0
APPROACH % 0% 0% 0% 44% 0% 56% 32% 68% 0% 0% 82% 18%
APP/DEPART 0 / 9 9 / 0 19 / 17 17 / 19 0

BEGIN PEAK HR
VOLUMES 0 0 0 1 0 4 2 3 0 0 10 2 22
APPROACH % 0% 0% 0% 20% 0% 80% 40% 60% 0% 0% 83% 17%
PEAK HR FACTOR 0.000 0.417 0.417 0.750 0.688
APP/DEPART 0 / 4 5 / 0 5 / 4 12 / 14 0
Wheatlands

NORTH SIDE
Woodside WEST SIDE EAST SIDE Woodside

SOUTH SIDE
Wheatlands

U-TURNS
Wheatlands Wheatlands Woodside Woodside
AM
7:15 AM
PM
5:00 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
I -1
I I
I I I I I I 1-1 -I I ---1 I
DATE: LOCATION: Santee PROJECT #: SC3984
5/2/23 NORTH & SOUTH: Wheatlands LOCATION #: 6
TUESDAY EAST & WEST: Woodside CONTROL: STOP S
CLASS 3: NOTES: AM ▲
3-AXLE PM N
TRUCKS MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X X X 0 X 0 1 1 X X 2 0
7:00 AM 0 0 0 1 0 0 0 0 0 0 0 0 1 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 1 1
7:30 AM 0 0 0 0 0 1 1 0 0 0 0 1 3 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0
8:00 AM 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 AM 0 0 0 1 0 0 0 0 0 0 0 0 1 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 1 0 0 0 0 0 1 0 0 1 0 1
VOLUMES 0 0 0 2 0 1 2 0 0 0 2 2 11 0 0 1 1 2
APPROACH % 0% 0% 0% 67% 0% 33% 67% 0% 0% 0% 40% 40%
APP/DEPART 0 / 4 3 / 0 3 / 3 5 / 4 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 1 1 0 0 0 2 2 7
APPROACH % 0% 0% 0% 0% 0% 100% 100% 0% 0% 0% 40% 40%
PEAK HR FACTOR 0.000 0.250 0.250 0.625 0.583
APP/DEPART 0 / 3 1 / 0 1 / 1 5 / 3 0
4:00 PM 0 0 0 0 0 0 0 1 0 0 0 1 2 0 0 0 0 0
4:15 PM 0 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 1 0 0 1 0 2 0 0 0 0 0
VOLUMES 0 0 0 0 0 0 1 2 0 0 3 1 7 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 33% 67% 0% 0% 75% 25%
APP/DEPART 0 / 2 0 / 0 3 / 2 4 / 3 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 1 0 0 2 0 3
APPROACH % 0% 0% 0% 0% 0% 0% 0% 100% 0% 0% 100% 0%
PEAK HR FACTOR 0.000 0.000 0.250 0.500 0.375
APP/DEPART 0 / 0 0 / 0 1 / 1 2 / 2 0
Wheatlands

NORTH SIDE
Woodside WEST SIDE EAST SIDE Woodside

SOUTH SIDE
Wheatlands

U-TURNS
Wheatlands Wheatlands Woodside Woodside
AM
7:15 AM
PM
5:00 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
I -1
I I I Fl : I
I I I • • I I .....--I -I 1---,I I
DATE: LOCATION: Santee PROJECT #: SC3984
5/2/23 NORTH & SOUTH: Wheatlands LOCATION #: 6
TUESDAY EAST & WEST: Woodside CONTROL: STOP S
CLASS 4: NOTES: AM ▲
4 OR MORE PM N
AXLE MD ◄ W E ►

TRUCKS OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X X X 0 X 0 1 1 X X 2 0
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 0 0 0 0 2 2 0 0 0 0 0
7:45 AM 0 0 0 0 0 2 1 0 0 0 0 0 3 0 0 0 0 0
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 AM 0 0 0 0 0 1 3 1 0 0 0 0 5 0 0 0 0 0
8:45 AM 0 0 0 0 0 1 3 1 0 0 0 0 5 0 0 0 0 0
VOLUMES 0 0 0 0 0 4 7 3 0 0 0 2 16 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 100% 70% 30% 0% 0% 0% 100%
APP/DEPART 0 / 9 4 / 0 10 / 3 2 / 4 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 2 1 1 0 0 0 2 6
APPROACH % 0% 0% 0% 0% 0% 100% 50% 50% 0% 0% 0% 100%
PEAK HR FACTOR 0.000 0.250 0.500 0.250 0.500
APP/DEPART 0 / 3 2 / 0 2 / 1 2 / 2 0
4:00 PM 0 0 0 0 0 2 0 0 0 0 0 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 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 0 0 1 0 0 0 0 0 0 1 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
VOLUMES 0 0 0 0 0 3 1 1 0 0 0 0 5 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 100% 50% 50% 0% 0% 0% 0%
APP/DEPART 0 / 1 3 / 0 2 / 1 0 / 3 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 1 0 1 0 0 0 0 2
APPROACH % 0% 0% 0% 0% 0% 100% 0% 100% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.250 0.250 0.000 0.500
APP/DEPART 0 / 0 1 / 0 1 / 1 0 / 1 0
Wheatlands

NORTH SIDE
Woodside WEST SIDE EAST SIDE Woodside

SOUTH SIDE
Wheatlands

U-TURNS
Wheatlands Wheatlands Woodside Woodside
AM
7:15 AM
PM
5:00 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
I -1
I I I 6: I
I I I I I I 1-1 -I I ---1 I
SC3984 PROJECT #: Santee LOCATION: DATE:
6 LOCATION #: Wheatlands NORTH & SOUTH: 5/2/23
STOP S CONTROL: Woodside EAST & WEST: TUESDAY
▲ AM NOTES: CLASS 5:

N PM RV
E ► W ◄ MD

S OTHER
▼ OTHER

WESTBOUND EASTBOUND SOUTHBOUND NORTHBOUND

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

BEGIN PEAK HR
0 0 0 0 0 0 0 0 0 0 0 0 0 VOLUMES
0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% APPROACH %

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

BEGIN PEAK HR
0 0 0 0 0 0 0 0 0 0 0 0 0 VOLUMES
0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% APPROACH %

0.000 0.000 0.000 0.000 0.000 PEAK HR FACTOR
0 0 / 0 0 / 0 0 / 0 0 / 0 APP/DEPART
Wheatlands

NORTH SIDE
Woodside EAST SIDE WEST SIDE Woodside

SOUTH SIDE
Wheatlands

U-TURNS
Woodside Woodside Wheatlands Wheatlands
AM
7:15 AM
PM
5:00 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
I I I I I 11 I I I I I I I
I: HI I I
I - I
DATE: LOCATION: Santee PROJECT #: SC3984
5/2/23 NORTH & SOUTH: Wheatlands LOCATION #: 6
TUESDAY EAST & WEST: Woodside CONTROL: STOP S
CLASS 6: NOTES: AM ▲
PM N
BUSES MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

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

VOLUMES

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

VOLUMES

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

NORTH SIDE
Wheatlands
Woodside WEST SIDE EAST SIDE Woodside
Wheatlands

SOUTH SIDE

U-TURNS
Wheatlands Wheatlands Woodside Woodside
AM
7:15 AM
PM
5:00 PM

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

DATE: LOCATION: PROJECT #: SC3984
Tue, May 2, 23 NORTH & SOUTH: LOCATION #: 7
EAST & WEST: CONTROL: STOP S
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 0 X 0 0 2 X X 2 0 0 0 0 0
7:00 AM 0 0 0 0 0 0 0 16 0 0 17 0 33 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 15 0 0 15 1 31 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 18 0 0 31 0 49 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 20 0 0 48 0 68 0 0 0 0 0
8:00 AM 0 0 0 0 0 0 0 18 0 0 33 0 51 0 0 0 0 0
8:15 AM 0 0 0 0 0 0 0 17 0 0 19 0 36 0 0 0 0 0
8:30 AM 0 0 0 0 0 0 0 28 0 0 15 0 43 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 0 24 0 0 32 0 56 0 0 0 0 0
VOLUMES 0 0 0 0 0 0 0 156 0 0 210 1 367 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 100% 0% 0% 100% 0%
APP/DEPART 0 / 1 0 / 0 156 / 156 211 / 210 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 73 0 0 131 0 204
APPROACH % 0% 0% 0% 0% 0% 0% 0% 100% 0% 0% 100% 0%
PEAK HR FACTOR 0.000 0.000 0.913 0.682 0.750
APP/DEPART 0 / 0 0 / 0 73 / 73 131 / 131 0
4:00 PM 0 0 0 0 0 0 0 53 0 0 22 0 75 0 0 0 0 0
4:15 PM 0 0 0 1 0 0 0 30 0 0 28 0 59 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 44 0 0 25 0 69 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 0 50 0 0 22 0 72 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 71 0 0 41 0 112 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 28 0 0 123 1 152 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 26 0 0 89 0 115 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 31 0 0 67 0 98 0 0 0 0 0
VOLUMES 0 0 0 1 0 0 0 333 0 0 417 1 752 0 0 0 0 0
APPROACH % 0% 0% 0% 100% 0% 0% 0% 100% 0% 0% 100% 0%
APP/DEPART 0 / 1 1 / 0 333 / 334 418 / 417 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 156 0 0 320 1 477
APPROACH % 0% 0% 0% 0% 0% 0% 0% 100% 0% 0% 100% 0%
PEAK HR FACTOR 0.000 0.000 0.549 0.647 0.785
APP/DEPART 0 / 1 0 / 0 156 / 156 321 / 320 0
Project Access

NORTH SIDE
Woodside WEST SIDE EAST SIDE Woodside

SOUTH SIDE
Project Access

N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SIDE TOTAL NS SS ES WS TOTAL 7:00 AM 1 1 0 0 2 0 0 0 0 0 1 1 0 0 2
7:15 AM 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1
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
TOTAL 1 2 0 0 3 0 0 0 0 0 1 2 0 0 3
4:00 PM 1 0 0 0 1 0 0 0 0 0 1 0 0 0 1
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 1 0 0 0 1 0 0 0 0 0 1 0 0 0 1
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 0 0 0 0 0 1 0 0 0 1
5:30 PM 2 1 0 1 4 1 0 0 0 1 1 1 0 1 3
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
TOTAL 5 1 0 1 7 1 0 0 0 1 4 1 0 1 6

U-TURNS
Project Access Project Access Woodside Woodside

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

BICYCLE CROSSINGS

AM PM AM
7:30 AM
PM
5:00 PM

ALL PED AND BIKE PEDESTRIAN CROSSINGS
-1
I Fl H
I I I I 1-11-1-11~
1 0 0 1 TOTAL 2
1 0 0 1 PM 1
0 0 0 0 AM 1
211 418 629
627 417 210
1 1 2
210 417 627
TOTAL
PM
AM
0 0 0
0 0 0
AM
PM
TOTAL
489 333 156
0 0 0
156 334 490
489 333 156
0 AM 0 0 0 0
0 PM 0 0 0 0
0 TOTAL 0 0 0 0
0 0 0 0 TOTAL 1
0 0 0 0 PM 1
0 0 0 0 AM 0
131 321 452
451 320 131
0 1 1
131 320 451
TOTAL
PM
AM
AM 7:30 AM
8:45 AM
0 0 0
0 0 0
#N/A
AM
PM
TOTAL
229 156
73 PM 5:00 PM
3:45 PM
0 0 0
73 156 229
229 156
73 0 AM 0 0 0 0
0 PM 0 0 0 0
0 Total 0 0 0 0
Project Access
AimTD LLC

TURNING MOVEMENT COUNTS
Project Access
Woodside
Woodside
SC3984

ALL HOURS
Project Access
Project Access
Woodside
Woodside

PEAK HOUR
Santee
I I I ~ I
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c::::::=:::::::::::§~~§
DATE: LOCATION: Santee PROJECT #: SC3984
5/2/23 NORTH & SOUTH: Project Access LOCATION #: 7
TUESDAY EAST & WEST: Woodside CONTROL: STOP S
NOTES: AM ▲
PCE Class 1 2 3 4 5 6 PM N
Adjusted Factor 1 1.5 2 3 2 2 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 0 X 0 0 2 X X 2 0
7:00 AM 0 0 0 0 0 0 0 17 0 0 18 0 35 0
7:15 AM 0 0 0 0 0 0 0 18 0 0 18 1 37 0
7:30 AM 0 0 0 0 0 0 0 19 0 0 37 0 56 0
7:45 AM 0 0 0 0 0 0 0 21 0 0 51 0 72 0
8:00 AM 0 0 0 0 0 0 0 19 0 0 36 0 55 0
8:15 AM 0 0 0 0 0 0 0 19 0 0 23 0 41 0
8:30 AM 0 0 0 0 0 0 0 34 0 0 17 0 51 0
8:45 AM 0 0 0 0 0 0 0 29 0 0 33 0 62 0
VOLUMES 0 0 0 0 0 0 0 175 0 0 233 1 408 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 100% 0% 0% 100% 0%
APP/DEPART 0 / 1 0 / 0 175 / 175 234 / 233 0

VOLUMES

BEGIN PEAK HR
0 0 0 0 0 0 0 78 0 0 147 0 224
APPROACH % 0% 0% 0% 0% 0% 0% 0% 100% 0% 0% 100% 0%
PEAK HR FACTOR 0.000 0.000 0.923 0.718 0.778
APP/DEPART 0 / 0 0 / 0 78 / 78 147 / 147 0
4:00 PM 0 0 0 0 0 0 0 59 0 0 26 0 84 0
4:15 PM 0 0 0 2 0 0 0 32 0 0 32 0 65 0
4:30 PM 0 0 0 0 0 0 0 46 0 0 26 0 72 0
4:45 PM 0 0 0 0 0 0 0 51 0 0 22 0 73 0
5:00 PM 0 0 0 0 0 0 0 73 0 0 43 0 115 0
5:15 PM 0 0 0 0 0 0 0 30 0 0 126 1 156 0
5:30 PM 0 0 0 0 0 0 0 26 0 0 90 0 116 0
5:45 PM 0 0 0 0 0 0 0 33 0 0 69 0 101 0
VOLUMES 0 0 0 2 0 0 0 347 0 0 432 1 781 0 0 0 0 0
APPROACH % 0% 0% 0% 100% 0% 0% 0% 100% 0% 0% 100% 0%
APP/DEPART 0 / 1 2 / 0 347 / 349 433 / 432 0

VOLUMES

BEGIN PEAK HR
0 0 0 0 0 0 0 161 0 0 327 1 488
APPROACH % 0% 0% 0% 0% 0% 0% 0% 100% 0% 0% 100% 0%
PEAK HR FACTOR 0.000 0.000 0.553 0.647 0.782
APP/DEPART 0 / 1 0 / 0 161 / 161 328 / 327 0
Project Access

NORTH SIDE
Woodside WEST SIDE EAST SIDE Woodside

SOUTH SIDE
Project Access
AM
7:30 AM
PM
5:00 PM

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

U-TURNS
Project Access Project Access Woodside Woodside

I--I--I-- JL
- -
SC3984 PROJECT #: Santee LOCATION: DATE:
7 LOCATION #: Project Access NORTH & SOUTH: 5/2/23
STOP S CONTROL: Woodside EAST & WEST: TUESDAY
▲ AM NOTES: CLASS 1:

N PM PASSENGER
E ► W ◄ MD VEHICLES

S OTHER
▼ OTHER

WESTBOUND EASTBOUND SOUTHBOUND NORTHBOUND

TTL WB EB SB NB TOTAL WR WT WL ER ET EL SR ST SL NR NT NL 0 2 X X 2 0 0 X 0 X X X LANES:
0 0 0 0 0 30 0 15 0 0 15 0 0 0 0 0 0 0 7:00 AM
0 0 0 0 0 25 1 11 0 0 13 0 0 0 0 0 0 0 7:15 AM
0 0 0 0 0 42 0 26 0 0 16 0 0 0 0 0 0 0 7:30 AM
0 0 0 0 0 63 0 45 0 0 18 0 0 0 0 0 0 0 7:45 AM
0 0 0 0 0 44 0 28 0 0 16 0 0 0 0 0 0 0 8:00 AM
0 0 0 0 0 26 0 12 0 0 14 0 0 0 0 0 0 0 8:15 AM
0 0 0 0 0 32 0 11 0 0 21 0 0 0 0 0 0 0 8:30 AM
0 0 0 0 0 47 0 30 0 0 17 0 0 0 0 0 0 0 8:45 AM
0 0 0 0 0 309 1 178 0 0 130 0 0 0 0 0 0 0 VOLUMES
1% 99% 0% 0% 100% 0% 0% 0% 0% 0% 0% 0% APPROACH %
0 178 / 179 130 / 130 0 / 0 1 / 0 APP/DEPART

BEGIN PEAK HR
175 0 111 0 0 64 0 0 0 0 0 0 0 VOLUMES
0% 100% 0% 0% 100% 0% 0% 0% 0% 0% 0% 0% APPROACH %

0.694 0.617 0.889 0.000 0.000 PEAK HR FACTOR
0 111 / 111 64 / 64 0 / 0 0 / 0 APP/DEPART
0 0 0 0 0 63 0 18 0 0 45 0 0 0 0 0 0 0 4:00 PM
0 0 0 0 0 52 0 25 0 0 27 0 0 0 0 0 0 0 4:15 PM
0 0 0 0 0 64 0 23 0 0 41 0 0 0 0 0 0 0 4:30 PM
0 0 0 0 0 71 0 22 0 0 49 0 0 0 0 0 0 0 4:45 PM
0 0 0 0 0 106 0 38 0 0 68 0 0 0 0 0 0 0 5:00 PM
0 0 0 0 0 145 1 118 0 0 26 0 0 0 0 0 0 0 5:15 PM
0 0 0 0 0 113 0 87 0 0 26 0 0 0 0 0 0 0 5:30 PM
0 0 0 0 0 93 0 65 0 0 28 0 0 0 0 0 0 0 5:45 PM
0 0 0 0 0 707 1 396 0 0 310 0 0 0 0 0 0 0 VOLUMES
0% 100% 0% 0% 100% 0% 0% 0% 0% 0% 0% 0% APPROACH %
0 396 / 397 310 / 310 0 / 0 1 / 0 APP/DEPART

BEGIN PEAK HR
457 1 308 0 0 148 0 0 0 0 0 0 0 VOLUMES
0% 100% 0% 0% 100% 0% 0% 0% 0% 0% 0% 0% APPROACH %

0.788 0.649 0.544 0.000 0.000 PEAK HR FACTOR
0 308 / 309 148 / 148 0 / 0 1 / 0 APP/DEPART
Project Access

NORTH SIDE
Woodside EAST SIDE WEST SIDE Woodside

SOUTH SIDE
Project Access

U-TURNS
Woodside Woodside Project Access Project Access
AM
7:30 AM
PM
5:00 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
I I I I I 11 I I I I I I I
I: a I I I
I - I
DATE: LOCATION: Santee PROJECT #: SC3984
5/2/23 NORTH & SOUTH: Project Access LOCATION #: 7
TUESDAY EAST & WEST: Woodside CONTROL: STOP S
CLASS 2: NOTES: AM ▲
2-AXLE PM N
WORK MD ◄ W E ►

VEHICLES/ OTHER S
TRUCKS OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X X X 0 X 0 0 2 X X 2 0
7:00 AM 0 0 0 0 0 0 0 0 0 0 2 0 2 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 1 0 0 2 0 3 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 2 0 0 2 0 4 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 2 0 0 2 0 4 0 0 0 0 0
8:00 AM 0 0 0 0 0 0 0 2 0 0 4 0 6 0 0 0 0 0
8:15 AM 0 0 0 0 0 0 0 3 0 0 7 0 10 0 0 0 0 0
8:30 AM 0 0 0 0 0 0 0 5 0 0 4 0 9 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 0 6 0 0 2 0 8 0 0 0 0 0
VOLUMES 0 0 0 0 0 0 0 21 0 0 25 0 46 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 100% 0% 0% 100% 0%
APP/DEPART 0 / 0 0 / 0 21 / 21 25 / 25 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 9 0 0 15 0 24
APPROACH % 0% 0% 0% 0% 0% 0% 0% 100% 0% 0% 100% 0%
PEAK HR FACTOR 0.000 0.000 0.750 0.536 0.600
APP/DEPART 0 / 0 0 / 0 9 / 9 15 / 15 0
4:00 PM 0 0 0 0 0 0 0 7 0 0 3 0 10 0 0 0 0 0
4:15 PM 0 0 0 1 0 0 0 3 0 0 1 0 5 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 3 0 0 2 0 5 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 3 0 0 3 0 6 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 1 0 0 5 0 6 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 0 2 0 2 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 3 0 0 1 0 4 0 0 0 0 0
VOLUMES 0 0 0 1 0 0 0 20 0 0 17 0 38 0 0 0 0 0
APPROACH % 0% 0% 0% 100% 0% 0% 0% 100% 0% 0% 100% 0%
APP/DEPART 0 / 0 1 / 0 20 / 21 17 / 17 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 7 0 0 11 0 18
APPROACH % 0% 0% 0% 0% 0% 0% 0% 100% 0% 0% 100% 0%
PEAK HR FACTOR 0.000 0.000 0.583 0.550 0.750
APP/DEPART 0 / 0 0 / 0 7 / 7 11 / 11 0
Project Access

NORTH SIDE
Woodside WEST SIDE EAST SIDE Woodside

SOUTH SIDE
Project Access

U-TURNS
Project Access Project Access Woodside Woodside
AM
7:30 AM
PM
5:00 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
I -1
I I
I I I I I I 1-1 -I I ---1 I
DATE: LOCATION: Santee PROJECT #: SC3984
5/2/23 NORTH & SOUTH: Project Access LOCATION #: 7
TUESDAY EAST & WEST: Woodside CONTROL: STOP S
CLASS 3: NOTES: AM ▲
3-AXLE PM N
TRUCKS MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

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

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

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

NORTH SIDE
Woodside WEST SIDE EAST SIDE Woodside

SOUTH SIDE
Project Access

U-TURNS
Project Access Project Access Woodside Woodside
AM
7:30 AM
PM
5:00 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
I -1
I I I Fl : I
I I I • • I I .....--I -I 1---,I I
DATE: LOCATION: Santee PROJECT #: SC3984
5/2/23 NORTH & SOUTH: Project Access LOCATION #: 7
TUESDAY EAST & WEST: Woodside CONTROL: STOP S
CLASS 4: NOTES: AM ▲
4 OR MORE PM N
AXLE MD ◄ W E ►

TRUCKS OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

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

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

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

NORTH SIDE
Woodside WEST SIDE EAST SIDE Woodside

SOUTH SIDE
Project Access

U-TURNS
Project Access Project Access Woodside Woodside
AM
7:30 AM
PM
5:00 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
I -1
I I I 6: I
I I I I I I 1-1 -I I ---1 I
SC3984 PROJECT #: Santee LOCATION: DATE:
7 LOCATION #: Project Access NORTH & SOUTH: 5/2/23
STOP S CONTROL: Woodside EAST & WEST: TUESDAY
▲ AM NOTES: CLASS 5:

N PM RV
E ► W ◄ MD

S OTHER
▼ OTHER

WESTBOUND EASTBOUND SOUTHBOUND NORTHBOUND

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

BEGIN PEAK HR
0 0 0 0 0 0 0 0 0 0 0 0 0 VOLUMES
0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% APPROACH %

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

BEGIN PEAK HR
1 0 0 0 0 1 0 0 0 0 0 0 0 VOLUMES
0% 0% 0% 0% 100% 0% 0% 0% 0% 0% 0% 0% APPROACH %

0.250 0.000 0.250 0.000 0.000 PEAK HR FACTOR
0 0 / 0 1 / 1 0 / 0 0 / 0 APP/DEPART
Project Access

NORTH SIDE
Woodside EAST SIDE WEST SIDE Woodside

SOUTH SIDE
Project Access

U-TURNS
Woodside Woodside Project Access Project Access
AM
7:30 AM
PM
5:00 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
I I I I I 11 I I I I I I I
I: HI I I
I - I
DATE: LOCATION: Santee PROJECT #: SC3984
5/2/23 NORTH & SOUTH: Project Access LOCATION #: 7
TUESDAY EAST & WEST: Woodside CONTROL: STOP S
CLASS 6: NOTES: AM ▲
PM N
BUSES MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

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

VOLUMES

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

VOLUMES

BEGIN PEAK HR
0 0 0 0 0 0 0 0 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0
Project Access

NORTH SIDE
Woodside WEST SIDE EAST SIDE Woodside

SOUTH SIDE
Project Access

U-TURNS
Project Access Project Access Woodside Woodside
AM
7:30 AM
PM
5:00 PM

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

CITY: Santee PROJECT:

AM Period IN OUT PM Period IN OUT
0:00 0 10 12:00 6 34
0:15 0 10 12:15 9 30
0:30 1 7 12:30 2 22
0:45 1 2 3 30 32 12:45 2 19 18 104 123
1:00 0 0 13:00 1 14
1:15 0 0 13:15 2 8
1:30 1 0 13:30 2 13
1:45 2 3 0 0 3 13:45 4 9 10 45 54
2:00 0 0 14:00 1 5
2:15 1 0 14:15 1 4
2:30 1 0 14:30 0 3
2:45 3 5 0 0 5 14:45 0 2 3 15 17
3:00 1 0 15:00 1 2
3:15 2 0 15:15 0 1
3:30 1 0 15:30 0 0
3:45 3 7 0 0 7 15:45 0 1 0 3 4
4:00 16 0 16:00 0 0
4:15 8 1 16:15 0 0
4:30 3 1 16:30 0 0
4:45 13 40 0 2 42 16:45 0 0 0 0
5:00 36 0 17:00 0 0
5:15 26 0 17:15 0 0
5:30 29 1 17:30 1 0
5:45 36 127 1 2 129 17:45 1 2 0 0 2
6:00 48 4 18:00 3 0
6:15 69 5 18:15 9 1
6:30 66 13 18:30 18 0
6:45 51 234 19 41 275 18:45 20 50 0 1 51
7:00 78 24 19:00 26 1
7:15 68 42 19:15 22 1
7:30 57 42 19:30 23 0
7:45 65 268 42 150 418 19:45 10 81 2 4 85
8:00 53 45 20:00 5 1
8:15 50 68 20:15 4 0
8:30 65 58 20:30 2 1
8:45 47 215 56 227 442 20:45 0 11 1 3 14
9:00 58 56 21:00 1 0
9:15 42 65 21:15 3 2
9:30 35 71 21:30 4 15
9:45 27 162 70 262 424 21:45 7 15 17 34 49
10:00 42 65 22:00 7 5
10:15 18 55 22:15 3 51
10:30 22 54 22:30 4 11
10:45 16 98 56 230 328 22:45 0 14 1 68 82
11:00 11 44 23:00 1 5
11:15 8 40 23:15 0 7
11:30 8 39 23:30 0 3
11:45 7 34 21 144 178 23:45 2 3 3 18 21
Total Vol. 1195 1088 2283 207 295 502
IN OUT Combined
1402 1383 2785
Split % 52.3% 47.7% 82.0% 41.2% 58.8% 18.0%
Peak Hour 7:00 9:15 8:15 18:45 12:00 12:00
Volume 268 271 458 91 104 123
P.H.F. 0.86 0.95 0.93 0.87 0.76 0.77
Saturday, March 25, 2023 SC3903
ADT1 Driveway north of Woodside.SA. Prepared by AimTD LLC tel. 714 253 7888 Daily Totals
AM PM
[email protected] Tell. 714 253 7888
CITY: Santee PROJECT:

AM Period IN OUT PM Period IN OUT
0:00 0 5 12:00 0 0
0:15 0 0 12:15 0 0
0:30 0 3 12:30 0 0
0:45 0 0 0 8 8 12:45 0 0 0 0
1:00 0 0 13:00 1 0
1:15 0 0 13:15 1 0
1:30 0 0 13:30 1 2
1:45 0 0 0 0 13:45 2 5 0 2 7
2:00 0 0 14:00 0 1
2:15 0 0 14:15 0 1
2:30 0 0 14:30 0 0
2:45 0 0 0 0 14:45 0 0 0 2 2
3:00 0 0 15:00 0 0
3:15 0 0 15:15 0 0
3:30 0 0 15:30 1 0
3:45 0 0 0 0 15:45 0 1 0 0 1
4:00 0 0 16:00 0 2
4:15 0 0 16:15 0 0
4:30 0 0 16:30 0 0
4:45 0 0 0 0 16:45 1 1 0 2 3
5:00 0 0 17:00 0 0
5:15 0 0 17:15 0 0
5:30 0 0 17:30 0 1
5:45 0 0 0 0 17:45 0 0 0 1 1
6:00 0 0 18:00 1 0
6:15 0 0 18:15 0 0
6:30 0 0 18:30 2 0
6:45 0 0 0 0 18:45 3 6 0 0 6
7:00 0 0 19:00 4 0
7:15 0 0 19:15 5 0
7:30 0 0 19:30 9 1
7:45 0 0 0 0 19:45 7 25 1 2 27
8:00 0 0 20:00 2 1
8:15 0 0 20:15 0 1
8:30 0 0 20:30 4 1
8:45 0 0 0 0 20:45 0 6 0 3 9
9:00 0 0 21:00 0 1
9:15 0 0 21:15 0 0
9:30 0 0 21:30 0 5
9:45 1 1 2 2 3 21:45 1 1 4 10 11
10:00 1 0 22:00 1 2
10:15 0 0 22:15 2 13
10:30 0 0 22:30 0 3
10:45 0 1 0 0 1 22:45 0 3 0 18 21
11:00 0 0 23:00 0 0
11:15 0 0 23:15 0 1
11:30 0 0 23:30 0 1
11:45 0 0 0 0 23:45 0 0 0 2 2
Total Vol. 2 10 12 48 42 90
IN OUT Combined
50 52 102
Split % 16.7% 83.3% 11.8% 53.3% 46.7% 88.2%
Peak Hour 9:15 19:00 21:30 21:30
Volume 2 8 8 25 24 28
P.H.F. 0.50 0.40 0.40 0.75 0.46 0.47
Tuesday, March 28, 2023 SC3903
ADT1 Driveway north of Woodside.TU. Prepared by AimTD LLC tel. 714 253 7888 Daily Totals
AM PM
[email protected] Tell. 714 253 7888
A16123
DATE: CITY: Santee
JOB #: SC3984 LOCATION: ADT1 Driveway west of Woodside
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 0 1 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 1 0 0 0 0 1
1:00 0 0 0 0 0 0 0 13:00 0 0 0 0 0 0 0
1:15 0 0 0 0 0 0 0 13:15 0 0 0 0 0 0 0
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 1 0 0 0 0 1
2:15 0 0 0 0 0 0 0 14:15 0 1 0 0 0 0 1
2:30 0 0 0 0 0 0 0 14:30 0 0 0 0 0 0 0
2:45 0 0 0 0 0 0 0 14:45 0 0 0 0 0 0 0
3:00 0 0 0 0 0 0 0 15:00 0 0 0 0 0 0 0
3:15 0 0 0 0 0 0 0 15:15 0 0 0 0 0 0 0
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 0 0 0 0 0 0 0
4:00 0 0 0 0 0 0 0 16:00 0 0 0 0 0 0 0
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 0 0 0 0 0 0 0
5:15 0 0 0 0 0 0 0 17:15 0 0 0 0 0 0 0
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 0 0 0 0 0 0 0
6:00 0 0 0 0 0 0 0 18:00 0 0 0 0 0 0 0
6:15 0 0 0 0 0 0 0 18:15 1 0 0 0 0 0 1
6:30 0 0 0 0 0 0 0 18:30 0 0 0 0 0 0 0
6:45 0 0 0 0 0 0 0 18:45 2 0 0 0 0 0 2
7:00 0 0 0 0 0 0 0 19:00 0 0 0 0 0 0 0
7:15 0 0 0 0 0 0 0 19:15 1 0 0 0 0 0 1
7:30 0 0 0 0 0 0 0 19:30 0 0 0 0 0 0 0
7:45 0 0 0 0 0 0 0 19:45 0 0 0 0 0 0 0
8:00 0 0 0 0 0 0 0 20:00 0 1 0 0 0 0 1
8:15 0 0 0 0 0 0 0 20:15 1 0 0 0 0 0 1
8:30 0 0 0 0 0 0 0 20:30 0 0 0 0 0 0 0
8:45 0 0 0 0 0 0 0 20:45 2 0 0 0 0 0 2
9:00 0 0 0 0 0 0 0 21:00 0 0 0 0 0 0 0
9:15 1 0 0 0 0 0 1 21:15 0 0 0 0 0 0 0
9:30 0 0 0 0 0 0 0 21:30 1 0 0 0 0 0 1
9:45 0 0 0 0 0 0 0 21:45 16 0 0 0 0 0 16
10:00 0 0 0 0 0 0 0 22:00 4 0 0 0 0 0 4
10:15 0 0 0 0 0 0 0 22:15 1 0 0 0 0 0 1
10:30 2 1 0 0 0 0 3 22:30 1 0 0 0 0 0 1
10:45 0 1 0 0 0 0 1 22:45 2 0 0 0 0 0 2
11:00 0 0 0 0 0 0 0 23:00 1 0 0 0 0 0 1
11:15 1 0 0 0 0 0 1 23:15 1 0 0 0 0 0 1
11:30 0 0 0 0 0 0 0 23:30 0 0 0 0 0 0 0
11:45 0 0 0 0 0 0 0 23:45 10 1 0 0 0 0 11
TOTAL 4 2 0 0 0 0 6 TOTAL 45 7 0 0 0 0 52
AM PEAK HOUR 10:30 AM AM PEAK HOUR 9:45 PM
AM PEAK VOLUME 5 AM PEAK VOLUME 22
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 49 9 0 0 0 0 58 CLASS 2 2-AXLE TRUCKS % OF TOTAL 84.5% 15.5% 0.0% 0.0% 0.0% 0.0% 100.0% CLASS 3 3-AXLE TRUCKS
CLASS 4 4 OR MORE AXLE TRUCKS
CLASS 5 RV TOTAL: ALL 100 17 0 0 0 0 117
CLASS 6 Buses % OF TOTAL 85.5% 14.5% 0.0% 0.0% 0.0% 0.0% 100.0% 24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
Prepared by AimTD LLC tel. 714 253 7888 [email protected]
Tuesday, May 02, 2023
EB EB
A16123
DATE: CITY: Santee
JOB #: SC3984 LOCATION: ADT1 Driveway west of Woodside
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 0 1 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 1 0 0 0 0 1
1:00 0 0 0 0 0 0 0 13:00 0 0 0 0 0 0 0
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 1 0 0 0 0 0 1
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 1 0 0 0 0 1
2:15 0 0 0 0 0 0 0 14:15 0 0 0 0 0 0 0
2:30 0 0 0 0 0 0 0 14:30 0 0 0 0 0 0 0
2:45 0 0 0 0 0 0 0 14:45 0 0 0 0 0 0 0
3:00 0 0 0 0 0 0 0 15:00 0 0 0 0 0 0 0
3:15 0 0 0 0 0 0 0 15:15 0 0 0 0 0 0 0
3:30 0 0 0 0 0 0 0 15:30 0 1 0 0 0 0 1
3:45 0 0 0 0 0 0 0 15:45 0 0 0 0 0 0 0
4:00 0 0 0 0 0 0 0 16:00 0 0 0 0 0 0 0
4:15 0 0 0 0 0 0 0 16:15 0 0 0 0 0 0 0
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 0 0 0 0 0 0 0
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 0 0 0 0 0 0 0
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 0 0 0 0 0 1
6:30 0 0 0 0 0 0 0 18:30 1 0 0 0 0 0 1
6:45 0 0 0 0 0 0 0 18:45 2 0 0 0 0 0 2
7:00 0 0 0 0 0 0 0 19:00 4 0 0 0 0 0 4
7:15 1 0 0 0 0 0 1 19:15 3 0 0 0 0 0 3
7:30 0 0 0 0 0 0 0 19:30 8 0 0 0 0 0 8
7:45 0 0 0 0 0 0 0 19:45 8 0 0 0 0 0 8
8:00 0 0 0 0 0 0 0 20:00 5 1 0 0 0 0 6
8:15 0 0 0 0 0 0 0 20:15 3 0 0 0 0 0 3
8:30 0 0 0 0 0 0 0 20:30 2 0 0 0 0 0 2
8:45 0 0 0 0 0 0 0 20:45 1 0 0 0 0 0 1
9:00 1 0 0 0 0 0 1 21:00 0 0 0 0 0 0 0
9:15 0 0 0 0 0 0 0 21:15 0 0 0 0 0 0 0
9:30 0 0 0 0 0 0 0 21:30 2 0 0 0 0 0 2
9:45 0 0 0 0 0 0 0 21:45 2 0 0 0 0 0 2
10:00 1 0 0 0 0 0 1 22:00 1 0 0 0 0 0 1
10:15 1 0 0 0 0 0 1 22:15 0 0 0 0 0 0 0
10:30 0 2 0 0 0 0 2 22:30 0 0 0 0 0 0 0
10:45 0 0 0 0 0 0 0 22:45 1 0 0 0 0 0 1
11:00 0 0 0 0 0 0 0 23:00 0 0 0 0 0 0 0
11:15 0 0 0 0 0 0 0 23:15 0 0 0 0 0 0 0
11:30 0 0 0 0 0 0 0 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 4 2 0 0 0 0 6 TOTAL 47 6 0 0 0 0 53
AM PEAK HOUR 10:00 AM AM PEAK HOUR 7:30 PM
AM PEAK VOLUME 4 AM PEAK VOLUME 25
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 51 8 0 0 0 0 59 CLASS 2 2-AXLE TRUCKS % OF TOTAL 86.4% 13.6% 0.0% 0.0% 0.0% 0.0% 100.0% CLASS 3 3-AXLE TRUCKS
CLASS 4 4 OR MORE AXLE TRUCKS
CLASS 5 RV
CLASS 6 BUS
24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
Prepared by AimTD LLC tel. 714 253 7888 [email protected]
Tuesday, May 02, 2023
WB WB
A16123
DATE: CITY: Santee
JOB #: SC3984 LOCATION: ADT1 Driveway west of Woodside
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 0 2 0 0 0 0 2
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 2 0 0 0 0 2
1:00 0 0 0 0 0 0 0 13:00 0 0 0 0 0 0 0
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 1 0 0 0 0 0 1
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 2 0 0 0 0 2
2:15 0 0 0 0 0 0 0 14:15 0 1 0 0 0 0 1
2:30 0 0 0 0 0 0 0 14:30 0 0 0 0 0 0 0
2:45 0 0 0 0 0 0 0 14:45 0 0 0 0 0 0 0
3:00 0 0 0 0 0 0 0 15:00 0 0 0 0 0 0 0
3:15 0 0 0 0 0 0 0 15:15 0 0 0 0 0 0 0
3:30 0 0 0 0 0 0 0 15:30 1 1 0 0 0 0 2
3:45 0 0 0 0 0 0 0 15:45 0 0 0 0 0 0 0
4:00 0 0 0 0 0 0 0 16:00 0 0 0 0 0 0 0
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 0 0 0 0 0 0 0
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 0 0 0 0 0 0 0
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 2 0 0 0 0 0 2
6:30 0 0 0 0 0 0 0 18:30 1 0 0 0 0 0 1
6:45 0 0 0 0 0 0 0 18:45 4 0 0 0 0 0 4
7:00 0 0 0 0 0 0 0 19:00 4 0 0 0 0 0 4
7:15 1 0 0 0 0 0 1 19:15 4 0 0 0 0 0 4
7:30 0 0 0 0 0 0 0 19:30 8 0 0 0 0 0 8
7:45 0 0 0 0 0 0 0 19:45 8 0 0 0 0 0 8
8:00 0 0 0 0 0 0 0 20:00 5 2 0 0 0 0 7
8:15 0 0 0 0 0 0 0 20:15 4 0 0 0 0 0 4
8:30 0 0 0 0 0 0 0 20:30 2 0 0 0 0 0 2
8:45 0 0 0 0 0 0 0 20:45 3 0 0 0 0 0 3
9:00 1 0 0 0 0 0 1 21:00 0 0 0 0 0 0 0
9:15 1 0 0 0 0 0 1 21:15 0 0 0 0 0 0 0
9:30 0 0 0 0 0 0 0 21:30 3 0 0 0 0 0 3
9:45 0 0 0 0 0 0 0 21:45 18 0 0 0 0 0 18
10:00 1 0 0 0 0 0 1 22:00 5 0 0 0 0 0 5
10:15 1 0 0 0 0 0 1 22:15 1 0 0 0 0 0 1
10:30 2 3 0 0 0 0 5 22:30 1 0 0 0 0 0 1
10:45 0 1 0 0 0 0 1 22:45 3 0 0 0 0 0 3
11:00 0 0 0 0 0 0 0 23:00 1 0 0 0 0 0 1
11:15 1 0 0 0 0 0 1 23:15 1 0 0 0 0 0 1
11:30 0 0 0 0 0 0 0 23:30 0 0 0 0 0 0 0
11:45 0 0 0 0 0 0 0 23:45 10 1 0 0 0 0 11
TOTAL 8 4 0 0 0 0 12 TOTAL 92 13 0 0 0 0 105
AM PEAK HOUR 10:00 AM AM PEAK HOUR 9:30 PM
AM PEAK VOLUME 8 AM PEAK VOLUME 27
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 100 17 0 0 0 0 117 CLASS 2 2-AXLE TRUCKS % OF TOTAL 85.5% 14.5% 0.0% 0.0% 0.0% 0.0% 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]
Tuesday, May 02, 2023

COMBINED COMBINED
_______ r--' --------'
A16123
DATE: CITY: Santee
JOB #: SC3984 LOCATION: ADT2 Wheatlands north of Woodside 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 9 2 0 1 0 0 12
0:15 0 0 0 0 0 0 0 12:15 12 3 0 0 0 0 15
0:30 0 0 0 0 0 0 0 12:30 7 0 0 1 1 0 9
0:45 0 0 0 0 0 0 0 12:45 10 4 2 0 1 0 17
1:00 0 0 0 0 0 0 0 13:00 12 2 1 1 0 0 16
1:15 0 0 0 0 0 0 0 13:15 7 0 1 0 0 0 8
1:30 0 0 0 0 0 0 0 13:30 8 6 0 0 0 0 14
1:45 0 0 0 0 0 0 0 13:45 19 2 1 0 0 0 22
2:00 0 0 0 0 0 0 0 14:00 9 6 0 0 0 0 15
2:15 0 0 0 0 0 0 0 14:15 4 4 0 1 0 0 9
2:30 1 1 0 0 0 0 2 14:30 8 5 0 1 0 0 14
2:45 0 0 0 0 0 0 0 14:45 15 3 0 0 0 0 18
3:00 0 0 0 0 0 0 0 15:00 8 5 0 0 0 0 13
3:15 0 0 0 0 0 0 0 15:15 7 0 1 0 0 0 8
3:30 0 0 0 0 0 0 0 15:30 15 3 0 0 0 0 18
3:45 1 0 0 0 0 0 1 15:45 14 2 1 0 0 0 17
4:00 1 0 0 0 0 0 1 16:00 8 1 1 0 0 0 10
4:15 2 0 0 0 0 0 2 16:15 2 0 1 0 0 0 3
4:30 2 0 0 0 0 0 2 16:30 9 3 0 0 0 0 12
4:45 7 2 0 0 0 0 9 16:45 13 1 0 1 0 0 15
5:00 10 0 0 0 0 0 10 17:00 10 0 0 0 0 0 10
5:15 8 1 0 0 0 0 9 17:15 7 1 0 0 0 0 8
5:30 13 1 0 1 0 0 15 17:30 15 1 0 0 0 0 16
5:45 20 2 0 0 0 0 22 17:45 8 2 0 0 0 0 10
6:00 14 2 0 0 0 0 16 18:00 5 0 0 0 0 0 5
6:15 10 1 0 0 0 0 11 18:15 2 3 0 0 0 0 5
6:30 10 1 0 0 0 0 11 18:30 8 1 0 0 0 0 9
6:45 40 3 0 0 0 0 43 18:45 3 1 0 0 0 0 4
7:00 14 0 0 0 0 0 14 19:00 3 1 0 0 0 0 4
7:15 18 1 1 0 0 0 20 19:15 1 1 0 0 0 0 2
7:30 18 0 2 2 0 0 22 19:30 3 0 0 0 0 0 3
7:45 35 1 0 1 0 0 37 19:45 0 0 0 0 0 0 0
8:00 15 3 0 0 0 0 18 20:00 2 0 0 0 0 0 2
8:15 10 6 0 0 0 0 16 20:15 2 1 0 0 0 0 3
8:30 12 2 0 3 0 0 17 20:30 1 0 0 0 0 0 1
8:45 18 3 1 3 0 0 25 20:45 0 0 0 0 0 0 0
9:00 11 3 0 0 0 0 14 21:00 0 0 0 0 0 0 0
9:15 10 1 0 0 0 0 11 21:15 1 0 0 0 0 0 1
9:30 13 2 0 0 0 0 15 21:30 1 0 0 0 0 0 1
9:45 12 2 0 0 0 0 14 21:45 0 0 0 0 0 0 0
10:00 7 3 2 1 0 0 13 22:00 2 0 0 0 0 0 2
10:15 8 5 0 1 0 0 14 22:15 0 0 0 0 0 0 0
10:30 4 5 0 1 0 0 10 22:30 0 1 0 0 0 0 1
10:45 6 4 0 1 0 0 11 22:45 1 0 0 0 0 0 1
11:00 9 0 0 0 0 0 9 23:00 0 0 0 0 0 0 0
11:15 7 7 2 0 0 0 16 23:15 0 0 0 0 0 0 0
11:30 13 5 0 0 0 0 18 23:30 1 0 0 0 0 0 1
11:45 12 4 1 1 0 0 18 23:45 0 0 0 0 0 0 0
TOTAL 391 71 9 15 0 0 486 TOTAL 272 65 9 6 2 0 354
AM PEAK HOUR 6:45 AM AM PEAK HOUR 1:45 PM
AM PEAK VOLUME 99 AM PEAK VOLUME 60
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 663 136 18 21 2 0 840 CLASS 2 2-AXLE TRUCKS % OF TOTAL 78.9% 16.2% 2.1% 2.5% 0.2% 0.0% 100.0% CLASS 3 3-AXLE TRUCKS
CLASS 4 4 OR MORE AXLE TRUCKS
CLASS 5 RV TOTAL: ALL 1,300 255 30 38 5 3 1,631
CLASS 6 Buses % OF TOTAL 79.7% 15.6% 1.8% 2.3% 0.3% 0.2% 100.0% 24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
Prepared by AimTD LLC tel. 714 253 7888 [email protected]
Tuesday, May 02, 2023
NB NB
A16123
DATE: CITY: Santee
JOB #: SC3984 LOCATION: ADT2 Wheatlands north of Woodside AM PM
TIME 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL
0:00 1 0 0 0 0 0 1 12:00 8 1 0 0 0 0 9
0:15 0 0 0 0 0 0 0 12:15 5 0 0 1 0 0 6
0:30 0 0 0 0 0 0 0 12:30 6 1 0 0 0 0 7
0:45 0 0 0 0 0 0 0 12:45 6 4 1 0 0 0 11
1:00 1 0 0 0 0 0 1 13:00 13 1 0 0 1 0 15
1:15 0 0 0 0 0 0 0 13:15 9 5 2 0 0 0 16
1:30 2 0 0 0 0 0 2 13:30 11 3 0 0 0 0 14
1:45 0 0 0 0 0 0 0 13:45 12 1 0 0 0 1 14
2:00 0 0 0 0 0 0 0 14:00 8 1 0 1 0 0 10
2:15 0 0 0 0 0 0 0 14:15 12 5 0 0 0 1 18
2:30 0 0 0 0 0 0 0 14:30 21 4 0 1 0 0 26
2:45 0 1 0 0 0 0 1 14:45 13 2 1 0 0 0 16
3:00 0 0 0 0 0 0 0 15:00 19 3 0 0 0 0 22
3:15 0 0 0 0 0 0 0 15:15 8 4 1 0 1 0 14
3:30 0 0 0 0 0 0 0 15:30 35 2 0 0 0 0 37
3:45 0 0 0 0 0 0 0 15:45 11 2 1 0 0 0 14
4:00 1 0 0 0 0 0 1 16:00 28 2 0 2 0 0 32
4:15 0 0 0 0 0 0 0 16:15 16 1 0 0 0 0 17
4:30 1 0 0 0 0 0 1 16:30 20 1 0 0 0 0 21
4:45 0 2 0 0 0 0 2 16:45 24 0 0 0 0 0 24
5:00 0 1 0 0 0 0 1 17:00 50 3 0 0 0 0 53
5:15 3 0 0 0 0 0 3 17:15 13 1 0 0 0 0 14
5:30 2 1 0 0 0 0 3 17:30 18 0 0 1 0 0 19
5:45 1 0 0 0 0 0 1 17:45 13 1 0 0 0 0 14
6:00 2 1 0 0 0 0 3 18:00 13 0 0 0 0 0 13
6:15 2 4 0 0 0 0 6 18:15 13 1 0 0 0 0 14
6:30 5 3 0 0 0 0 8 18:30 9 3 0 1 0 0 13
6:45 4 0 0 0 0 0 4 18:45 6 2 0 0 0 0 8
7:00 1 0 1 0 0 0 2 19:00 15 0 0 0 0 0 15
7:15 1 3 0 0 0 1 5 19:15 13 1 0 0 0 0 14
7:30 2 2 1 0 0 0 5 19:30 8 0 0 0 0 0 8
7:45 2 0 0 2 0 0 4 19:45 8 0 0 0 0 0 8
8:00 5 4 0 0 0 0 9 20:00 3 0 0 0 1 0 4
8:15 2 5 0 0 0 0 7 20:15 6 0 0 0 0 0 6
8:30 2 1 1 1 0 0 5 20:30 2 0 0 0 0 0 2
8:45 4 3 0 1 0 0 8 20:45 0 0 0 0 0 0 0
9:00 13 2 0 0 0 0 15 21:00 0 0 0 0 0 0 0
9:15 4 2 0 0 0 0 6 21:15 4 0 0 0 0 0 4
9:30 9 3 0 0 0 0 12 21:30 3 0 0 0 0 0 3
9:45 13 4 0 0 0 0 17 21:45 1 0 0 0 0 0 1
10:00 12 2 0 4 0 0 18 22:00 0 0 0 0 0 0 0
10:15 4 5 1 2 0 0 12 22:15 0 0 0 0 0 0 0
10:30 6 6 0 0 0 0 12 22:30 1 0 0 0 0 0 1
10:45 3 2 1 0 0 0 6 22:45 0 0 0 0 0 0 0
11:00 14 1 0 0 0 0 15 23:00 1 0 0 0 0 0 1
11:15 8 0 0 0 0 0 8 23:15 1 0 0 0 0 0 1
11:30 11 3 0 0 0 0 14 23:30 0 0 0 0 0 0 0
11:45 10 3 1 0 0 0 14 23:45 0 0 0 0 0 0 0
TOTAL 151 64 6 10 0 1 232 TOTAL 486 55 6 7 3 2 559
AM PEAK HOUR 9:45 AM AM PEAK HOUR 4:15 PM
AM PEAK VOLUME 59 AM PEAK VOLUME 115
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 637 119 12 17 3 3 791 CLASS 2 2-AXLE TRUCKS % OF TOTAL 80.5% 15.0% 1.5% 2.1% 0.4% 0.4% 100.0% CLASS 3 3-AXLE TRUCKS
CLASS 4 4 OR MORE AXLE TRUCKS
CLASS 5 RV
CLASS 6 BUS
24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
Prepared by AimTD LLC tel. 714 253 7888 [email protected]
Tuesday, May 02, 2023
SB SB
A16123
DATE: CITY: Santee
JOB #: SC3984 LOCATION: ADT2 Wheatlands north of Woodside AM PM
TIME 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL
0:00 1 0 0 0 0 0 1 12:00 17 3 0 1 0 0 21
0:15 0 0 0 0 0 0 0 12:15 17 3 0 1 0 0 21
0:30 0 0 0 0 0 0 0 12:30 13 1 0 1 1 0 16
0:45 0 0 0 0 0 0 0 12:45 16 8 3 0 1 0 28
1:00 1 0 0 0 0 0 1 13:00 25 3 1 1 1 0 31
1:15 0 0 0 0 0 0 0 13:15 16 5 3 0 0 0 24
1:30 2 0 0 0 0 0 2 13:30 19 9 0 0 0 0 28
1:45 0 0 0 0 0 0 0 13:45 31 3 1 0 0 1 36
2:00 0 0 0 0 0 0 0 14:00 17 7 0 1 0 0 25
2:15 0 0 0 0 0 0 0 14:15 16 9 0 1 0 1 27
2:30 1 1 0 0 0 0 2 14:30 29 9 0 2 0 0 40
2:45 0 1 0 0 0 0 1 14:45 28 5 1 0 0 0 34
3:00 0 0 0 0 0 0 0 15:00 27 8 0 0 0 0 35
3:15 0 0 0 0 0 0 0 15:15 15 4 2 0 1 0 22
3:30 0 0 0 0 0 0 0 15:30 50 5 0 0 0 0 55
3:45 1 0 0 0 0 0 1 15:45 25 4 2 0 0 0 31
4:00 2 0 0 0 0 0 2 16:00 36 3 1 2 0 0 42
4:15 2 0 0 0 0 0 2 16:15 18 1 1 0 0 0 20
4:30 3 0 0 0 0 0 3 16:30 29 4 0 0 0 0 33
4:45 7 4 0 0 0 0 11 16:45 37 1 0 1 0 0 39
5:00 10 1 0 0 0 0 11 17:00 60 3 0 0 0 0 63
5:15 11 1 0 0 0 0 12 17:15 20 2 0 0 0 0 22
5:30 15 2 0 1 0 0 18 17:30 33 1 0 1 0 0 35
5:45 21 2 0 0 0 0 23 17:45 21 3 0 0 0 0 24
6:00 16 3 0 0 0 0 19 18:00 18 0 0 0 0 0 18
6:15 12 5 0 0 0 0 17 18:15 15 4 0 0 0 0 19
6:30 15 4 0 0 0 0 19 18:30 17 4 0 1 0 0 22
6:45 44 3 0 0 0 0 47 18:45 9 3 0 0 0 0 12
7:00 15 0 1 0 0 0 16 19:00 18 1 0 0 0 0 19
7:15 19 4 1 0 0 1 25 19:15 14 2 0 0 0 0 16
7:30 20 2 3 2 0 0 27 19:30 11 0 0 0 0 0 11
7:45 37 1 0 3 0 0 41 19:45 8 0 0 0 0 0 8
8:00 20 7 0 0 0 0 27 20:00 5 0 0 0 1 0 6
8:15 12 11 0 0 0 0 23 20:15 8 1 0 0 0 0 9
8:30 14 3 1 4 0 0 22 20:30 3 0 0 0 0 0 3
8:45 22 6 1 4 0 0 33 20:45 0 0 0 0 0 0 0
9:00 24 5 0 0 0 0 29 21:00 0 0 0 0 0 0 0
9:15 14 3 0 0 0 0 17 21:15 5 0 0 0 0 0 5
9:30 22 5 0 0 0 0 27 21:30 4 0 0 0 0 0 4
9:45 25 6 0 0 0 0 31 21:45 1 0 0 0 0 0 1
10:00 19 5 2 5 0 0 31 22:00 2 0 0 0 0 0 2
10:15 12 10 1 3 0 0 26 22:15 0 0 0 0 0 0 0
10:30 10 11 0 1 0 0 22 22:30 1 1 0 0 0 0 2
10:45 9 6 1 1 0 0 17 22:45 1 0 0 0 0 0 1
11:00 23 1 0 0 0 0 24 23:00 1 0 0 0 0 0 1
11:15 15 7 2 0 0 0 24 23:15 1 0 0 0 0 0 1
11:30 24 8 0 0 0 0 32 23:30 1 0 0 0 0 0 1
11:45 22 7 2 1 0 0 32 23:45 0 0 0 0 0 0 0
TOTAL 542 135 15 25 0 1 718 TOTAL 758 120 15 13 5 2 913 AM PEAK HOUR 7:15 AM AM PEAK HOUR 4:45 PM
AM PEAK VOLUME 120 AM PEAK VOLUME 159
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 1,300 255 30 38 5 3 1,631 CLASS 2 2-AXLE TRUCKS % OF TOTAL 79.7% 15.6% 1.8% 2.3% 0.3% 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]
Tuesday, May 02, 2023

COMBINED COMBINED
_ ______.- r----------'
A16123
DATE: CITY: Santee
JOB #: SC3984 LOCATION: ADT3 Woodside west of Wheatlands AM PM
TIME 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL
0:00 2 0 0 0 0 0 2 12:00 26 6 1 1 0 0 34
0:15 0 0 0 0 0 0 0 12:15 31 7 1 0 0 0 39
0:30 0 0 0 0 0 0 0 12:30 22 2 1 1 0 0 26
0:45 0 0 0 0 0 0 0 12:45 27 5 2 0 0 0 34
1:00 0 0 0 0 0 0 0 13:00 27 3 2 1 0 0 33
1:15 0 0 0 0 0 0 0 13:15 33 6 0 0 1 0 40
1:30 0 0 0 0 0 0 0 13:30 39 9 1 0 1 0 50
1:45 0 0 0 0 0 0 0 13:45 37 4 1 0 0 0 42
2:00 1 0 0 0 0 0 1 14:00 25 10 0 1 0 0 36
2:15 0 0 0 0 0 0 0 14:15 22 4 2 1 1 0 30
2:30 2 0 0 0 0 0 2 14:30 26 5 0 0 0 0 31
2:45 1 0 0 0 0 0 1 14:45 25 4 1 0 0 0 30
3:00 1 0 0 0 0 0 1 15:00 35 7 1 0 0 0 43
3:15 0 0 0 0 0 0 0 15:15 31 5 0 1 0 0 37
3:30 0 0 0 0 0 0 0 15:30 39 6 0 0 0 0 45
3:45 5 0 0 0 0 0 5 15:45 38 7 2 0 0 0 47
4:00 6 0 0 0 0 0 6 16:00 44 3 1 0 0 0 48
4:15 3 0 0 0 0 0 3 16:15 24 3 1 0 0 0 28
4:30 4 1 0 0 0 0 5 16:30 37 5 0 0 0 0 42
4:45 31 2 0 0 0 0 33 16:45 42 3 0 1 0 0 46
5:00 11 1 0 0 0 0 12 17:00 45 0 0 1 0 0 46
5:15 23 1 0 0 0 0 24 17:15 26 1 0 0 0 0 27
5:30 25 1 0 1 0 0 27 17:30 28 1 0 0 0 0 29
5:45 30 0 0 0 0 0 30 17:45 28 3 1 0 0 0 32
6:00 21 2 0 0 0 0 23 18:00 17 1 0 1 0 0 19
6:15 14 2 0 1 0 0 17 18:15 14 2 0 0 0 0 16
6:30 19 1 0 0 0 0 20 18:30 20 1 0 0 0 0 21
6:45 40 5 0 0 0 0 45 18:45 8 1 1 0 0 0 10
7:00 25 0 0 0 0 0 25 19:00 15 1 0 0 0 0 16
7:15 25 4 0 1 0 0 30 19:15 19 1 0 0 0 0 20
7:30 25 2 1 0 0 0 28 19:30 25 0 0 0 0 0 25
7:45 34 2 0 1 0 0 37 19:45 16 0 0 0 0 0 16
8:00 22 3 0 0 0 0 25 20:00 15 0 0 0 0 0 15
8:15 18 6 0 0 0 0 24 20:15 9 1 0 0 0 0 10
8:30 29 5 0 4 0 0 38 20:30 11 0 0 0 0 0 11
8:45 26 6 2 4 0 0 38 20:45 8 0 0 0 0 0 8
9:00 25 4 0 0 0 0 29 21:00 6 0 0 0 0 0 6
9:15 30 4 0 0 0 0 34 21:15 6 0 0 0 0 0 6
9:30 27 3 0 0 0 0 30 21:30 11 0 0 0 0 0 11
9:45 22 4 0 0 0 0 26 21:45 4 0 0 0 0 0 4
10:00 21 2 3 2 0 0 28 22:00 6 0 0 0 0 0 6
10:15 20 4 1 2 0 0 27 22:15 3 0 0 0 0 0 3
10:30 19 5 0 1 0 0 25 22:30 2 0 0 0 0 0 2
10:45 24 2 1 2 0 0 29 22:45 1 0 0 0 0 0 1
11:00 22 1 0 1 0 0 24 23:00 2 0 0 0 0 0 2
11:15 23 7 2 1 0 0 33 23:15 0 0 0 0 0 0 0
11:30 34 5 1 0 0 0 40 23:30 1 0 0 0 0 0 1
11:45 30 5 0 0 0 0 35 23:45 0 0 0 0 0 0 0
TOTAL 740 90 11 21 0 0 862 TOTAL 976 117 19 9 3 0 1,124 AM PEAK HOUR 8:30 AM AM PEAK HOUR 3:15 PM
AM PEAK VOLUME 139 AM PEAK VOLUME 177
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 1,716 207 30 30 3 0 1,986 CLASS 2 2-AXLE TRUCKS % OF TOTAL 86.4% 10.4% 1.5% 1.5% 0.2% 0.0% 100.0% CLASS 3 3-AXLE TRUCKS
CLASS 4 4 OR MORE AXLE TRUCKS
CLASS 5 RV TOTAL: ALL 3,182 429 53 51 7 3 3,725
CLASS 6 Buses % OF TOTAL 85.4% 11.5% 1.4% 1.4% 0.2% 0.1% 100.0% 24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
Prepared by AimTD LLC tel. 714 253 7888 [email protected]
Tuesday, May 02, 2023
EB EB
A16123
DATE: CITY: Santee
JOB #: SC3984 LOCATION: ADT3 Woodside west of Wheatlands 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 25 3 0 0 0 0 28
0:15 1 0 0 0 0 0 1 12:15 16 0 0 1 0 0 17
0:30 0 0 0 0 0 0 0 12:30 9 2 0 1 0 0 12
0:45 0 0 0 0 0 0 0 12:45 19 5 1 0 0 0 25
1:00 1 0 0 0 0 0 1 13:00 23 3 1 0 1 0 28
1:15 0 0 0 0 0 0 0 13:15 21 5 3 0 0 0 29
1:30 0 0 0 0 0 0 0 13:30 42 6 0 0 0 0 48
1:45 2 0 0 0 0 0 2 13:45 16 5 0 0 0 1 22
2:00 2 0 0 0 0 0 2 14:00 22 2 0 1 0 0 25
2:15 0 0 0 0 0 0 0 14:15 25 7 0 0 0 1 33
2:30 0 0 0 0 0 0 0 14:30 57 4 1 0 0 0 62
2:45 0 0 0 0 0 0 0 14:45 24 2 0 0 0 0 26
3:00 0 0 0 0 0 0 0 15:00 22 4 1 0 1 0 28
3:15 0 0 0 0 0 0 0 15:15 23 6 1 0 1 0 31
3:30 0 0 0 0 0 0 0 15:30 51 4 0 0 0 0 55
3:45 0 0 0 0 0 0 0 15:45 24 3 1 0 0 0 28
4:00 2 0 0 0 0 0 2 16:00 35 2 0 2 0 0 39
4:15 0 1 0 0 0 0 1 16:15 36 2 0 0 0 0 38
4:30 2 0 0 0 0 0 2 16:30 30 1 1 0 0 0 32
4:45 3 4 0 0 0 0 7 16:45 25 0 0 0 0 0 25
5:00 1 2 0 0 0 0 3 17:00 56 4 0 0 0 0 60
5:15 4 1 0 0 0 0 5 17:15 122 4 0 0 0 0 126
5:30 4 1 0 0 0 0 5 17:30 86 2 1 1 0 0 90
5:45 8 2 0 0 0 0 10 17:45 70 4 1 0 0 0 75
6:00 11 3 0 0 0 0 14 18:00 16 0 0 0 0 0 16
6:15 5 9 1 0 1 0 16 18:15 7 1 0 0 0 0 8
6:30 10 10 0 0 0 0 20 18:30 8 2 1 1 0 0 12
6:45 11 2 0 0 0 0 13 18:45 12 1 1 0 0 0 14
7:00 10 2 0 0 0 0 12 19:00 19 0 0 0 0 0 19
7:15 10 4 0 0 0 1 15 19:15 7 0 0 0 0 0 7
7:30 16 7 1 0 0 0 24 19:30 12 0 0 0 0 0 12
7:45 22 3 1 2 0 0 28 19:45 5 0 0 0 0 0 5
8:00 23 5 1 0 0 0 29 20:00 9 0 0 0 0 0 9
8:15 7 8 0 0 0 0 15 20:15 9 0 0 0 0 0 9
8:30 11 4 0 1 0 0 16 20:30 4 0 0 0 0 0 4
8:45 17 8 1 1 0 0 27 20:45 4 0 0 0 0 0 4
9:00 26 5 0 0 0 0 31 21:00 3 0 0 0 0 0 3
9:15 13 7 0 0 0 0 20 21:15 2 0 0 0 0 0 2
9:30 27 5 0 0 0 0 32 21:30 5 0 0 0 0 0 5
9:45 22 4 0 0 0 0 26 21:45 14 0 0 0 0 0 14
10:00 20 4 0 5 0 0 29 22:00 4 0 0 0 0 0 4
10:15 8 6 2 2 0 0 18 22:15 5 0 0 0 0 0 5
10:30 15 8 0 0 0 0 23 22:30 3 0 0 0 0 0 3
10:45 9 6 1 0 0 0 16 22:45 2 0 0 0 0 0 2
11:00 32 5 0 0 0 0 37 23:00 1 0 0 0 0 0 1
11:15 30 1 0 0 0 0 31 23:15 2 0 0 0 0 0 2
11:30 23 6 1 2 0 0 32 23:30 1 0 0 0 0 0 1
11:45 25 5 0 1 0 0 31 23:45 0 0 0 0 0 0 0
TOTAL 433 138 9 14 1 1 596 TOTAL 1,033 84 14 7 3 2 1,143 AM PEAK HOUR 11:00 AM AM PEAK HOUR 5:00 PM
AM PEAK VOLUME 131 AM PEAK VOLUME 351
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 1,466 222 23 21 4 3 1,739 CLASS 2 2-AXLE TRUCKS % OF TOTAL 84.3% 12.8% 1.3% 1.2% 0.2% 0.2% 100.0% CLASS 3 3-AXLE TRUCKS
CLASS 4 4 OR MORE AXLE TRUCKS
CLASS 5 RV
CLASS 6 BUS
24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
Prepared by AimTD LLC tel. 714 253 7888 [email protected]
Tuesday, May 02, 2023
WB WB
A16123
DATE: CITY: Santee
JOB #: SC3984 LOCATION: ADT3 Woodside west of Wheatlands AM PM
TIME 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL
0:00 2 0 0 0 0 0 2 12:00 51 9 1 1 0 0 62
0:15 1 0 0 0 0 0 1 12:15 47 7 1 1 0 0 56
0:30 0 0 0 0 0 0 0 12:30 31 4 1 2 0 0 38
0:45 0 0 0 0 0 0 0 12:45 46 10 3 0 0 0 59
1:00 1 0 0 0 0 0 1 13:00 50 6 3 1 1 0 61
1:15 0 0 0 0 0 0 0 13:15 54 11 3 0 1 0 69
1:30 0 0 0 0 0 0 0 13:30 81 15 1 0 1 0 98
1:45 2 0 0 0 0 0 2 13:45 53 9 1 0 0 1 64
2:00 3 0 0 0 0 0 3 14:00 47 12 0 2 0 0 61
2:15 0 0 0 0 0 0 0 14:15 47 11 2 1 1 1 63
2:30 2 0 0 0 0 0 2 14:30 83 9 1 0 0 0 93
2:45 1 0 0 0 0 0 1 14:45 49 6 1 0 0 0 56
3:00 1 0 0 0 0 0 1 15:00 57 11 2 0 1 0 71
3:15 0 0 0 0 0 0 0 15:15 54 11 1 1 1 0 68
3:30 0 0 0 0 0 0 0 15:30 90 10 0 0 0 0 100
3:45 5 0 0 0 0 0 5 15:45 62 10 3 0 0 0 75
4:00 8 0 0 0 0 0 8 16:00 79 5 1 2 0 0 87
4:15 3 1 0 0 0 0 4 16:15 60 5 1 0 0 0 66
4:30 6 1 0 0 0 0 7 16:30 67 6 1 0 0 0 74
4:45 34 6 0 0 0 0 40 16:45 67 3 0 1 0 0 71
5:00 12 3 0 0 0 0 15 17:00 101 4 0 1 0 0 106
5:15 27 2 0 0 0 0 29 17:15 148 5 0 0 0 0 153
5:30 29 2 0 1 0 0 32 17:30 114 3 1 1 0 0 119
5:45 38 2 0 0 0 0 40 17:45 98 7 2 0 0 0 107
6:00 32 5 0 0 0 0 37 18:00 33 1 0 1 0 0 35
6:15 19 11 1 1 1 0 33 18:15 21 3 0 0 0 0 24
6:30 29 11 0 0 0 0 40 18:30 28 3 1 1 0 0 33
6:45 51 7 0 0 0 0 58 18:45 20 2 2 0 0 0 24
7:00 35 2 0 0 0 0 37 19:00 34 1 0 0 0 0 35
7:15 35 8 0 1 0 1 45 19:15 26 1 0 0 0 0 27
7:30 41 9 2 0 0 0 52 19:30 37 0 0 0 0 0 37
7:45 56 5 1 3 0 0 65 19:45 21 0 0 0 0 0 21
8:00 45 8 1 0 0 0 54 20:00 24 0 0 0 0 0 24
8:15 25 14 0 0 0 0 39 20:15 18 1 0 0 0 0 19
8:30 40 9 0 5 0 0 54 20:30 15 0 0 0 0 0 15
8:45 43 14 3 5 0 0 65 20:45 12 0 0 0 0 0 12
9:00 51 9 0 0 0 0 60 21:00 9 0 0 0 0 0 9
9:15 43 11 0 0 0 0 54 21:15 8 0 0 0 0 0 8
9:30 54 8 0 0 0 0 62 21:30 16 0 0 0 0 0 16
9:45 44 8 0 0 0 0 52 21:45 18 0 0 0 0 0 18
10:00 41 6 3 7 0 0 57 22:00 10 0 0 0 0 0 10
10:15 28 10 3 4 0 0 45 22:15 8 0 0 0 0 0 8
10:30 34 13 0 1 0 0 48 22:30 5 0 0 0 0 0 5
10:45 33 8 2 2 0 0 45 22:45 3 0 0 0 0 0 3
11:00 54 6 0 1 0 0 61 23:00 3 0 0 0 0 0 3
11:15 53 8 2 1 0 0 64 23:15 2 0 0 0 0 0 2
11:30 57 11 2 2 0 0 72 23:30 2 0 0 0 0 0 2
11:45 55 10 0 1 0 0 66 23:45 0 0 0 0 0 0 0
TOTAL 1,173 228 20 35 1 1 1,458 TOTAL 2,009 201 33 16 6 2 2,267 AM PEAK HOUR 11:00 AM AM PEAK HOUR 5:00 PM
AM PEAK VOLUME 263 AM PEAK VOLUME 485
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 3,182 429 53 51 7 3 3,725 CLASS 2 2-AXLE TRUCKS % OF TOTAL 85.4% 11.5% 1.4% 1.4% 0.2% 0.1% 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]
Tuesday, May 02, 2023

COMBINED COMBINED
_______ r--' --------'
A16123
DATE: CITY: Santee
JOB #: SC3984 LOCATION: ADT4 Woodside East of Magnolia
AM PM
TIME 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL
0:00 33 0 0 0 0 0 33 12:00 432 32 4 4 1 0 473
0:15 17 1 0 0 0 0 18 12:15 401 24 2 5 3 0 435
0:30 17 0 0 0 0 0 17 12:30 396 29 3 3 0 1 432
0:45 17 2 0 0 0 0 19 12:45 424 27 2 0 0 1 454
1:00 16 1 0 0 0 0 17 13:00 390 33 3 5 0 0 431
1:15 14 0 0 0 0 0 14 13:15 419 26 4 5 0 0 454
1:30 11 0 0 0 0 0 11 13:30 412 31 5 4 0 0 452
1:45 3 0 0 0 0 0 3 13:45 446 29 3 3 0 3 484
2:00 9 0 0 0 0 0 9 14:00 429 36 1 2 0 2 470
2:15 9 0 0 0 0 0 9 14:15 407 31 6 5 1 5 455
2:30 7 0 0 0 0 0 7 14:30 497 30 4 3 0 1 535
2:45 13 0 0 0 0 0 13 14:45 488 30 3 5 0 2 528
3:00 9 0 0 0 0 0 9 15:00 508 22 3 6 0 2 541
3:15 11 2 0 0 0 0 13 15:15 554 33 4 4 1 2 598
3:30 10 1 0 0 0 0 11 15:30 606 27 4 2 0 1 640
3:45 28 1 0 0 0 0 29 15:45 573 20 4 2 0 2 601
4:00 28 0 0 1 0 0 29 16:00 572 34 1 5 0 0 612
4:15 30 2 0 5 0 0 37 16:15 521 20 2 5 0 0 548
4:30 56 1 0 0 0 0 57 16:30 539 25 2 1 0 0 567
4:45 103 5 0 2 0 0 110 16:45 500 11 2 2 0 0 515
5:00 87 8 0 1 0 0 96 17:00 616 15 1 0 0 0 632
5:15 112 9 0 2 0 0 123 17:15 590 20 1 2 0 0 613
5:30 136 7 0 3 0 0 146 17:30 540 15 0 5 0 0 560
5:45 171 11 1 4 0 0 187 17:45 533 15 3 2 0 0 553
6:00 164 20 0 1 0 0 185 18:00 422 6 1 0 0 0 429
6:15 181 33 2 4 0 0 220 18:15 383 9 0 2 0 0 394
6:30 217 45 2 1 1 0 266 18:30 381 6 0 0 0 0 387
6:45 298 36 5 1 0 0 340 18:45 378 5 0 2 0 0 385
7:00 280 26 3 3 1 2 315 19:00 333 9 0 0 0 0 342
7:15 370 31 3 2 0 6 412 19:15 298 8 1 0 0 0 307
7:30 403 42 2 4 0 1 452 19:30 268 9 1 0 0 0 278
7:45 464 32 2 1 0 2 501 19:45 258 6 0 1 0 0 265
8:00 427 36 4 3 0 2 472 20:00 259 4 0 0 0 0 263
8:15 370 35 2 7 0 0 414 20:15 218 5 0 0 0 0 223
8:30 338 35 1 3 0 0 377 20:30 218 4 0 0 0 0 222
8:45 355 28 2 2 0 3 390 20:45 171 5 0 0 0 0 176
9:00 334 32 4 4 1 1 376 21:00 169 1 1 1 0 0 172
9:15 286 31 2 3 0 0 322 21:15 150 3 1 0 0 0 154
9:30 309 29 3 7 1 0 349 21:30 123 1 0 1 0 0 125
9:45 289 31 0 4 0 0 324 21:45 130 0 0 1 0 0 131
10:00 341 33 2 3 4 0 383 22:00 99 0 0 0 0 0 99
10:15 292 26 3 5 0 0 326 22:15 67 0 0 0 0 0 67
10:30 308 32 1 4 1 0 346 22:30 53 1 0 0 0 0 54
10:45 356 34 4 5 0 2 401 22:45 56 1 0 0 0 0 57
11:00 375 27 4 2 0 1 409 23:00 60 0 0 0 0 0 60
11:15 372 27 6 6 0 0 411 23:15 39 0 0 0 0 0 39
11:30 409 30 3 5 1 0 448 23:30 51 0 0 0 0 0 51
11:45 352 22 3 1 0 0 378 23:45 37 0 0 0 0 0 37
TOTAL 8,837 804 64 99 10 20 9,834 TOTAL 16,414 698 72 88 6 22 17,300 AM PEAK HOUR 7:30 AM AM PEAK HOUR 3:15 PM
AM PEAK VOLUME 1,839 AM PEAK VOLUME 2,451
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 25,251 1,502 136 187 16 42 27,134 CLASS 2 2-AXLE TRUCKS % OF TOTAL 93.1% 5.5% 0.5% 0.7% 0.1% 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]
Tuesday, May 02, 2023

COMBINED COMBINED
A16123
DATE: CITY: Santee
JOB #: SC3984 LOCATION: ADT5 Magnolia south of Woodside AM PM
TIME 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL
0:00 19 0 0 0 0 0 19 12:00 205 14 2 2 0 1 224
0:15 16 0 0 0 0 0 16 12:15 202 16 3 4 1 1 227
0:30 13 0 0 0 0 0 13 12:30 208 11 2 1 0 1 223
0:45 13 0 0 0 0 0 13 12:45 197 11 0 0 1 0 209
1:00 12 0 0 0 0 0 12 13:00 210 16 1 0 0 2 229
1:15 12 0 0 0 0 0 12 13:15 235 20 1 1 0 1 258
1:30 9 0 0 0 0 0 9 13:30 204 13 1 1 0 1 220
1:45 10 0 0 0 0 0 10 13:45 237 18 1 2 0 2 260
2:00 8 1 0 0 0 0 9 14:00 228 17 1 2 0 0 248
2:15 9 0 0 0 0 0 9 14:15 264 15 2 2 0 2 285
2:30 9 0 0 1 0 0 10 14:30 243 21 1 1 0 2 268
2:45 11 0 0 0 0 0 11 14:45 276 24 1 2 0 0 303
3:00 5 0 0 0 0 0 5 15:00 297 14 2 4 0 1 318
3:15 8 0 0 0 0 0 8 15:15 317 20 3 4 0 3 347
3:30 8 1 0 0 0 0 9 15:30 360 12 0 1 0 1 374
3:45 11 1 0 0 0 0 12 15:45 312 13 1 2 0 0 328
4:00 14 0 0 1 0 0 15 16:00 328 17 1 2 0 0 348
4:15 20 0 0 3 0 0 23 16:15 321 12 0 3 0 2 338
4:30 29 1 0 1 0 0 31 16:30 337 10 4 0 0 0 351
4:45 63 4 0 0 0 0 67 16:45 344 7 1 1 0 3 356
5:00 51 3 0 1 0 0 55 17:00 317 5 1 1 0 0 324
5:15 82 4 0 1 0 0 87 17:15 338 10 0 2 0 0 350
5:30 96 3 0 3 0 0 102 17:30 280 4 0 2 0 1 287
5:45 135 1 1 1 0 0 138 17:45 283 13 1 2 0 1 300
6:00 83 8 0 2 0 1 94 18:00 260 5 0 1 0 0 266
6:15 102 7 1 0 0 0 110 18:15 225 6 0 0 0 2 233
6:30 123 9 0 1 0 0 133 18:30 244 4 0 0 0 0 248
6:45 196 14 3 1 0 1 215 18:45 188 4 0 1 0 0 193
7:00 184 13 1 0 0 0 198 19:00 195 3 1 0 0 0 199
7:15 217 11 4 1 0 2 235 19:15 170 6 0 1 0 0 177
7:30 228 21 1 3 0 1 254 19:30 159 6 1 1 0 1 168
7:45 282 16 0 1 0 1 300 19:45 155 3 0 0 0 0 158
8:00 256 18 4 4 0 0 282 20:00 148 1 0 0 0 0 149
8:15 298 17 1 5 0 1 322 20:15 131 1 0 0 0 0 132
8:30 189 12 1 3 0 1 206 20:30 105 1 0 0 0 0 106
8:45 223 12 0 3 0 3 241 20:45 110 0 0 0 0 0 110
9:00 205 16 0 2 0 1 224 21:00 123 1 0 0 0 0 124
9:15 199 17 1 2 0 2 221 21:15 101 0 0 0 0 0 101
9:30 168 10 2 4 1 2 187 21:30 97 0 0 1 1 0 99
9:45 183 15 0 1 0 0 199 21:45 73 1 0 0 0 0 74
10:00 157 12 1 2 0 1 173 22:00 83 0 0 0 0 0 83
10:15 158 15 3 1 0 0 177 22:15 85 0 0 0 0 0 85
10:30 180 19 1 0 0 1 201 22:30 57 1 0 0 0 0 58
10:45 182 19 4 4 0 1 210 22:45 63 0 0 0 0 0 63
11:00 161 7 2 3 0 0 173 23:00 21 0 0 0 0 0 21
11:15 182 10 3 6 0 0 201 23:15 32 0 0 0 0 0 32
11:30 197 15 3 3 1 2 221 23:30 43 1 0 0 0 0 44
11:45 208 13 0 0 0 0 221 23:45 23 0 0 0 0 0 23
TOTAL 5,224 345 37 64 2 21 5,693 TOTAL 9,434 377 32 47 3 28 9,921 AM PEAK HOUR 7:30 AM AM PEAK HOUR 3:15 PM
AM PEAK VOLUME 1,158 AM PEAK VOLUME 1,397
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 14,658 722 69 111 5 49 15,614 CLASS 2 2-AXLE TRUCKS % OF TOTAL 93.9% 4.6% 0.4% 0.7% 0.0% 0.3% 100.0% CLASS 3 3-AXLE TRUCKS
CLASS 4 4 OR MORE AXLE TRUCKS
CLASS 5 RV TOTAL: ALL 30,258 1,653 144 221 13 92 32,381 CLASS 6 Buses % OF TOTAL 93.4% 5.1% 0.4% 0.7% 0.0% 0.3% 100.0% 24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
Prepared by AimTD LLC tel. 714 253 7888 [email protected]
Tuesday, May 02, 2023
NB NB
A16123
DATE: CITY: Santee
JOB #: SC3984 LOCATION: ADT5 Magnolia south of Woodside AM PM
TIME 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL
0:00 24 0 0 1 0 0 25 12:00 219 14 0 2 1 0 236
0:15 9 0 1 0 0 0 10 12:15 238 28 1 1 0 1 269
0:30 9 0 0 0 0 0 9 12:30 202 17 1 2 1 2 225
0:45 10 0 0 0 0 0 10 12:45 238 21 1 1 0 0 261
1:00 10 0 0 0 0 0 10 13:00 218 19 2 2 0 1 242
1:15 9 2 0 0 0 0 11 13:15 212 15 2 3 0 1 233
1:30 12 0 0 0 0 0 12 13:30 232 14 1 4 0 0 251
1:45 7 0 0 0 0 0 7 13:45 261 9 0 0 0 1 271
2:00 14 1 0 0 0 0 15 14:00 268 26 0 2 0 2 298
2:15 8 0 0 0 0 0 8 14:15 267 21 4 1 0 3 296
2:30 10 1 0 0 0 0 11 14:30 340 18 4 2 1 1 366
2:45 8 0 0 0 0 0 8 14:45 308 16 1 4 1 0 330
3:00 9 0 0 0 0 0 9 15:00 295 15 1 3 0 1 315
3:15 11 1 0 1 0 0 13 15:15 269 13 2 2 0 1 287
3:30 13 3 0 0 0 0 16 15:30 372 16 1 1 0 3 393
3:45 18 1 0 0 0 0 19 15:45 337 18 2 0 0 1 358
4:00 29 1 0 0 0 0 30 16:00 280 18 0 2 0 0 300
4:15 25 4 1 1 0 0 31 16:15 321 15 1 1 0 0 338
4:30 57 0 0 0 0 0 57 16:30 311 11 0 1 0 1 324
4:45 76 3 0 1 0 0 80 16:45 284 5 1 1 0 0 291
5:00 90 7 2 0 0 0 99 17:00 385 11 1 0 0 2 399
5:15 97 10 0 2 0 0 109 17:15 377 11 0 0 0 0 388
5:30 116 5 0 2 0 0 123 17:30 272 10 2 3 0 0 287
5:45 153 10 1 1 0 0 165 17:45 288 7 2 2 0 1 300
6:00 139 12 0 3 0 0 154 18:00 234 5 1 0 0 1 241
6:15 178 28 0 4 0 1 211 18:15 227 3 0 1 0 0 231
6:30 184 29 1 0 0 0 214 18:30 198 7 1 1 0 1 208
6:45 202 17 2 2 0 1 224 18:45 196 5 0 0 0 0 201
7:00 223 10 2 2 0 0 237 19:00 154 5 0 1 0 0 160
7:15 255 16 2 3 0 2 278 19:15 165 3 0 0 0 0 168
7:30 312 16 2 2 0 0 332 19:30 139 6 0 0 0 0 145
7:45 288 28 1 2 0 0 319 19:45 138 2 1 0 0 1 142
8:00 258 21 0 1 1 2 283 20:00 110 0 0 0 0 0 110
8:15 279 16 2 3 0 0 300 20:15 134 2 0 0 0 0 136
8:30 268 22 2 2 0 1 295 20:30 120 5 1 0 0 0 126
8:45 221 21 0 0 0 2 244 20:45 143 3 1 0 0 0 147
9:00 259 23 1 3 0 0 286 21:00 118 2 0 1 0 0 121
9:15 284 11 3 3 0 0 301 21:15 83 2 0 0 0 0 85
9:30 209 22 1 5 1 2 240 21:30 79 2 0 0 0 0 81
9:45 172 15 0 3 0 0 190 21:45 71 5 0 0 0 0 76
10:00 192 22 1 1 1 0 217 22:00 68 0 0 0 0 0 68
10:15 195 13 2 2 1 1 214 22:15 65 0 0 0 0 0 65
10:30 179 25 0 2 0 2 208 22:30 51 1 1 0 0 0 53
10:45 198 25 1 5 0 0 229 22:45 43 1 0 0 0 0 44
11:00 194 16 0 3 0 2 215 23:00 28 0 0 0 0 0 28
11:15 196 15 2 2 0 0 215 23:15 31 0 0 0 0 0 31
11:30 190 20 5 3 0 0 218 23:30 38 0 0 0 0 0 38
11:45 246 12 4 1 0 2 265 23:45 28 0 0 0 0 0 28
TOTAL 6,145 504 39 66 4 18 6,776 TOTAL 9,455 427 36 44 4 25 9,991 AM PEAK HOUR 7:30 AM AM PEAK HOUR 4:30 PM
AM PEAK VOLUME 1,234 AM PEAK VOLUME 1,402
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 15,600 931 75 110 8 43 16,767 CLASS 2 2-AXLE TRUCKS % OF TOTAL 93.0% 5.6% 0.4% 0.7% 0.0% 0.3% 100.0% CLASS 3 3-AXLE TRUCKS
CLASS 4 4 OR MORE AXLE TRUCKS
CLASS 5 RV
CLASS 6 BUS
24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
Prepared by AimTD LLC tel. 714 253 7888 [email protected]
Tuesday, May 02, 2023
SB SB
A16123
DATE: CITY: Santee
JOB #: SC3984 LOCATION: ADT5 Magnolia south of Woodside AM PM
TIME 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL
0:00 43 0 0 1 0 0 44 12:00 424 28 2 4 1 1 460
0:15 25 0 1 0 0 0 26 12:15 440 44 4 5 1 2 496
0:30 22 0 0 0 0 0 22 12:30 410 28 3 3 1 3 448
0:45 23 0 0 0 0 0 23 12:45 435 32 1 1 1 0 470
1:00 22 0 0 0 0 0 22 13:00 428 35 3 2 0 3 471
1:15 21 2 0 0 0 0 23 13:15 447 35 3 4 0 2 491
1:30 21 0 0 0 0 0 21 13:30 436 27 2 5 0 1 471
1:45 17 0 0 0 0 0 17 13:45 498 27 1 2 0 3 531
2:00 22 2 0 0 0 0 24 14:00 496 43 1 4 0 2 546
2:15 17 0 0 0 0 0 17 14:15 531 36 6 3 0 5 581
2:30 19 1 0 1 0 0 21 14:30 583 39 5 3 1 3 634
2:45 19 0 0 0 0 0 19 14:45 584 40 2 6 1 0 633
3:00 14 0 0 0 0 0 14 15:00 592 29 3 7 0 2 633
3:15 19 1 0 1 0 0 21 15:15 586 33 5 6 0 4 634
3:30 21 4 0 0 0 0 25 15:30 732 28 1 2 0 4 767
3:45 29 2 0 0 0 0 31 15:45 649 31 3 2 0 1 686
4:00 43 1 0 1 0 0 45 16:00 608 35 1 4 0 0 648
4:15 45 4 1 4 0 0 54 16:15 642 27 1 4 0 2 676
4:30 86 1 0 1 0 0 88 16:30 648 21 4 1 0 1 675
4:45 139 7 0 1 0 0 147 16:45 628 12 2 2 0 3 647
5:00 141 10 2 1 0 0 154 17:00 702 16 2 1 0 2 723
5:15 179 14 0 3 0 0 196 17:15 715 21 0 2 0 0 738
5:30 212 8 0 5 0 0 225 17:30 552 14 2 5 0 1 574
5:45 288 11 2 2 0 0 303 17:45 571 20 3 4 0 2 600
6:00 222 20 0 5 0 1 248 18:00 494 10 1 1 0 1 507
6:15 280 35 1 4 0 1 321 18:15 452 9 0 1 0 2 464
6:30 307 38 1 1 0 0 347 18:30 442 11 1 1 0 1 456
6:45 398 31 5 3 0 2 439 18:45 384 9 0 1 0 0 394
7:00 407 23 3 2 0 0 435 19:00 349 8 1 1 0 0 359
7:15 472 27 6 4 0 4 513 19:15 335 9 0 1 0 0 345
7:30 540 37 3 5 0 1 586 19:30 298 12 1 1 0 1 313
7:45 570 44 1 3 0 1 619 19:45 293 5 1 0 0 1 300
8:00 514 39 4 5 1 2 565 20:00 258 1 0 0 0 0 259
8:15 577 33 3 8 0 1 622 20:15 265 3 0 0 0 0 268
8:30 457 34 3 5 0 2 501 20:30 225 6 1 0 0 0 232
8:45 444 33 0 3 0 5 485 20:45 253 3 1 0 0 0 257
9:00 464 39 1 5 0 1 510 21:00 241 3 0 1 0 0 245
9:15 483 28 4 5 0 2 522 21:15 184 2 0 0 0 0 186
9:30 377 32 3 9 2 4 427 21:30 176 2 0 1 1 0 180
9:45 355 30 0 4 0 0 389 21:45 144 6 0 0 0 0 150
10:00 349 34 2 3 1 1 390 22:00 151 0 0 0 0 0 151
10:15 353 28 5 3 1 1 391 22:15 150 0 0 0 0 0 150
10:30 359 44 1 2 0 3 409 22:30 108 2 1 0 0 0 111
10:45 380 44 5 9 0 1 439 22:45 106 1 0 0 0 0 107
11:00 355 23 2 6 0 2 388 23:00 49 0 0 0 0 0 49
11:15 378 25 5 8 0 0 416 23:15 63 0 0 0 0 0 63
11:30 387 35 8 6 1 2 439 23:30 81 1 0 0 0 0 82
11:45 454 25 4 1 0 2 486 23:45 51 0 0 0 0 0 51
TOTAL 11,369 849 76 130 6 39 12,469 TOTAL 18,889 804 68 91 7 53 19,912 AM PEAK HOUR 7:30 AM AM PEAK HOUR 4:30 PM
AM PEAK VOLUME 2,392 AM PEAK VOLUME 2,783
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 30,258 1,653 144 221 13 92 32,381 CLASS 2 2-AXLE TRUCKS % OF TOTAL 93.4% 5.1% 0.4% 0.7% 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]
Tuesday, May 02, 2023

COMBINED COMBINED
_______ r--' --------'
Appendix D
Signal Timing Sheets

Master At: 67 SB (52 WB ) @ Magnolia
Timing Change:
1)
p 2)
H 3)
A 4)
s 5)
E 6)
7)
8)
0 A)
V B)
E C)
R 0)
; E)
p F)
NB Magnolia
Off Ramp
SB Magnolia
Comments and Notes:

PHASES 1 2

PEOXING FT
BIKE XING FT 70
Cate Start:

FLASH
3 4 5
2070 Controller TSCP Timing Chart
Designed By:

District: 11 Installed By:

I/C:52 WB On Service Info:

Cate End: Designed:

TSCP: 2.23
Installed:
4/20/2022
Intersection Layout
LOCATION:
6 50
65 7
RTE 52 EB @ MAGNOLI A AVENUE
2 --+
8 EB
OFF
4 6P
Magnolia Ave
El
Post Mile: RTE 52 P17.766 - 52 EB @ Magnolia
PAGE 1
Do not Duplicate
©2017 California Department of Transportation, All Rights Reserved Location: RTE 52 EB @ Magnolia TSCP 2.23 Cabinet ( 9-3 ) CONFIGURATION PHASE FLAGS
332
Configuration

CALTRANS
Phases (2-1-1-1)
Permitted .2.4.6..

Restricted
Phase Features ( 2-1-1-4 )
Double Entry
Rest In Walk
Rest In Red
Walk 2
Max Green 2
Max Green 3
Phase Recalls (2-1-1-2)
Vehicle Min .2...6..

Vehicle Max
Pedestrian
Bicycle
Phase Locks ( 2-1-1-3 )
Red
Yellow
Force/Max
Startup ( 2-1-1-5 )
First Green Phases .2...6..

Yellow Start Phases
Vehicle Calls .2.4.6..

Pedestrian Calls 6..

Yellow Start Overlaps
Startup All-Red 6.0
Call To Phase (2-1-2-1 ) Omit On Green
1 1
2 2
3 3
4 4
5 5
6 6
7 7
8 8
Special Operation ( 2-1-2-3 )
Single Exit Phase
Driveway Signal Phases
Driveway Signal Overlaps
Leading Ped Phases 6..

Flashing Colors ( 2-1-2-2 )
Yellow Flash Phases
Yellow Flash Overlap
Flash In Red Phases
Flash In Red Overlaps
Pedestrian ( 2-1-3 )
P1
P2
P3
P4
P5
P6 6..

P7
P8
Overlap ( 2-1-4 )
Overlap Parent Omit No Start Not
A
B
C
D
E
F
Protected Permissive ( 2-1-2-4 )
Protected Permissive
Post Mile:RTE 52 P17.766 - 52 EB @ Magnolia PAGE 2 CHECKSUM: 2DA6 Printed: 4/12/2023 © 2017 California Department of Transportation, All Rights Reserved Location: RTE 52 EB @ Magnolia TSCP 2.23 0 0 0 0 0 7 0 10
--- Walk 2 --- 0 0 0 0 0 0 0 0
Delay/Early Walk 0 0 0 0 0 4 0 0
Flash Don't Walk 0 0 0 0 0 14 0 10
Solid Don't Walk 0 0 0 0 0 0 0 0
Minimum Green 10 5 10 5 10 5 10 10
Bike Green 0 0 0 0 0 0 0 0
Det Limit 10 0 10 0 10 0 10 10
Phase ( 2-2 ) -1- -2- -3- -4- -5- -6- -7- -8-
Max Initial 10 0 10 0 10 0 10 10
Max Green 1 50 30 50 25 50 30 50 50
Max Green 2 50 0 50 0 50 0 50 50
Max Green 3 50 0 50 0 50 0 50 50
Extension 5.0 3.0 5.0 3.0 5.0 3.0 5.0 5.0
Maximum Gap 5.0 3.0 5.0 3.0 5.0 3.0 5.0 5.0
Minimum Gap 5.0 3.0 5.0 3.0 5.0 3.0 5.0 5.0
Add Per Vehicle 1.0 0.0 1.0 0.0 1.0 0.0 1.0
Reduce Gap By 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Reduce Every 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Yellow 5.0 4.4 5.0 4.1 5.0 4.4 5.0 5.0
All-Red 1.0 2.0 1.0 2.0 1.0 2.0 1.0 1.0
Bike All-Red 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Yellow 5.0
Red 0.0

0.0 5.0

0.0 0.0

5.0 0.0

0.0 5.0

0.0 0.0

5.0 0.0

0.0 5.0

0.0 Overlap ( 2-4 ) B C D E F
Time 5.0
Red Revert ( 2-5 )
P
H
A
S
E

OVERLAP TIMING
Green 0.0

1.0 A
Red Revert
T
I
M
I
N
G
All-Red Sec/Min: OFF
--- Walk 1 ---
Ped/Bike (2-3 ) -1- -2- -3- -4- -5- -6- -7- -8-
All-Red Sec/Min ( 2-6 )
Max/Gap Out ( 2-7 )
Max Cnt 0
Gap Cnt 0
Max 2 Extension
Post Mile: RTE 52 P17.766 - 52 EB @ Magnolia
Do not Duplicate
PAGE 3 CHECKSUM: 0C43 Printed: 4/12/2023
~ I I I I I ~ 1 I [ I ]
1 1
1 1
Do not Duplicate
©2017 California Department of Transportation. All Rights Reserved Location: RTE 52 EB @ Magnolia TSCP2.23 Local Plan 1...9 (7-1) TIMING DATA COORDINATION , iMaster Timer Sync (7-A) [ Offsets ] Green Factors or Press [F] to Select Force-Off | Enable in Plans
Cycle Multi Lag Gap A B C -1- -2- -3- -4- -5- -6- -7- -8- 1-9 Plan 1 Green Factor 11-19
Plan 2 Green Factor
Plan 3 Green Factor
21-29
Master
—Sub Master
Input
Plan 4 Green Factor 55 44 44 44 24 17 24 Output
Plan 5 Green Factor FREE PLAN PHASE FLAGS
Plan 6 Green Factor 60 36 36 36 23 23 23 I 7-E ) Free
Lag Omit
Plan 7 Green Factor .2.4. 6. 8
Plan 8 Green Factor Veh Min Veh Max
.2...6..

Plan 9 Green Factor Ped Bike
I
Local Plan 1...9 (7-1) PHASE FLAGS 1
i
Cond Cond Grn
Lag Sync Hold Omit Veh Min Veh Max Ped Bike 1U
Plan 1
! MANUAL COMMANDS
Plan 2 Manual Plan (4-1) Plan: 1-29
254 = Flash
255 = Free
Offset A, B, or C
Plan 3
I
I
Plan OffSet
I
A
Plan 4 .2. 4. 6. 8 .2...6.. ...4.... I
I
I
I
I
I
I
I
Plan 5
Special Function Override (4-2)
# Control # Control Plan 6 .2. 4. 6. 8 .2...6.. ...4 .... 1 NORMAL 3 NORMAL
Plan 7
2 NORMAL 4 NORMAL
Plan 8
Detector Reset (4-3)
Plan 9 1
Local Manual (4-4) OFF
Post Mile: RTE 52 P17.766-52 EB ©Magnolia PAGE 4 Checksum: 0617 Printed: 4/12/2023 © 2017 California Department of Transportation, All Rights Reserved Location: RTE 52 EB @ Magnolia TSCP 2.23 Lag Ped Sync Hold Omit Veh Min Veh Max Bike
Green Factor . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Plan 12
Plan 13
Plan 14
Plan 15
Plan 16
Plan 17
Plan 18
Plan 19
Green Factor . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Green Factor . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Plan 12
Plan 13
Plan 14
Plan 15
Plan 16
Plan 17
Plan 18
Plan 19
[ Offsets ] Green Factors or Press [F] to Select Force-Off

COORDINATION
Cycle Lag Gap Multi A B C -1- -2- -3- -4- -5- -6- -7- -8- Local Plan 11...19 (7-2) TIMING DATA
Plan 11 Green Factor . . . . . . . .

Plan 11 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Local Plan 11...19 (7-2) PHASE FLAGS
Post Mile: RTE 52 P17.766 - 52 EB @ Magnolia
Do
PAGE 5 Printed: CHECKSUM: 191A 4/12/2023
not Duplicate
© 2017 California Department of Transportation, All Rights Reserved Location: RTE 52 EB @ Magnolia TSCP 2.23 Lag Ped Sync Hold Omit Veh Min Veh Max Bike
Green Factor . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Plan 22
Plan 23
Plan 24
Plan 25
Plan 26
Plan 27
Plan 28
Plan 29
Green Factor . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Green Factor . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Plan 22
Plan 23
Plan 24
Plan 25
Plan 26
Plan 27
Plan 28
Plan 29
[ Offsets ] Green Factors or Press [F] to Select Force-Off

COORDINATION
Cycle Multi A B C -1- -2- -3- -4- -5- -6- -7- -8- Lag Gap Local Plan 21...29 (7-3) TIMING DATA
Plan 21 Green Factor . . . . . . . .

Plan 21 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Local Plan 21...29 (7-3) PHASE FLAGS
Post Mile: RTE 52 P17.766 - 52 EB @ Magnolia
Do
PAGE 6 Printed: CHECKSUM: 191A 4/12/2023
not Duplicate
© 2017 California Department of Transportation, All Rights Reserved Location: RTE 52 EB @ Magnolia TSCP 2.23

TOD SCHEDULE
Time Plan OS
Table 2 (8-2-2)
0645 4
0915 255
1600 6
1830 255
Time Plan Time Plan
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
OS
Table 1 (8-2-1)
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
OS
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
Table 3 (8-2-3)
Time Plan Time Plan Time Plan OS OS OS
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
Table 4 (8-2-4) Table 6 (8-2-6)
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
Table 5 (8-2-5)
A A
Mon Tue Wed Thu Fri Sat Sun
1 1 1 1 1 2 2
Weekday Table Assignments (8-2-7)

WEEKDAY ASSIGNMENT
Post Mile: RTE 52 P17.766 - 52 EB @ Magnolia
Do
PAGE 8 Printed: CHECKSUM: FA85 4/12/2023
not Duplicate
Do not Duplicate
©2017 California Department of Transportation, All Rights Reserved Location' RTE 52 EB TSCP 2.23

HOLIDAY TABLES
Floating Holiday Table (8-2-8) Fixed Holiday Table (8-2-9) Daylight Saving (8-1) # Mnth Week DOW Table # Mnth Day DOW Table Enabl | YES |Month Sunday 1 ....... 1 ....... Start MAR 2nd
2 2 End NOV 1st
3 3 •
4 4 Solar Clock Data (8-4)
5 ....... 5 ....... North Latitude 34
6 6 West Longitude 118
7 7 Local Time Zone 8
8 8
9 9 Sabbatical Clock (8-5)
10 . 10 Hebrew Ped Recall
11 ....... 11 ....... Sabbath
12 ....... 12 ....... Holiday ........
13 13 .
14 ....... 14 .......
15 15
16 16 .......

TOD FUNCTIONS
TOD Functions (8-3) Action Codes:

0. None

18. Max Green 3
# Start End DOW Action Phases 19. Rest in Walk
1 ........ 1. Permitted 20. Rest in Red
2 2. Restricted 21. Free Lag Phases
3 . 4. Veh Min Recall 22. Special Functions
4 5. Veh Max Recall 23. Truck Preempt
5 . 6. Ped Recall 24. Conditional Service
6 7. Bike Recall 25. Conditional Service
7 8. Red Lock 26. Leading Ped

27. Traffic Actuated Max 2
8 9. Yellow Lock
9 . 10. Force/Max Lock 41. Protected Permissive
10 ........ 11.Double Entry 42. Protected Permissive
11 12. Y-CoordC
12 ........ 13. Y-Coord D Action Code = Phases added to normal setting 13 14. Free 100+Action Code = Phases removed
14 15. Flashing 200+Action Code = Phases replaced
15 16. Walk 2
16 ........ 17. Max Green 2
Post Mile: RTE 52 P17.766-52 EB ©Magnolia PAGE 9 CHECKSUM: D2FD Printed: 4/12/2023 Do not Duplicate
©2017 California Department of Transportation, All Rights Reserved Location’ RTE 52 EB TSCP 2.23

RAILROAD PREEMPTION
RR
1 (3-1-1 ) Timing Phase Flags (3-1-2) Pedestrian Flags (3-1-3) Overlap Flags (3-1-4) Delay Grn Hold Yel Flash Red Flash Walk Flash DW Solid DW Grn Hold Yel Flash Red Flash Clear 1 10 . 2 .. 5 ... .2.4. 6. 8
Clear 2
Clear 3
Hold 12345678 A B C D E F
Configuration (3-1-6)
PR1 | PR 2 Latching Power-Up

2.5 | 0.0 | YES FLASHING
Exit Parameters (3-1-5)
Phase Green Overlap Green Vehicle Call Ped Call
12345678 . 2 . 4 . 6 . 8
RR
2 ( 3-2-1 ) Timing Phase Flags (3-2-2) Pedestrian Flags (3-2-3) Overlap Flags (3-2-4) Delay Grn Hold Yel Flash Red Flash Walk Flash DW Solid DW Grn Hold Yel Flash Red Flash Clear 1 10 ...4..7. • • ........ .2.4. 6. 8 ...... ......

Clear 2
Clear 3
Hold 1 23..6.. .2...6.. ...4...8
Exit
Configuration (3-2-6)
PR1 | PR 2 Latching Power-up

2.6 | 0.0 | YES DARK
Exit Parameters (3-2-5)
Phase Green Overlap Green Vehicle Call Ped Call
... 4 . . 7 .

EMERGENCY VEHICLE PREEMPTION
Preempt Timers Phase Green Overlap
Delay Clear Max Green
5 255 .2..5...

Port Latching Phase Termination

5.5 NO ADVANCE
EVB
(3-B)
Preempt Timers Phase Green Overlap
Delay Clear Max Green
5 255 ...4..7.

Port Latching Phase Termination

5.6 NO ADVANCE
EVD
(3-D)
Preempt Timers Phase Green Overlap
Delay Clear Max Green
5 255 ..3.... 8
EVC
(3-C)
Preempt Timers Phase Green Overlap
Delay Clear Max Green
5 255 1 ....6..

Port Latching Phase Termination

5.7 NO ADVANCE
Port Latching Phase Termination

5.8 NO ADVANCE
Post Mile: RTE 52 P17.766-52 EB ©Magnolia PAGE 11 CHECKSUM: 33DF Printed: 4/12/2023 Do not Duplicate
©2017 California Department of Transportation, All Rights Reserved Location: RTE 52 EB @ Magnolia TSCP 2.23

TRANSIT PRIORITY
Local Plans (3-E) 1...9 11...19 Early
Green
Green
Extend
Inhibit
Cvcles
Phase 1
Minimum
Phase 2
Minimum
Phase 3
Minimum
Phase 4
Minimum
Phase 5
Minimum
Phase 6
Minimum
Phase 7
Minimum
Phase 8
Minimum
Plan 1 Green Factor
Plan 2 Green Factor
Plan 3 Green Factor
Plan 4 Green Factor
Plan 5 Green Factor
Plan 6 Green Factor
Plan 7 Green Factor
Plan 8 Green Factor
Plan 9 Green Factor
Plan 11 Green Factor
Plan 12 Green Factor
Plan 13 Green Factor
Plan 14 Green Factor
Plan 15 Green Factor
Plan 16 Green Factor
Plan 17 Green Factor
Plan 18 Green Factor
Plan 19 Green Factor
Queue Jump (3-E-B)
Grn Hold Hold Phase Max Grn Hold Hold Phase
Transit Priority Configuration (3-E-A) Indicator Output Enable in Plans Input Type Stop Go
Plan 1-9 0.0 NONE 0 0
Plan 11-19 0.0 NONE 0 0

YELLOW YIELD COORDINATION
Force-Offs
Y-Coord Plans (7-C,D) Long Grn No Grn Offset Perm -1- -2- -3- -4- -5- -6- -7- -8- Coord Lag Min Recall Restricted Plan C . 2 ... 6 .. .2. 4. 6. 8
Plan D .2...6.. .2. 4. 6. 8

TRUCK PRIORITY
Truck Priority (3-F) Passage Carryover Clearance Next
Priority
Phase Green Det 2
Port
Det 3
Port
Det 4
Port
Sign
Output
Slave
Input
Slave
Output

0.0 0.0 0.0 0 0.0 0
Post Mile: RTE 52 P17.766 - 52 EB ©Magnolia PAGE 13 CHECKSUM: 80C7 Printed: 4/12/2023 ©2017 California Department of Transportation, All Rights Reserved 2070 Controller TSCP Timing Chart TSCP: 2.23 PAGE 1 Location:RTE 67 SB (52 WB) @ Magnolia Designed By:

System: District:11 Installed By:

Master At:67 SB (52 WB) Magnolia l/C:52EBOff Service Info:

Timing Change: Date Start: Date End: Designed: Installed:

Post Mile: RTE 67 P02.091 - 67 SB (52 WB) @ Magnolia

© 2017 California Department of Transportation, All Rights Reserved Location: RTE 67 SB (52 WB) @ Magnolia TSCP 2.23 0 7 0 10 0 7 0 10
--- Walk 2 --- 0 7 0 0 0 7 0 0
Delay/Early Walk 0 4 0 0 0 4 0 0
Flash Don't Walk 0 25 0 10 0 26 0 10
Solid Don't Walk 0 0 0 0 0 0 0 0
Minimum Green 5 6 10 10 5 7 10 10
Bike Green 0 0 0 0 0 0 0 0
Det Limit 0 0 10 10 0 0 10 10
Phase ( 2-2 ) -1- -2- -3- -4- -5- -6- -7- -8-
Max Initial 0 0 10 10 0 0 10 10
Max Green 1 30 40 50 50 30 40 50 50
Max Green 2 0 0 50 50 0 0 50 50
Max Green 3 0 0 50 50 0 0 50 50
Extension 2.0 3.0 5.0 5.0 2.0 3.0 5.0 5.0
Maximum Gap 2.0 3.0 5.0 5.0 2.0 3.0 5.0 5.0
Minimum Gap 2.0 3.0 5.0 5.0 2.0 .0 5.0 5.0
Add Per Vehicle 0.0 0.0 1.0 1.0 0.0 0.0 1.0
Reduce Gap By 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Reduce Every 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Yellow 3.7 4.4 5.0 5.0 3 7 4.4 5.0 5.0
All-Red 2.0 2.0 1.0 1.0 2.0 2.0 1.0 1.0
Bike All-Red 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Yellow 5.0
Red 0.0

0.0 5.0

0.0 0.0
5 0

0.0 0 0

5.0 0.0

0.0 5.0

0.0 0.0

5.0 0.0
Overlap ( 2-4 ) B C D E F
Time 5.0
Red Revert ( 2-5 )
P
H
A
S
E

OVERLAP TIMING
Green 0.0

1.0 A
Red Revert
T
I
M
I
N
G
All-Red Sec/Min: OFF
--- Walk 1 ---
Ped/Bike (2-3 ) -1- -2- -3- -4- 5- -6- -7- -8-
All-Red Sec/Min ( 2-6 )
Max/Gap Out ( 2-7 )
Max Cnt 0
Gap Cnt 0
Max 2 Extension
Post Mile: RTE 67 P02.091 - 67 SB (52 WB) @ Magnolia
Do not Duplicate
PAGE 3 Printed: CHECKSUM: 3E25 4/12/2023

© 2017 California Department of Transportation, All Rights Reserved Location: RTE 67 SB (52 WB) @ Magnolia TSCP 2.23 Lag Ped Sync Hold Omit Veh Min Veh Max Bike
Green Factor . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Plan 12
Plan 13
Plan 14
Plan 15
Plan 16
Plan 17
Plan 18
Plan 19
Green Factor . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Green Factor . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Green Factor . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Green Factor . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Green Factor . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Green Factor . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Plan 12
Plan 13
Plan 14
Plan 15
Plan 16
Plan 17
Plan 18
Plan 19
[ Offsets ] Green Factors or Press [F] to Select Force-Off

COORDINATION
Cycle Lag Gap Multi A B C -1- -2- -3- -4- -5- -6- -7- -8- Local Plan 11...19 (7-2) TIMING DATA
Plan 11 Green Factor . . . . . . . .

Plan 11 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Local Plan 11...19 (7-2) PHASE FLAGS
Post Mile: RTE 67 P02.091 - 67 SB (52 WB) @ Magnolia
Do not Duplicate
PAGE 5 Printed: CHECKSUM: 191A 4/12/2023
© 2017 California Department of Transportation, All Rights Reserved Location: RTE 67 SB (52 WB) @ Magnolia TSCP 2.23 Lag Ped Sync Hold Omit Veh Min Veh Max Bike
Green Factor . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Plan 22
Plan 23
Plan 24
Plan 25
Plan 26
Plan 27
Plan 28
Plan 29
Green Factor . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Green Factor . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Green Factor . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Green Factor . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Green Factor . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Green Factor . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Green Factor . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Plan 22
Plan 23
Plan 24
Plan 25
Plan 26
Plan 27
Plan 28
Plan 29
[ Offsets ] Green Factors or Press [F] to Select Force-Off

COORDINATION
Cycle Multi A B C -1- -2- -3- -4- -5- -6- -7- -8- Lag Gap Local Plan 21...29 (7-3) TIMING DATA
Plan 21 Green Factor . . . . . . . .

Plan 21 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Local Plan 21...29 (7-3) PHASE FLAGS
Post Mile: RTE 67 P02.091 - 67 SB (52 WB) @ Magnolia
Do not Duplicate
PAGE 6 Printed: CHECKSUM: 191A 4/12/2023
© 2017 California Department of Transportation, All Rights Reserved Location: RTE 67 SB (52 WB) @ Magnolia TSCP 2.23

TOD SCHEDULE
Time Plan OS
Table 2 (8-2-2)
0645 4
0915 255
1600 6
1830 255
Time Plan Time Plan
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
OS
Table 1 (8-2-1)
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
OS
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
Table 3 (8-2-3)
Time Plan Time Plan Time Plan OS OS OS
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
Table 4 (8-2-4) Table 6 (8-2-6)
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
Table 5 (8-2-5)
A A
M n Tue Wed Thu Fri Sat Sun
1 1 1 1 1 2 2
Weekday Table Assignments (8-2-7)

WEEKDAY ASSIGNMENT
Post Mile: RTE 67 P02.091 - 67 SB (52 WB) @ Magnolia
Do not Duplicate
PAGE 8 Printed: CHECKSUM: FA85 4/12/2023

City:

Intersection:

Date:

Day:

Cycle Phase Duration Cycle Phase Duration
1 EL/ER 0:00:30 0:01:10 1 NT/ST 0:00:40 0:01:00
NT/ST 0:00:40 EL/ER 0:00:20
2 EL/ER 0:00:35 0:01:20 2 NT/ST 0:00:40 0:01:15
NT/ST 0:00:45 EL/ER 0:00:35
3 EL/ER 0:00:35 0:01:20 3 NT/ST 0:00:40 0:01:15
NT/ST 0:00:45 EL/ER 0:00:35
4 EL/ER 0:00:25 0:01:10 4 NT/ST 0:00:45 0:01:20
NT/ST 0:00:45 EL/ER 0:00:35
5 EL/ER 0:00:35 0:01:15 5 NT/ST 0:00:45 0:01:20
NT/ST 0:00:40 EL/ER 0:00:35
6 EL/ER 0:00:35 0:01:20 6 NT/ST 0:00:40 0:01:15
NT/ST 0:00:45 EL/ER 0:00:35
7 EL/ER 0:00:35 0:01:10 7 NT/ST 0:00:45 0:01:20
NT/ST 0:00:35 EL/ER 0:00:35
8 EL/ER 0:00:35 0:01:15 8 NT/ST 0:00:45 0:01:15
NT/ST 0:00:40 EL/ER 0:00:30
9 EL/ER 0:00:40 0:01:30 9 NT/ST 0:00:40 0:01:05
NT/ST 0:00:50 EL/ER 0:00:25
10 EL/ER 0:00:45 0:01:45 10 NT/ST 0:00:45 0:01:20
NT/ST 0:01:00 EL/ER 0:00:35
11 EL/ER 0:00:25 0:01:05 11 NT/ST 0:00:40 0:01:20
NT/ST 0:00:40 EL/ER 0:00:40
12 EL/ER 0:00:35 0:01:20 12 NT/ST 0:00:35 0:01:05
NT/ST 0:00:45 EL/ER 0:00:30
13 NT/ST 0:00:40 0:01:10
EL/ER 0:00:30
avg avg
0:01:18 0:01:14
Prepared by AimTD LLC
[email protected]
714.253.7888
Signal Length Timing Study
Tuesday
7:30 am - 7:45 am 4:15 pm - 4:30 pm
Santee
Magnolia and SR-52 EB Ramps
5/2/2023
City:

Intersection:

Date:

Day:

Cycle Phase Duration Cycle Phase Duration
1 NT 0:00:15 0:00:45 1 NT/NL 0:00:20 0:01:05
NT/ST 0:00:15 NT/ST 0:00:35
ST/SL 0:00:15 ST/SL 0:00:10
2 NT 0:00:10 0:00:30 2 NL/SL 0:00:25 0:01:00
NT/NL 0:00:20 ST/SL 0:00:10
3 NT/ST 0:00:15 0:00:30 NT/ST 0:00:25
ST/SL 0:00:15 3 NT/NL 0:00:15 0:00:30
4 NT/ST 0:00:45 0:01:40 NL/SL 0:00:15
NL/NT 0:00:10 4 NT/NL 0:00:15 0:01:05
NL/SL 0:00:35 NT/ST 0:00:30
ST 0:00:10 ST/SL 0:00:20
5 NT/ST 0:00:45 0:01:10 5 NL/SL 0:00:10 0:01:25
NL 0:00:10 NT/SL 0:00:30
NL/SL 0:00:15 NT/ST 0:00:20
6 NT 0:00:10 0:01:15 ST/SL 0:00:25
NT/ST 0:00:35 6 NL/SL 0:00:10 0:01:15
SL 0:00:15 NT/NL 0:00:15
NL/SL 0:00:15 NT/ST 0:00:40
7 NT 0:00:30 0:01:15 ST/SL 0:00:10
ST/SL 0:00:35 7 NL/SL 0:00:15 0:01:25
NL/SL 0:00:10 NT/NL 0:00:10
8 NL/NT 0:00:35 0:01:05 NT/ST 0:00:50
ST/SL 0:00:30 ST/SL 0:00:10
9 NT/ST 0:00:20 0:01:25 8 NL/SL 0:00:15 0:01:10
NT/NL 0:00:30 ST 0:00:05
NL/SL 0:00:25 NT/ST 0:00:40
ST/SL 0:00:10 ST/SL 0:00:10
10 NT/ST 0:00:25 0:01:00 9 NL/SL 0:00:15 0:01:15
NT/NL 0:00:15 NT/ST 0:00:50
NL/SL 0:00:20 ST/SL 0:00:10
11 NT 0:00:15 0:00:50 10 NL/SL 0:00:10 0:01:10
NT/ST 0:00:15 NT/NL 0:00:10
ST/SL 0:00:20 NT/ST 0:00:40
12 NT/ST 0:00:25 0:01:25 ST/SL 0:00:10
NT/NL 0:00:15 11 NL/SL 0:00:20 0:01:25
ST/SL 0:00:45 NT 0:00:05
13 NT/NL 0:00:35 0:00:45 NT/ST 0:00:50
ST/SL 0:00:10 ST/SL 0:00:10
14 NT/ST 0:00:20 0:00:45 12 NL/SL 0:00:15 0:02:10
NL/SL 0:00:25 NT/ST 0:00:50
15 NT/ST 0:00:35 0:00:55 ST/SL 0:00:45
ST/SL 0:00:10 NT/ST 0:00:20
NL/SL 0:00:10
avg avg
0:01:01 0:01:15
Prepared by AimTD LLC
[email protected]
714.253.7888
Signal Length Timing Study
Tuesday
7:30 am - 7:45 am 4:30 pm - 4:45 pm
Santee
Magnolia and SR-52 WB Ramp-SR-67 SB Ramp
5/2/2023
City:

Intersection:

Date:

Day:

Cycle Phase Duration Cycle Phase Duration
1 EL/WL 0:00:15 0:02:00 1 ET/WT 0:00:30 0:01:55
WT/WL 0:00:05 NL/SL 0:00:15
ET/WT 0:00:40 NT/NL 0:00:05
NL/SL 0:00:10 NT/ST 0:00:40
NT/NL 0:00:10 EL/WL 0:00:15
NT/ST 0:00:40 WT/WL 0:00:10
2 EL/WL 0:00:15 0:01:40 2 ET/WT 0:00:35 0:02:05
WT/WL 0:00:05 NL/SL 0:00:15
ET/WT 0:00:30 NT/NL 0:00:05
NL/SL 0:00:10 NT/ST 0:00:45
NT/ST 0:00:40 EL/WL 0:00:15
3 EL/WL 0:00:15 0:01:50 WT/WL 0:00:10
WT/WL 0:00:05 3 ET/WT 0:00:30 0:02:00
ET/WT 0:00:30 NL/SL 0:00:20
NL/SL 0:00:15 NT/ST 0:00:40
NT/ST 0:00:45 EL/WL 0:00:20
4 EL/WL 0:00:15 0:01:50 WT/WL 0:00:10
WT/WL 0:00:05 4 ET/WT 0:00:30 0:02:00
ET/WT 0:00:30 NL/SL 0:00:20
NL/SL 0:00:15 NT/ST 0:00:40
NT/ST 0:00:45 EL/WL 0:00:20
5 EL/WL 0:00:15 0:02:00 WT/WL 0:00:10
WT/WL 0:00:05 5 ET/WT 0:00:30 0:02:00
ET/WT 0:00:30 NL/SL 0:00:15
NL/SL 0:00:25 NT/ST 0:00:45
NT/ST 0:00:45 EL/WL 0:00:25
6 EL/WL 0:00:10 0:01:40 WT/WL 0:00:05
WT/WL 0:00:05 6 ET/WT 0:00:30 0:01:55
ET/WT 0:00:30 NL/SL 0:00:20
NL/SL 0:00:15 NT/ST 0:00:40
NT/ST 0:00:40 EL/WL 0:00:20
7 EL/WL 0:00:15 0:01:45 WT/WL 0:00:05
WT/WL 0:00:05 7 ET/WT 0:00:35 0:02:00
ET/WT 0:00:30 NL/SL 0:00:15
NL/SL 0:00:15 NT/ST 0:00:45
NT/ST 0:00:40 EL/WL 0:00:15
8 EL/WL 0:00:15 0:01:50 WT/WL 0:00:10
WT/WL 0:00:05 8 ET/WT 0:00:35 0:01:40
ET/WT 0:00:30 NL/SL 0:00:20
NL/SL 0:00:15 NT/ST 0:00:25
NT/ST 0:00:45 EL/WL 0:00:20
9 EL/WL 0:00:15 0:01:45
WT/WL 0:00:05
ET/WT 0:00:30
SL/ST 0:00:25
NT/ST 0:00:30
avg avg
0:01:49 0:01:57
Prepared by AimTD LLC
[email protected]
714.253.7888
Signal Length Timing Study
Tuesday
7:30 am - 7:45 am 4:30 pm - 4:45 pm
Santee
Magnolia and Woodside
5/2/2023

Appendix E
Intersection LOS Worksheets – Existing Conditions

HCM 6th Signalized Intersection Summary 1_EX_AM
1: Magnolia Avenue & SR-52 EB Off-ramp 10/02/2024
1_EX_AM Santee Warehouse 7:00 am 05/02/2023 Existing Conditions Synchro 11 Report Dudek Page 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 417 441 0 1286 506 0
Future Volume (veh/h) 417 441 0 1286 506 0
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 0 1900 1900 0
Adj Flow Rate, veh/h 439 464 0 1354 533 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 0 0 0 0 0 0
Cap, veh/h 585 520 0 1623 1623 0
Arrive On Green 0.32 0.32 0.00 0.45 0.15 0.00
Sat Flow, veh/h 1810 1610 0 3800 3800 0
Grp Volume(v), veh/h 439 464 0 1354 533 0
Grp Sat Flow(s),veh/h/ln 1810 1610 0 1805 1805 0
Q Serve(g_s), s 11.9 15.1 0.0 18.2 7.3 0.0
Cycle Q Clear(g_c), s 11.9 15.1 0.0 18.2 7.3 0.0
Prop In Lane 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 585 520 0 1623 1623 0
V/C Ratio(X) 0.75 0.89 0.00 0.83 0.33 0.00
Avail Cap(c_a), veh/h 622 553 0 1623 1623 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 0.33 1.00
Upstream Filter(I) 1.00 1.00 0.00 1.00 0.88 0.00
Uniform Delay (d), s/veh 16.6 17.7 0.0 13.3 16.0 0.0
Incr Delay (d2), s/veh 4.8 16.0 0.0 5.2 0.5 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.7 6.7 0.0 6.4 2.7 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.4 33.7 0.0 18.6 16.5 0.0
LnGrp LOS C C A B B A
Approach Vol, veh/h 903 1354 533
Approach Delay, s/veh 27.7 18.6 16.5
Approach LOS C B B
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 31.1 23.9 31.1
Change Period (Y+Rc), s 6.4 6.1 6.4
Max Green Setting (Gmax), s 23.6 18.9 23.6
Max Q Clear Time (g_c+I1), s 20.2 17.1 9.3
Green Ext Time (p_c), s 2.5 0.7 2.7
Intersection Summary
HCM 6th Ctrl Delay 21.1
HCM 6th LOS C
---- "i .,, tt tt
HCM 6th Signalized Intersection Summary 1_EX_AM
2: Magnolia Avenue & SR-52 WB On-Ramp/SR-67 SB On-Ramp 10/02/2024 1_EX_AM Santee Warehouse 7:00 am 05/02/2023 Existing Conditions Synchro 11 Report Dudek Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 0 0 0 292 1267 139 521 510 255 Future Volume (veh/h) 0 0 0 0 0 0 292 1267 139 521 510 255 Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900
Adj Flow Rate, veh/h 301 1306 143 537 526 263
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, % 0 0 0 0 0 0
Cap, veh/h 1593 1885 570 1463 754 376
Arrive On Green 0.91 0.73 0.73 0.42 0.33 0.33
Sat Flow, veh/h 3510 5187 1570 3510 2311 1151
Grp Volume(v), veh/h 301 1306 143 537 410 379
Grp Sat Flow(s),veh/h/ln 1755 1729 1570 1755 1805 1657
Q Serve(g_s), s 0.5 7.6 1.7 5.8 10.9 11.0
Cycle Q Clear(g_c), s 0.5 7.6 1.7 5.8 10.9 11.0
Prop In Lane 1.00 1.00 1.00 0.69
Lane Grp Cap(c), veh/h 1593 1885 570 1463 589 541
V/C Ratio(X) 0.19 0.69 0.25 0.37 0.70 0.70
Avail Cap(c_a), veh/h 1593 3169 959 1463 1103 1012
HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00
Upstream Filter(I) 0.49 0.49 0.49 1.00 1.00 1.00
Uniform Delay (d), s/veh 1.4 5.8 5.0 11.0 16.2 16.2
Incr Delay (d2), s/veh 0.0 1.0 0.5 0.1 6.7 7.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.1 1.5 0.5 1.7 4.7 4.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 1.4 6.9 5.5 11.1 22.9 23.6
LnGrp LOS A A A B C C
Approach Vol, veh/h 1750 1326
Approach Delay, s/veh 5.8 18.3
Approach LOS A B
Timer - Assigned Phs 1 2 5 6
Phs Duration (G+Y+Rc), s28.6 26.4 30.7 24.3
Change Period (Y+Rc), s 5.7 * 6.4 5.7 * 6.4
Max Green Setting (Gmax), s9.3 * 34 9.3 * 34
Max Q Clear Time (g_c+I1), s7.8 9.6 2.5 13.0
Green Ext Time (p_c), s 0.2 10.1 0.3 4.6
Intersection Summary
HCM 6th Ctrl Delay 11.2
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. ___________ 'f"i +++ ., 'f"i tf+
HCM 6th Signalized Intersection Summary 1_EX_AM
3: Magnolia Avenue & Mission Gorge Road/Woodside Avenue 10/02/2024 1_EX_AM Santee Warehouse 7:00 am 05/02/2023 Existing Conditions Synchro 11 Report Dudek Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 91 221 157 353 574 202 212 615 403 226 789 158 Future Volume (veh/h) 91 221 157 353 574 202 212 615 403 226 789 158 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 93 226 160 360 586 206 216 628 411 231 805 161 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 0 0 0 0 0 0 0 0 0 0 0 0
Cap, veh/h 164 703 438 450 720 253 287 1477 854 302 1492 655 Arrive On Green 0.05 0.19 0.19 0.13 0.28 0.28 0.08 0.41 0.41 0.09 0.41 0.41 Sat Flow, veh/h 3510 3610 1573 3510 2606 914 3510 3610 1583 3510 3610 1583 Grp Volume(v), veh/h 93 226 160 360 405 387 216 628 411 231 805 161 Grp Sat Flow(s),veh/h/ln1755 1805 1573 1755 1805 1715 1755 1805 1583 1755 1805 1583 Q Serve(g_s), s 2.6 5.3 8.1 9.9 20.8 20.8 6.0 12.3 16.1 6.4 16.7 6.6 Cycle Q Clear(g_c), s 2.6 5.3 8.1 9.9 20.8 20.8 6.0 12.3 16.1 6.4 16.7 6.6 Prop In Lane 1.00 1.00 1.00 0.53 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 164 703 438 450 499 474 287 1477 854 302 1492 655 V/C Ratio(X) 0.57 0.32 0.37 0.80 0.81 0.82 0.75 0.43 0.48 0.77 0.54 0.25 Avail Cap(c_a), veh/h 372 1113 617 727 739 702 372 1477 854 372 1492 655 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.2 34.2 28.8 41.9 33.4 33.5 44.5 20.9 14.3 44.3 21.9 19.0 Incr Delay (d2), s/veh 3.1 0.3 0.5 3.3 4.4 4.7 6.1 0.9 1.9 7.3 1.4 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.2 2.3 3.0 4.3 9.3 8.9 2.7 5.0 5.7 3.0 6.8 2.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 49.3 34.5 29.3 45.2 37.8 38.2 50.6 21.8 16.2 51.6 23.3 19.9 LnGrp LOS D C C D D D D C B D C B
Approach Vol, veh/h 479 1152 1255 1197
Approach Delay, s/veh 35.6 40.2 24.9 28.3
Approach LOS D D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s13.0 45.0 17.2 23.8 12.6 45.4 9.1 31.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s10.5 40.5 20.5 30.5 10.5 40.5 10.5 40.5 Max Q Clear Time (g_c+I1), s8.4 18.1 11.9 10.1 8.0 18.7 4.6 22.8 Green Ext Time (p_c), s 0.2 5.5 0.8 1.8 0.2 5.8 0.1 4.5 Intersection Summary
HCM 6th Ctrl Delay 31.5
HCM 6th LOS C
HCM 6th AWSC 1_EX_AM
4: Woodside Avenue & SR-67 SB Off-Ramp & N. Woodside Avenue 10/02/2024 1_EX_AM Santee Warehouse 7:00 am 05/02/2023 Existing Conditions Synchro 11 Report Dudek Page 4
Intersection
Intersection Delay, s/veh22.7
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 292 0 0 11 585 25 286 8 0 0 16 161
Future Vol, veh/h 292 0 0 11 585 25 286 8 0 0 16 161
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0
Mvmt Flow 307 0 0 12 616 26 301 8 0 0 17 169
Number of Lanes 0 1 1 0 2 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 2 2
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 2 2
HCM Control Delay 27.4 22.6 23.1 14.8

HCM LOS D C C B

Lane NBLn1 EBLn1 EBLn2WBLn1WBLn2 SBLn1
Vol Left, % 97% 100% 0% 4% 0% 0%
Vol Thru, % 3% 0% 100% 96% 92% 9%
Vol Right, % 0% 0% 0% 0% 8% 91%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 294 292 0 304 318 177
LT Vol 286 292 0 11 0 0
Through Vol 8 0 0 293 293 16
RT Vol 0 0 0 0 25 161
Lane Flow Rate 309 307 0 319 334 186
Geometry Grp 2 5 5 5 5 2
Degree of Util (X) 0.641 0.692 0 0.646 0.66 0.38
Departure Headway (Hd) 7.555 8.207 7.69 7.283 7.108 7.335 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 480 443 0 498 505 494
Service Time 5.555 5.907 5.39 4.983 4.907 5.342
HCM Lane V/C Ratio 0.644 0.693 0 0.641 0.661 0.377
HCM Control Delay 23.1 27.4 10.4 22.3 22.8 14.8
HCM Lane LOS C D N C C B
HCM 95th-tile Q 4.4 5.2 0 4.5 4.8 1.8
HCM 6th TWSC 1_EX_AM
5: N. Woodside Avenue & Hartley Road 10/02/2024
1_EX_AM Santee Warehouse 7:00 am 05/02/2023 Existing Conditions Synchro 11 Report Dudek Page 5
Intersection
Int Delay, s/veh 4.4
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 191 145 91 19 5 75
Future Vol, veh/h 191 145 91 19 5 75
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 115 - - 115 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 81 81 81 81 81 81
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 236 179 112 23 6 93
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 135 0 - 0 763 112
Stage 1 - - - - 112 -
Stage 2 - - - - 651 -
Critical Hdwy 4.1 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 1462 - - - 375 947
Stage 1 - - - - 918 -
Stage 2 - - - - 523 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1462 - - - 315 947
Mov Cap-2 Maneuver - - - - 315 -
Stage 1 - - - - 770 -
Stage 2 - - - - 523 -
Approach EB WB SB
HCM Control Delay, s 4.5 0 9.8

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1462 - - - 841
HCM Lane V/C Ratio 0.161 - - - 0.117
HCM Control Delay (s) 7.9 - - - 9.8
HCM Lane LOS A - - - A
HCM 95th %tile Q(veh) 0.6 - - - 0.4
"'i t t '(I V
HCM 6th TWSC 1_EX_AM
6: N. Woodside Avenue & Wheatlands Avenue 10/02/2024
1_EX_AM Santee Warehouse 7:00 am 05/02/2023 Existing Conditions Synchro 11 Report Dudek Page 6
Intersection
Int Delay, s/veh 2.6
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 60 71 89 49 9 25
Future Vol, veh/h 60 71 89 49 9 25
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 175 - - 100 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 79 79 79 79 79 79
Heavy Vehicles, % 0 0 0 2 0 0
Mvmt Flow 76 90 113 62 11 32
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 175 0 - 0 355 113
Stage 1 - - - - 113 -
Stage 2 - - - - 242 -
Critical Hdwy 4.1 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 1414 - - - 647 945
Stage 1 - - - - 917 -
Stage 2 - - - - 803 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1414 - - - 612 945
Mov Cap-2 Maneuver - - - - 612 -
Stage 1 - - - - 867 -
Stage 2 - - - - 803 -
Approach EB WB SB
HCM Control Delay, s 3.5 0 9.6

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1414 - - - 826
HCM Lane V/C Ratio 0.054 - - - 0.052
HCM Control Delay (s) 7.7 - - - 9.6
HCM Lane LOS A - - - A
HCM 95th %tile Q(veh) 0.2 - - - 0.2
"'i t t '(I V
HCM 6th TWSC 1_EX_AM
7: N. Woodside Avenue & Project Access Road 10/02/2024
1_EX_AM Santee Warehouse 7:00 am 05/02/2023 Existing Conditions Synchro 11 Report Dudek Page 7
Intersection
Int Delay, s/veh 0
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 78 147 0 0 0
Future Vol, veh/h 0 78 147 0 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 78 78 78 78 78 78
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 0 100 188 0 0 0
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 188 0 - 0 288 188
Stage 1 - - - - 188 -
Stage 2 - - - - 100 -
Critical Hdwy 4.1 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 1398 - - - 707 859
Stage 1 - - - - 849 -
Stage 2 - - - - 929 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1398 - - - 707 859
Mov Cap-2 Maneuver - - - - 707 -
Stage 1 - - - - 849 -
Stage 2 - - - - 929 -
Approach EB WB SB
HCM Control Delay, s 0 0 0

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1398 - - - -
HCM Lane V/C Ratio - - - - -
HCM Control Delay (s) 0 - - - 0
HCM Lane LOS A - - - A
HCM 95th %tile Q(veh) 0 - - - -
HCM 6th Signalized Intersection Summary 1_EX_PM
1: Magnolia Avenue & SR-52 EB Off-ramp 10/02/2024
1_EX_PM Santee Warehouse 4:00 pm 05/02/2023 Existing Conditions Synchro 11 Report Dudek Page 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 458 505 0 1377 557 0
Future Volume (veh/h) 458 505 0 1377 557 0
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 0 1900 1900 0
Adj Flow Rate, veh/h 472 521 0 1420 574 0
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, % 0 0 0 0 0 0
Cap, veh/h 622 553 0 1549 1549 0
Arrive On Green 0.34 0.34 0.00 0.43 0.86 0.00
Sat Flow, veh/h 1810 1610 0 3800 3800 0
Grp Volume(v), veh/h 472 521 0 1420 574 0
Grp Sat Flow(s),veh/h/ln 1810 1610 0 1805 1805 0
Q Serve(g_s), s 12.7 17.3 0.0 20.4 1.8 0.0
Cycle Q Clear(g_c), s 12.7 17.3 0.0 20.4 1.8 0.0
Prop In Lane 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 622 553 0 1549 1549 0
V/C Ratio(X) 0.76 0.94 0.00 0.92 0.37 0.00
Avail Cap(c_a), veh/h 622 553 0 1549 1549 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 1.00
Upstream Filter(I) 1.00 1.00 0.00 1.00 0.78 0.00
Uniform Delay (d), s/veh 16.0 17.5 0.0 14.8 2.4 0.0
Incr Delay (d2), s/veh 5.4 24.6 0.0 10.1 0.5 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 5.1 8.7 0.0 8.2 0.5 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.4 42.1 0.0 24.9 2.9 0.0
LnGrp LOS C D A C A A
Approach Vol, veh/h 993 1420 574
Approach Delay, s/veh 32.3 24.9 2.9
Approach LOS C C A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 30.0 25.0 30.0
Change Period (Y+Rc), s 6.4 6.1 6.4
Max Green Setting (Gmax), s 23.6 18.9 23.6
Max Q Clear Time (g_c+I1), s 22.4 19.3 3.8
Green Ext Time (p_c), s 1.0 0.0 3.4
Intersection Summary
HCM 6th Ctrl Delay 23.1
HCM 6th LOS C
---- "i .,, tt tt
HCM 6th Signalized Intersection Summary 1_EX_PM
2: Magnolia Avenue & SR-52 WB On-Ramp/SR-67 SB On-Ramp 10/02/2024 1_EX_PM Santee Warehouse 4:00 pm 05/02/2023 Existing Conditions Synchro 11 Report Dudek Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 0 0 0 232 1445 146 592 558 317 Future Volume (veh/h) 0 0 0 0 0 0 232 1445 146 592 558 317 Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900
Adj Flow Rate, veh/h 237 1474 149 604 569 323
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98
Percent Heavy Veh, % 0 0 0 0 0 0
Cap, veh/h 1464 2041 617 1357 797 452
Arrive On Green 0.83 0.79 0.79 0.39 0.36 0.36
Sat Flow, veh/h 3510 5187 1568 3510 2196 1245
Grp Volume(v), veh/h 237 1474 149 604 468 424
Grp Sat Flow(s),veh/h/ln 1755 1729 1568 1755 1805 1636
Q Serve(g_s), s 0.7 7.7 1.4 7.0 12.3 12.3
Cycle Q Clear(g_c), s 0.7 7.7 1.4 7.0 12.3 12.3
Prop In Lane 1.00 1.00 1.00 0.76
Lane Grp Cap(c), veh/h 1464 2041 617 1357 655 594
V/C Ratio(X) 0.16 0.72 0.24 0.45 0.71 0.71
Avail Cap(c_a), veh/h 1464 3169 958 1357 1103 999
HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00
Upstream Filter(I) 0.40 0.40 0.40 1.00 1.00 1.00
Uniform Delay (d), s/veh 2.7 4.4 3.7 12.5 15.1 15.1
Incr Delay (d2), s/veh 0.0 0.9 0.4 0.1 6.5 7.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.2 1.3 0.4 2.1 5.1 4.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 2.7 5.3 4.1 12.6 21.6 22.3
LnGrp LOS A A A B C C
Approach Vol, veh/h 1860 1496
Approach Delay, s/veh 4.9 18.2
Approach LOS A B
Timer - Assigned Phs 1 2 5 6
Phs Duration (G+Y+Rc), s27.0 28.0 28.6 26.4
Change Period (Y+Rc), s 5.7 * 6.4 5.7 * 6.4
Max Green Setting (Gmax), s9.3 * 34 9.3 * 34
Max Q Clear Time (g_c+I1), s9.0 9.7 2.7 14.3
Green Ext Time (p_c), s 0.1 11.6 0.2 5.3
Intersection Summary
HCM 6th Ctrl Delay 10.8
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. ___________ 'f"i +++ ., 'f"i tf+
HCM 6th Signalized Intersection Summary 1_EX_PM
3: Magnolia Avenue & Mission Gorge Road/Woodside Avenue 10/02/2024 1_EX_PM Santee Warehouse 4:00 pm 05/02/2023 Existing Conditions Synchro 11 Report Dudek Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 218 655 325 482 550 143 199 801 415 150 624 139 Future Volume (veh/h) 218 655 325 482 550 143 199 801 415 150 624 139 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 229 689 342 507 579 151 209 843 437 158 657 146 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, % 0 0 0 0 0 0 0 0 0 0 0 0
Cap, veh/h 290 856 498 575 898 234 271 1356 858 220 1304 572 Arrive On Green 0.08 0.24 0.24 0.16 0.32 0.32 0.08 0.38 0.38 0.06 0.36 0.36 Sat Flow, veh/h 3510 3610 1575 3510 2823 734 3510 3610 1582 3510 3610 1583 Grp Volume(v), veh/h 229 689 342 507 370 360 209 843 437 158 657 146 Grp Sat Flow(s),veh/h/ln1755 1805 1575 1755 1805 1752 1755 1805 1582 1755 1805 1583 Q Serve(g_s), s 7.2 20.2 21.3 15.8 19.7 19.8 6.5 21.3 19.7 5.0 15.9 7.3 Cycle Q Clear(g_c), s 7.2 20.2 21.3 15.8 19.7 19.8 6.5 21.3 19.7 5.0 15.9 7.3 Prop In Lane 1.00 1.00 1.00 0.42 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 290 856 498 575 574 557 271 1356 858 220 1304 572 V/C Ratio(X) 0.79 0.81 0.69 0.88 0.64 0.65 0.77 0.62 0.51 0.72 0.50 0.26 Avail Cap(c_a), veh/h 329 982 553 642 652 633 329 1356 858 329 1304 572 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 50.5 40.3 33.7 45.8 32.8 32.8 50.7 28.5 16.4 51.6 28.0 25.2 Incr Delay (d2), s/veh 10.9 4.4 3.1 12.6 1.8 1.9 8.8 2.2 2.2 4.3 1.4 1.1 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/ln3.5 9.2 8.3 7.7 8.6 8.4 3.1 9.1 7.2 2.3 6.8 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 61.4 44.7 36.8 58.4 34.6 34.7 59.6 30.6 18.6 55.9 29.3 26.3 LnGrp LOS E D D E C C E C B E C C
Approach Vol, veh/h 1260 1237 1489 961
Approach Delay, s/veh 45.6 44.4 31.2 33.2
Approach LOS D D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s11.5 46.6 22.9 31.1 13.2 45.0 13.8 40.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s10.5 40.5 20.5 30.5 10.5 40.5 10.5 40.5 Max Q Clear Time (g_c+I1), s7.0 23.3 17.8 23.3 8.5 17.9 9.2 21.8 Green Ext Time (p_c), s 0.1 6.6 0.5 3.2 0.1 4.6 0.1 4.1 Intersection Summary
HCM 6th Ctrl Delay 38.5
HCM 6th LOS D
HCM 6th AWSC 1_EX_PM
4: Woodside Avenue & SR-67 SB Off-Ramp & N. Woodside Avenue 10/02/2024 1_EX_PM Santee Warehouse 4:00 pm 05/02/2023 Existing Conditions Synchro 11 Report Dudek Page 4
Intersection
Intersection Delay, s/veh23.3
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 139 0 0 4 370 14 285 7 0 0 30 440
Future Vol, veh/h 139 0 0 4 370 14 285 7 0 0 30 440
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0
Mvmt Flow 148 0 0 4 394 15 303 7 0 0 32 468
Number of Lanes 0 1 1 0 2 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 2 2
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 2 2
HCM Control Delay 16.2 15.9 21.4 32.8

HCM LOS C C C D

Lane NBLn1 EBLn1 EBLn2WBLn1WBLn2 SBLn1
Vol Left, % 98% 100% 0% 2% 0% 0%
Vol Thru, % 2% 0% 100% 98% 93% 6%
Vol Right, % 0% 0% 0% 0% 7% 94%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 292 139 0 189 199 470
LT Vol 285 139 0 4 0 0
Through Vol 7 0 0 185 185 30
RT Vol 0 0 0 0 14 440
Lane Flow Rate 311 148 0 201 212 500
Geometry Grp 2 5 5 5 5 2
Degree of Util (X) 0.623 0.358 0 0.42 0.439 0.836
Departure Headway (Hd) 7.223 8.718 8.199 7.633 7.571 6.022 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 503 414 0 475 478 595
Service Time 5.223 6.434 5.914 5.333 5.271 4.12
HCM Lane V/C Ratio 0.618 0.357 0 0.423 0.444 0.84
HCM Control Delay 21.4 16.2 10.9 15.7 16.1 32.8
HCM Lane LOS C C N C C D
HCM 95th-tile Q 4.2 1.6 0 2 2.2 8.8
HCM 6th TWSC 1_EX_PM
5: N. Woodside Avenue & Hartley Road 10/02/2024
1_EX_PM Santee Warehouse 4:00 pm 05/02/2023 Existing Conditions Synchro 11 Report Dudek Page 5
Intersection
Int Delay, s/veh 3.4
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 18 115 369 3 17 136
Future Vol, veh/h 18 115 369 3 17 136
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 115 - - 115 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 84 84 84 84 84 84
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 21 137 439 4 20 162
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 443 0 - 0 618 439
Stage 1 - - - - 439 -
Stage 2 - - - - 179 -
Critical Hdwy 4.1 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 1128 - - - 456 622
Stage 1 - - - - 654 -
Stage 2 - - - - 857 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1128 - - - 447 622
Mov Cap-2 Maneuver - - - - 447 -
Stage 1 - - - - 642 -
Stage 2 - - - - 857 -
Approach EB WB SB
HCM Control Delay, s 1.1 0 13.7

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1128 - - - 596
HCM Lane V/C Ratio 0.019 - - - 0.306
HCM Control Delay (s) 8.3 - - - 13.7
HCM Lane LOS A - - - B
HCM 95th %tile Q(veh) 0.1 - - - 1.3
"'i t t '(I V
HCM 6th TWSC 1_EX_PM
6: N. Woodside Avenue & Wheatlands Avenue 10/02/2024
1_EX_PM Santee Warehouse 4:00 pm 05/02/2023 Existing Conditions Synchro 11 Report Dudek Page 6
Intersection
Int Delay, s/veh 2.7
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 26 114 303 20 46 59
Future Vol, veh/h 26 114 303 20 46 59
Conflicting Peds, #/hr 2 0 0 2 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 175 - - 100 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 87 87 87 87 87 87
Heavy Vehicles, % 0 0 0 2 0 0
Mvmt Flow 30 131 348 23 53 68
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 373 0 - 0 541 350
Stage 1 - - - - 350 -
Stage 2 - - - - 191 -
Critical Hdwy 4.1 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 1197 - - - 506 698
Stage 1 - - - - 718 -
Stage 2 - - - - 846 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1195 - - - 491 697
Mov Cap-2 Maneuver - - - - 491 -
Stage 1 - - - - 699 -
Stage 2 - - - - 844 -
Approach EB WB SB
HCM Control Delay, s 1.5 0 12.7

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1195 - - - 589
HCM Lane V/C Ratio 0.025 - - - 0.205
HCM Control Delay (s) 8.1 - - - 12.7
HCM Lane LOS A - - - B
HCM 95th %tile Q(veh) 0.1 - - - 0.8
"'i t t '(I V
HCM 6th TWSC 1_EX_PM
7: N. Woodside Avenue & Project Access Road 10/02/2024
1_EX_PM Santee Warehouse 4:00 pm 05/02/2023 Existing Conditions Synchro 11 Report Dudek Page 7
Intersection
Int Delay, s/veh 0
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 161 327 1 0 0
Future Vol, veh/h 0 161 327 1 0 0
Conflicting Peds, #/hr 1 0 0 1 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 78 78 78 78 78 78
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 0 206 419 1 0 0
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 421 0 - 0 627 421
Stage 1 - - - - 421 -
Stage 2 - - - - 206 -
Critical Hdwy 4.1 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 1149 - - - 451 637
Stage 1 - - - - 667 -
Stage 2 - - - - 833 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1148 - - - 450 636
Mov Cap-2 Maneuver - - - - 450 -
Stage 1 - - - - 666 -
Stage 2 - - - - 832 -
Approach EB WB SB
HCM Control Delay, s 0 0 0

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1148 - - - -
HCM Lane V/C Ratio - - - - -
HCM Control Delay (s) 0 - - - 0
HCM Lane LOS A - - - A
HCM 95th %tile Q(veh) 0 - - - -
HCM 6th Signalized Intersection Summary 2_EX+P_AM
1: Magnolia Avenue & SR-52 EB Off-ramp 10/02/2024
2_EX+P_AM Santee Warehouse 7:00 am 05/02/2023 Existing plus Project Conditions Synchro 11 Report Dudek Page 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 487 441 0 1289 507 0
Future Volume (veh/h) 487 441 0 1289 507 0
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 0 1900 1900 0
Adj Flow Rate, veh/h 513 464 0 1357 534 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 0 0 0 0 0 0
Cap, veh/h 586 522 0 1620 1620 0
Arrive On Green 0.32 0.32 0.00 0.45 0.15 0.00
Sat Flow, veh/h 1810 1610 0 3800 3800 0
Grp Volume(v), veh/h 513 464 0 1357 534 0
Grp Sat Flow(s),veh/h/ln 1810 1610 0 1805 1805 0
Q Serve(g_s), s 14.7 15.1 0.0 18.3 7.3 0.0
Cycle Q Clear(g_c), s 14.7 15.1 0.0 18.3 7.3 0.0
Prop In Lane 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 586 522 0 1620 1620 0
V/C Ratio(X) 0.87 0.89 0.00 0.84 0.33 0.00
Avail Cap(c_a), veh/h 622 553 0 1620 1620 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 0.33 1.00
Upstream Filter(I) 1.00 1.00 0.00 1.00 0.87 0.00
Uniform Delay (d), s/veh 17.5 17.7 0.0 13.4 16.0 0.0
Incr Delay (d2), s/veh 12.7 15.7 0.0 5.3 0.5 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 6.9 6.7 0.0 6.5 2.7 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.2 33.4 0.0 18.7 16.5 0.0
LnGrp LOS C C A B B A
Approach Vol, veh/h 977 1357 534
Approach Delay, s/veh 31.7 18.7 16.5
Approach LOS C B B
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 31.1 23.9 31.1
Change Period (Y+Rc), s 6.4 6.1 6.4
Max Green Setting (Gmax), s 23.6 18.9 23.6
Max Q Clear Time (g_c+I1), s 20.3 17.1 9.3
Green Ext Time (p_c), s 2.4 0.8 2.7
Intersection Summary
HCM 6th Ctrl Delay 22.7
HCM 6th LOS C
---- "i .,, tt tt
HCM 6th Signalized Intersection Summary 2_EX+P_AM
2: Magnolia Avenue & SR-52 WB On-Ramp/SR-67 SB On-Ramp 10/02/2024 2_EX+P_AM Santee Warehouse 7:00 am 05/02/2023 Existing plus Project Conditions Synchro 11 Report Dudek Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 0 0 0 292 1340 139 521 511 270 Future Volume (veh/h) 0 0 0 0 0 0 292 1340 139 521 511 270 Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900
Adj Flow Rate, veh/h 301 1381 143 537 527 278
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, % 0 0 0 0 0 0
Cap, veh/h 1572 1954 591 1416 752 395
Arrive On Green 0.90 0.75 0.75 0.40 0.33 0.33
Sat Flow, veh/h 3510 5187 1570 3510 2264 1190
Grp Volume(v), veh/h 301 1381 143 537 420 385
Grp Sat Flow(s),veh/h/ln 1755 1729 1570 1755 1805 1649
Q Serve(g_s), s 0.6 7.7 1.5 5.9 11.1 11.2
Cycle Q Clear(g_c), s 0.6 7.7 1.5 5.9 11.1 11.2
Prop In Lane 1.00 1.00 1.00 0.72
Lane Grp Cap(c), veh/h 1572 1954 591 1416 599 548
V/C Ratio(X) 0.19 0.71 0.24 0.38 0.70 0.70
Avail Cap(c_a), veh/h 1572 3169 959 1416 1103 1007
HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00
Upstream Filter(I) 0.41 0.41 0.41 1.00 1.00 1.00
Uniform Delay (d), s/veh 1.6 5.2 4.4 11.6 16.0 16.0
Incr Delay (d2), s/veh 0.0 0.9 0.4 0.1 6.7 7.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.1 1.4 0.4 1.8 4.8 4.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 1.6 6.1 4.8 11.6 22.7 23.4
LnGrp LOS A A A B C C
Approach Vol, veh/h 1825 1342
Approach Delay, s/veh 5.2 18.5
Approach LOS A B
Timer - Assigned Phs 1 2 5 6
Phs Duration (G+Y+Rc), s27.9 27.1 30.3 24.7
Change Period (Y+Rc), s 5.7 * 6.4 5.7 * 6.4
Max Green Setting (Gmax), s9.3 * 34 9.3 * 34
Max Q Clear Time (g_c+I1), s7.9 9.7 2.6 13.2
Green Ext Time (p_c), s 0.2 10.7 0.3 4.7
Intersection Summary
HCM 6th Ctrl Delay 10.8
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. ___________ 'f"i +++ ., 'f"i tf+
HCM 6th Signalized Intersection Summary 2_EX+P_AM
3: Magnolia Avenue & Mission Gorge Road/Woodside Avenue 10/02/2024 2_EX+P_AM Santee Warehouse 7:00 am 05/02/2023 Existing plus Project Conditions Synchro 11 Report Dudek Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 91 236 157 368 578 206 212 615 476 241 789 158 Future Volume (veh/h) 91 236 157 368 578 206 212 615 476 241 789 158 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 93 241 160 376 590 210 216 628 486 246 805 161 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 0 0 0 0 0 0 0 0 0 0 0 0
Cap, veh/h 162 693 433 465 722 256 287 1464 855 315 1494 655 Arrive On Green 0.05 0.19 0.19 0.13 0.28 0.28 0.08 0.41 0.41 0.09 0.41 0.41 Sat Flow, veh/h 3510 3610 1573 3510 2596 922 3510 3610 1583 3510 3610 1583 Grp Volume(v), veh/h 93 241 160 376 410 390 216 628 486 246 805 161 Grp Sat Flow(s),veh/h/ln1755 1805 1573 1755 1805 1713 1755 1805 1583 1755 1805 1583 Q Serve(g_s), s 2.6 5.8 8.2 10.4 21.2 21.3 6.0 12.5 20.4 6.8 16.8 6.6 Cycle Q Clear(g_c), s 2.6 5.8 8.2 10.4 21.2 21.3 6.0 12.5 20.4 6.8 16.8 6.6 Prop In Lane 1.00 1.00 1.00 0.54 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 162 693 433 465 502 476 287 1464 855 315 1494 655 V/C Ratio(X) 0.57 0.35 0.37 0.81 0.82 0.82 0.75 0.43 0.57 0.78 0.54 0.25 Avail Cap(c_a), veh/h 369 1102 612 721 732 695 369 1464 855 369 1494 655 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.7 34.9 29.3 42.1 33.7 33.7 44.9 21.4 15.4 44.5 22.1 19.1 Incr Delay (d2), s/veh 3.2 0.3 0.5 3.9 4.7 5.0 6.4 0.9 2.7 8.9 1.4 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.2 2.5 3.1 4.6 9.5 9.1 2.8 5.1 7.3 3.3 6.9 2.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 49.8 35.2 29.9 46.0 38.3 38.7 51.2 22.3 18.1 53.3 23.5 20.0 LnGrp LOS D D C D D D D C B D C C
Approach Vol, veh/h 494 1176 1330 1212
Approach Delay, s/veh 36.2 40.9 25.5 29.1
Approach LOS D D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s13.5 45.0 17.7 23.7 12.7 45.8 9.1 32.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s10.5 40.5 20.5 30.5 10.5 40.5 10.5 40.5 Max Q Clear Time (g_c+I1), s8.8 22.4 12.4 10.2 8.0 18.8 4.6 23.3 Green Ext Time (p_c), s 0.1 5.5 0.8 1.9 0.2 5.7 0.1 4.5 Intersection Summary
HCM 6th Ctrl Delay 32.1
HCM 6th LOS C
HCM 6th AWSC 2_EX+P_AM
4: Woodside Avenue & SR-67 SB Off-Ramp & N. Woodside Avenue 10/02/2024 2_EX+P_AM Santee Warehouse 7:00 am 05/02/2023 Existing plus Project Conditions Synchro 11 Report Dudek Page 4
Intersection
Intersection Delay, s/veh39.3
Intersection LOS E
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 395 0 0 11 585 25 286 8 0 0 16 183
Future Vol, veh/h 395 0 0 11 585 25 286 8 0 0 16 183
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0
Mvmt Flow 416 0 0 12 616 26 301 8 0 0 17 193
Number of Lanes 0 1 1 0 2 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 2 2
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 2 2
HCM Control Delay 72.3 29.3 30.3 18.6

HCM LOS F D D C

Lane NBLn1 EBLn1 EBLn2WBLn1WBLn2 SBLn1
Vol Left, % 97% 100% 0% 4% 0% 0%
Vol Thru, % 3% 0% 100% 96% 92% 8%
Vol Right, % 0% 0% 0% 0% 8% 92%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 294 395 0 304 318 199
LT Vol 286 395 0 11 0 0
Through Vol 8 0 0 293 293 16
RT Vol 0 0 0 0 25 183
Lane Flow Rate 309 416 0 319 334 209
Geometry Grp 2 5 5 5 5 2
Degree of Util (X) 0.72 0.994 0 0.712 0.738 0.477
Departure Headway (Hd) 8.372 8.604 8.086 8.025 7.949 8.2 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 430 420 0 447 455 438
Service Time 6.447 6.373 5.854 5.807 5.731 6.292
HCM Lane V/C Ratio 0.719 0.99 0 0.714 0.734 0.477
HCM Control Delay 30.3 72.3 10.9 28.4 30.2 18.6
HCM Lane LOS D F N D D C
HCM 95th-tile Q 5.6 12.3 0 5.5 6 2.5
HCM 6th TWSC 2_EX+P_AM
5: N. Woodside Avenue & Hartley Road 10/02/2024
2_EX+P_AM Santee Warehouse 7:00 am 05/02/2023 Existing plus Project Conditions Synchro 11 Report Dudek Page 5
Intersection
Int Delay, s/veh 3.6
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 191 248 113 19 5 75
Future Vol, veh/h 191 248 113 19 5 75
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 115 - - 115 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 81 81 81 81 81 81
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 236 306 140 23 6 93
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 163 0 - 0 918 140
Stage 1 - - - - 140 -
Stage 2 - - - - 778 -
Critical Hdwy 4.1 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 1428 - - - 304 913
Stage 1 - - - - 892 -
Stage 2 - - - - 456 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1428 - - - 254 913
Mov Cap-2 Maneuver - - - - 254 -
Stage 1 - - - - 745 -
Stage 2 - - - - 456 -
Approach EB WB SB
HCM Control Delay, s 3.5 0 10.2

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1428 - - - 786
HCM Lane V/C Ratio 0.165 - - - 0.126
HCM Control Delay (s) 8 - - - 10.2
HCM Lane LOS A - - - B
HCM 95th %tile Q(veh) 0.6 - - - 0.4
"'i t t '(I V
HCM 6th TWSC 2_EX+P_AM
6: N. Woodside Avenue & Wheatlands Avenue 10/02/2024
2_EX+P_AM Santee Warehouse 7:00 am 05/02/2023 Existing plus Project Conditions Synchro 11 Report Dudek Page 6
Intersection
Int Delay, s/veh 1.9
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 60 174 111 49 9 25
Future Vol, veh/h 60 174 111 49 9 25
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 175 - - 100 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 79 79 79 79 79 79
Heavy Vehicles, % 0 0 0 2 0 0
Mvmt Flow 76 220 141 62 11 32
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 203 0 - 0 513 141
Stage 1 - - - - 141 -
Stage 2 - - - - 372 -
Critical Hdwy 4.1 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 1381 - - - 525 912
Stage 1 - - - - 891 -
Stage 2 - - - - 702 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1381 - - - 496 912
Mov Cap-2 Maneuver - - - - 496 -
Stage 1 - - - - 842 -
Stage 2 - - - - 702 -
Approach EB WB SB
HCM Control Delay, s 2 0 10.1

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1381 - - - 746
HCM Lane V/C Ratio 0.055 - - - 0.058
HCM Control Delay (s) 7.8 - - - 10.1
HCM Lane LOS A - - - B
HCM 95th %tile Q(veh) 0.2 - - - 0.2
"'i t t '(I V
HCM 6th TWSC 2_EX+P_AM
7: N. Woodside Avenue & Project Access Road 10/02/2024
2_EX+P_AM Santee Warehouse 7:00 am 05/02/2023 Existing plus Project Conditions Synchro 11 Report Dudek Page 7
Intersection
Int Delay, s/veh 2.9
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 103 78 147 18 4 22
Future Vol, veh/h 103 78 147 18 4 22
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 78 78 78 78 78 78
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 132 100 188 23 5 28
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 211 0 - 0 564 200
Stage 1 - - - - 200 -
Stage 2 - - - - 364 -
Critical Hdwy 4.1 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 1372 - - - 490 846
Stage 1 - - - - 838 -
Stage 2 - - - - 707 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1372 - - - 440 846
Mov Cap-2 Maneuver - - - - 440 -
Stage 1 - - - - 753 -
Stage 2 - - - - 707 -
Approach EB WB SB
HCM Control Delay, s 4.5 0 10.1

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1372 - - - 741
HCM Lane V/C Ratio 0.096 - - - 0.045
HCM Control Delay (s) 7.9 0 - - 10.1
HCM Lane LOS A A - - B
HCM 95th %tile Q(veh) 0.3 - - - 0.1
HCM 6th Signalized Intersection Summary 2_EX+P_PM
1: Magnolia Avenue & SR-52 EB Off-ramp 10/02/2024
2_EX+P_PM Santee Warehouse 4:00 pm 05/02/2023 Existing plus Project Conditions Synchro 11 Report Dudek Page 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 475 505 0 1378 560 0
Future Volume (veh/h) 475 505 0 1378 560 0
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 0 1900 1900 0
Adj Flow Rate, veh/h 490 521 0 1421 577 0
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, % 0 0 0 0 0 0
Cap, veh/h 622 553 0 1549 1549 0
Arrive On Green 0.34 0.34 0.00 0.43 0.86 0.00
Sat Flow, veh/h 1810 1610 0 3800 3800 0
Grp Volume(v), veh/h 490 521 0 1421 577 0
Grp Sat Flow(s),veh/h/ln 1810 1610 0 1805 1805 0
Q Serve(g_s), s 13.4 17.3 0.0 20.4 1.8 0.0
Cycle Q Clear(g_c), s 13.4 17.3 0.0 20.4 1.8 0.0
Prop In Lane 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 622 553 0 1549 1549 0
V/C Ratio(X) 0.79 0.94 0.00 0.92 0.37 0.00
Avail Cap(c_a), veh/h 622 553 0 1549 1549 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 1.00
Upstream Filter(I) 1.00 1.00 0.00 1.00 0.76 0.00
Uniform Delay (d), s/veh 16.2 17.5 0.0 14.8 2.4 0.0
Incr Delay (d2), s/veh 6.7 24.6 0.0 10.1 0.5 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 5.5 8.7 0.0 8.2 0.5 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 23.0 42.1 0.0 24.9 2.9 0.0
LnGrp LOS C D A C A A
Approach Vol, veh/h 1011 1421 577
Approach Delay, s/veh 32.8 24.9 2.9
Approach LOS C C A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 30.0 25.0 30.0
Change Period (Y+Rc), s 6.4 6.1 6.4
Max Green Setting (Gmax), s 23.6 18.9 23.6
Max Q Clear Time (g_c+I1), s 22.4 19.3 3.8
Green Ext Time (p_c), s 1.0 0.0 3.4
Intersection Summary
HCM 6th Ctrl Delay 23.4
HCM 6th LOS C
---- "i .,, tt tt
HCM 6th Signalized Intersection Summary 2_EX+P_PM
2: Magnolia Avenue & SR-52 WB On-Ramp/SR-67 SB On-Ramp 10/02/2024 2_EX+P_PM Santee Warehouse 4:00 pm 05/02/2023 Existing plus Project Conditions Synchro 11 Report Dudek Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 0 0 0 232 1463 146 592 561 383 Future Volume (veh/h) 0 0 0 0 0 0 232 1463 146 592 561 383 Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900
Adj Flow Rate, veh/h 237 1493 149 604 572 391
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98
Percent Heavy Veh, % 0 0 0 0 0 0
Cap, veh/h 1377 2057 622 1346 786 537
Arrive On Green 0.78 0.79 0.79 0.38 0.39 0.39
Sat Flow, veh/h 3510 5187 1569 3510 2027 1385
Grp Volume(v), veh/h 237 1493 149 604 509 454
Grp Sat Flow(s),veh/h/ln 1755 1729 1569 1755 1805 1607
Q Serve(g_s), s 0.9 7.7 1.3 7.0 13.2 13.2
Cycle Q Clear(g_c), s 0.9 7.7 1.3 7.0 13.2 13.2
Prop In Lane 1.00 1.00 1.00 0.86
Lane Grp Cap(c), veh/h 1377 2057 622 1346 700 623
V/C Ratio(X) 0.17 0.73 0.24 0.45 0.73 0.73
Avail Cap(c_a), veh/h 1377 3169 958 1346 1103 982
HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00
Upstream Filter(I) 0.38 0.38 0.38 1.00 1.00 1.00
Uniform Delay (d), s/veh 3.7 4.2 3.6 12.6 14.4 14.4
Incr Delay (d2), s/veh 0.0 0.9 0.3 0.1 6.5 7.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.2 1.2 0.4 2.2 5.4 4.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 3.7 5.1 3.9 12.7 20.9 21.7
LnGrp LOS A A A B C C
Approach Vol, veh/h 1879 1567
Approach Delay, s/veh 4.8 18.0
Approach LOS A B
Timer - Assigned Phs 1 2 5 6
Phs Duration (G+Y+Rc), s26.8 28.2 27.3 27.7
Change Period (Y+Rc), s 5.7 * 6.4 5.7 * 6.4
Max Green Setting (Gmax), s9.3 * 34 9.3 * 34
Max Q Clear Time (g_c+I1), s9.0 9.7 2.9 15.2
Green Ext Time (p_c), s 0.0 11.8 0.2 5.7
Intersection Summary
HCM 6th Ctrl Delay 10.8
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. ___________ 'f"i +++ ., 'f"i tf+
HCM 6th Signalized Intersection Summary 2_EX+P_PM
3: Magnolia Avenue & Mission Gorge Road/Woodside Avenue 10/02/2024 2_EX+P_PM Santee Warehouse 4:00 pm 05/02/2023 Existing plus Project Conditions Synchro 11 Report Dudek Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 218 659 325 551 564 157 199 801 433 154 624 139 Future Volume (veh/h) 218 659 325 551 564 157 199 801 433 154 624 139 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 229 694 342 580 594 165 209 843 456 162 657 146 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, % 0 0 0 0 0 0 0 0 0 0 0 0
Cap, veh/h 289 849 494 627 921 255 269 1321 866 223 1274 559 Arrive On Green 0.08 0.24 0.24 0.18 0.33 0.33 0.08 0.37 0.37 0.06 0.35 0.35 Sat Flow, veh/h 3510 3610 1575 3510 2780 770 3510 3610 1581 3510 3610 1583 Grp Volume(v), veh/h 229 694 342 580 385 374 209 843 456 162 657 146 Grp Sat Flow(s),veh/h/ln1755 1805 1575 1755 1805 1745 1755 1805 1581 1755 1805 1583 Q Serve(g_s), s 7.4 20.9 21.9 18.7 20.8 20.9 6.7 22.2 21.2 5.2 16.5 7.5 Cycle Q Clear(g_c), s 7.4 20.9 21.9 18.7 20.8 20.9 6.7 22.2 21.2 5.2 16.5 7.5 Prop In Lane 1.00 1.00 1.00 0.44 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 289 849 494 627 598 578 269 1321 866 223 1274 559 V/C Ratio(X) 0.79 0.82 0.69 0.93 0.64 0.65 0.78 0.64 0.53 0.73 0.52 0.26 Avail Cap(c_a), veh/h 321 959 542 627 637 616 321 1321 866 321 1274 559 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.7 41.6 34.7 46.4 32.6 32.6 52.0 30.1 16.7 52.8 29.4 26.5 Incr Delay (d2), s/veh 11.7 5.1 3.4 19.8 2.0 2.2 9.5 2.4 2.3 4.6 1.5 1.1 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/ln3.6 9.6 8.6 9.7 9.1 8.9 3.2 9.6 7.7 2.4 7.1 3.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 63.5 46.7 38.1 66.1 34.7 34.8 61.6 32.5 19.0 57.4 30.9 27.6 LnGrp LOS E D D E C C E C B E C C
Approach Vol, veh/h 1265 1339 1508 965
Approach Delay, s/veh 47.4 48.3 32.4 34.8
Approach LOS D D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s11.8 46.5 25.0 31.5 13.3 45.0 13.9 42.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s10.5 40.5 20.5 30.5 10.5 40.5 10.5 40.5 Max Q Clear Time (g_c+I1), s7.2 24.2 20.7 23.9 8.7 18.5 9.4 22.9 Green Ext Time (p_c), s 0.1 6.5 0.0 3.1 0.1 4.6 0.1 4.2 Intersection Summary
HCM 6th Ctrl Delay 40.8
HCM 6th LOS D
HCM 6th AWSC 2_EX+P_PM
4: Woodside Avenue & SR-67 SB Off-Ramp & N. Woodside Avenue 10/02/2024 2_EX+P_PM Santee Warehouse 4:00 pm 05/02/2023 Existing plus Project Conditions Synchro 11 Report Dudek Page 4
Intersection
Intersection Delay, s/veh 45
Intersection LOS E
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 165 0 0 4 370 14 285 7 0 0 30 538
Future Vol, veh/h 165 0 0 4 370 14 285 7 0 0 30 538
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0
Mvmt Flow 176 0 0 4 394 15 303 7 0 0 32 572
Number of Lanes 0 1 1 0 2 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 2 2
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 2 2
HCM Control Delay 19 17.6 24.5 81.9

HCM LOS C C C F

Lane NBLn1 EBLn1 EBLn2WBLn1WBLn2 SBLn1
Vol Left, % 98% 100% 0% 2% 0% 0%
Vol Thru, % 2% 0% 100% 98% 93% 5%
Vol Right, % 0% 0% 0% 0% 7% 95%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 292 165 0 189 199 568
LT Vol 285 165 0 4 0 0
Through Vol 7 0 0 185 185 30
RT Vol 0 0 0 0 14 538
Lane Flow Rate 311 176 0 201 212 604
Geometry Grp 2 5 5 5 5 2
Degree of Util (X) 0.655 0.433 0 0.445 0.465 1.067
Departure Headway (Hd) 7.851 9.321 8.798 8.251 8.189 6.356 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 463 390 0 440 442 574
Service Time 5.851 7.021 6.498 5.951 5.889 4.39
HCM Lane V/C Ratio 0.672 0.451 0 0.457 0.48 1.052
HCM Control Delay 24.5 19 11.5 17.4 17.8 81.9
HCM Lane LOS C C N C C F
HCM 95th-tile Q 4.6 2.1 0 2.2 2.4 17.6
HCM 6th TWSC 2_EX+P_PM
5: N. Woodside Avenue & Hartley Road 10/02/2024
2_EX+P_PM Santee Warehouse 4:00 pm 05/02/2023 Existing plus Project Conditions Synchro 11 Report Dudek Page 5
Intersection
Int Delay, s/veh 3.3
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 18 141 467 3 17 136
Future Vol, veh/h 18 141 467 3 17 136
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 115 - - 115 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 84 84 84 84 84 84
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 21 168 556 4 20 162
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 560 0 - 0 766 556
Stage 1 - - - - 556 -
Stage 2 - - - - 210 -
Critical Hdwy 4.1 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 1021 - - - 374 534
Stage 1 - - - - 578 -
Stage 2 - - - - 830 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1021 - - - 366 534
Mov Cap-2 Maneuver - - - - 366 -
Stage 1 - - - - 566 -
Stage 2 - - - - 830 -
Approach EB WB SB
HCM Control Delay, s 1 0 16

HCM LOS C
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1021 - - - 508
HCM Lane V/C Ratio 0.021 - - - 0.359
HCM Control Delay (s) 8.6 - - - 16
HCM Lane LOS A - - - C
HCM 95th %tile Q(veh) 0.1 - - - 1.6
"'i t t '(I V
HCM 6th TWSC 2_EX+P_PM
6: N. Woodside Avenue & Wheatlands Avenue 10/02/2024
2_EX+P_PM Santee Warehouse 4:00 pm 05/02/2023 Existing plus Project Conditions Synchro 11 Report Dudek Page 6
Intersection
Int Delay, s/veh 2.5
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 26 140 401 20 46 59
Future Vol, veh/h 26 140 401 20 46 59
Conflicting Peds, #/hr 2 0 0 2 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 175 - - 100 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 87 87 87 87 87 87
Heavy Vehicles, % 0 0 0 2 0 0
Mvmt Flow 30 161 461 23 53 68
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 486 0 - 0 684 463
Stage 1 - - - - 463 -
Stage 2 - - - - 221 -
Critical Hdwy 4.1 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 1087 - - - 417 603
Stage 1 - - - - 638 -
Stage 2 - - - - 821 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1085 - - - 404 602
Mov Cap-2 Maneuver - - - - 404 -
Stage 1 - - - - 619 -
Stage 2 - - - - 819 -
Approach EB WB SB
HCM Control Delay, s 1.3 0 14.6

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1085 - - - 496
HCM Lane V/C Ratio 0.028 - - - 0.243
HCM Control Delay (s) 8.4 - - - 14.6
HCM Lane LOS A - - - B
HCM 95th %tile Q(veh) 0.1 - - - 0.9
"'i t t '(I V
HCM 6th TWSC 2_EX+P_PM
7: N. Woodside Avenue & Project Access Road 10/02/2024
2_EX+P_PM Santee Warehouse 4:00 pm 05/02/2023 Existing plus Project Conditions Synchro 11 Report Dudek Page 7
Intersection
Int Delay, s/veh 2.8
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 26 161 327 5 18 98
Future Vol, veh/h 26 161 327 5 18 98
Conflicting Peds, #/hr 1 0 0 1 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 78 78 78 78 78 78
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 33 206 419 6 23 126
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 426 0 - 0 695 423
Stage 1 - - - - 423 -
Stage 2 - - - - 272 -
Critical Hdwy 4.1 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 1144 - - - 411 635
Stage 1 - - - - 665 -
Stage 2 - - - - 778 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1143 - - - 397 634
Mov Cap-2 Maneuver - - - - 397 -
Stage 1 - - - - 642 -
Stage 2 - - - - 777 -
Approach EB WB SB
HCM Control Delay, s 1.1 0 13.3

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1143 - - - 580
HCM Lane V/C Ratio 0.029 - - - 0.256
HCM Control Delay (s) 8.2 0 - - 13.3
HCM Lane LOS A A - - B
HCM 95th %tile Q(veh) 0.1 - - - 1
Appendix F
Cumulative Projects Information

Movement In Out In Out In Out In Out In Out In Out In Out In Out NBL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
NBT 0 0 40% 1 2 0 0 0 0 10% 7 3 20% 4 8 5% 0 0 5% 3 5 15 18 NBR 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
SBL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
SBT 0 0 20% 1 1 0 0 0 0 10% 4 3 20% 4 8 5% 0 0 5% 4 3 13 15 SBR 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
EBL 40% 4 2 0 0 50% 1 5 10% 14 11 0 0 0 0 25% 2 2 10% 5 11 26 31 EBT 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
EBR 0 0 20% 1 1 0 0 0 0 0 0 0 0 0 0 0 0 1 1
WBL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
WBT 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
WBR 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
NBL 0 0 20% 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1
NBT 40% 4 2 20% 0 1 50% 1 5 10% 14 11 10% 7 3 20% 4 8 30% 2 2 15% 8 16 40 48 NBR 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
SBL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
SBT 0 0 20% 1 1 0 0 0 0 10% 4 3 20% 4 8 5% 0 0 5% 4 3 13 15 SBR 40% 2 4 0 0 50% 5 2 10% 6 14 0 0 0 0 25% 1 2 10% 9 6 23 28 EBL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
EBT 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
EBR 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
WBL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
WBT 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
WBR 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
NBL 0 0 10% 0 1 50% 1 5 10% 14 11 10% 7 3 30% 5 12 0 0 0 0 27 32 NBT 50% 2 5 10% 0 1 0 0 0 0 0 0 50% 9 20 0 0 15% 8 16 19 42 NBR 10% 0 1 0 0 0 0 0 0 0 0 0 0 30% 2 2 0 0 2 3
SBL 0 0 0 0 0 0 0 0 0 0 0 0 25% 2 2 3% 3 2 5 4
SBT 50% 5 3 10% 0 1 0 0 0 0 0 0 50% 9 21 0 0 15% 13 8 27 33 SBR 0 0 0 0 10% 0 1 10% 14 11 10% 7 3 0 0 0 0 12% 10 7 31 22 EBL 0 0 0 0 10% 1 0 10% 6 14 10% 4 3 0 0 0 0 12% 6 13 17 30 EBT 0 0 0 0 10% 1 0 10% 6 14 10% 4 3 0 0 25% 2 2 0 0 13 19 EBR 0 0 10% 0 1 50% 5 2 10% 6 14 10% 4 3 30% 5 12 0 0 0 0 20 32 WBL 10% 1 1 0 0 0 0 0 0 0 0 0 0 30% 2 2 0 0 3 3
WBT 0 0 0 0 10% 0 1 10% 14 11 10% 7 3 0 0 25% 1 2 0 0 22 17 WBR 0 0 0 0 0 0 0 0 0 0 0 0 25% 1 2 3% 2 3 3 5
NBL 0 0 0 0 0 0 0 0 0 0 0 0 10% 1 1 0 0 1 1
NBT 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
NBR 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
SBL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
SBT 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
SBR 10% 1 1 0 0 10% 0 1 10% 14 11 10% 7 3 0 0 10% 1 1 1% 1 1 24 18 EBL 10% 0 1 0 0 10% 1 0 10% 6 14 10% 4 3 0 0 10% 1 1 1% 1 1 13 20 EBT 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
EBR 0 0 0 0 0 0 0 0 0 0 0 0 10% 1 1 0 0 1 1
WBL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
WBT 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
WBR 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
NBL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
NBT 0 0 0 0 0 0 0 0 0 0 0 0 10% 1 1 0 0 1 1
NBR 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
SBL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
SBT 0 0 0 0 0 0 0 0 0 0 0 0 10% 1 1 0 0 1 1
SBR 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
EBL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
EBT 10% 0 1 0 0 10% 1 0 10% 6 14 10% 4 3 0 0 0 0 3% 2 3 13 21 EBR 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
WBL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
WBT 10% 1 1 0 0 10% 0 1 10% 14 11 10% 7 3 0 0 0 0 3% 3 2 25 18 WBR 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
NBL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
NBT 0 0 0 0 0 0 0 0 0 0 0 0 10% 1 1 0 0 1 1
NBR 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
SBL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
SBT 0 0 0 0 0 0 0 0 0 0 0 0 10% 1 1 0 0 1 1
SBR 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
EBL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
EBT 10% 0 1 0 0 10% 1 0 10% 6 14 10% 4 3 0 0 0 0 3% 2 3 13 21 EBR 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
WBL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
WBT 10% 1 1 0 0 10% 0 1 10% 14 11 10% 7 3 0 0 0 0 3% 3 2 25 18 WBR 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
NBL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
NBT 0 0 0 0 0 0 0 0 0 0 0 0 10% 1 1 0 0 1 1
NBR 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
SBL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
SBT 0 0 0 0 0 0 0 0 0 0 0 0 10% 1 1 0 0 1 1
SBR 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
EBL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
EBT 10% 0 1 0 0 10% 1 0 10% 6 14 10% 4 3 0 0 0 0 3% 2 3 13 21 EBR 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
WBL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
WBT 10% 1 1 0 0 10% 0 1 10% 14 11 10% 7 3 0 0 0 0 3% 3 2 25 18 WBR 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Magnolia Avenue/SR52 WB on-ramp - SR67 SB on-ramp
Magnolia AvenueMission Gorge
Road/Woodside
Avenue
Magnolia Avenue/SR52 eastbound off-ramp
Extra Space Storage
% Distributed AM PM AM PM
Hillside Meadows/Parkside Total
% Distributed AM
Habitat for Humanity Townhomes
% Distributed AM PM PM
Popeyes
% Distributed AM PM
Super Star Car Wash
% Distributed AM PM
N. Woodside
Ave/Woodside Ave –
SR 67 SB off-ramp
Lantern Crest Ridge II
% Distributed AM PM
Southwest Signal Building
% Distributed AM PM
Santee Auto Center
% Distributed AM
Hartley Road/N.

Woodside Avenue
Wheatlands
Avenue/N. Woodside
Avenue
Project Access
Roadway/N.

Woodside Avenue
PM
Cumulative Projects Trip Distribution

Appendix G
Intersection LOS Worksheets – Near Term Conditions

HCM 6th Signalized Intersection Summary 3_NT_AM
1: Magnolia Avenue & SR-52 EB Off-ramp 10/06/2024
3_NT_AM Santee Warehouse 7:00 am 05/02/2023 Near Term Conditions Synchro 11 Report Dudek Page 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 443 442 0 1301 519 0
Future Volume (veh/h) 443 442 0 1301 519 0
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 0 1900 1900 0
Adj Flow Rate, veh/h 466 465 0 1369 546 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 0 0 0 0 0 0
Cap, veh/h 586 522 0 1620 1620 0
Arrive On Green 0.32 0.32 0.00 0.45 0.15 0.00
Sat Flow, veh/h 1810 1610 0 3800 3800 0
Grp Volume(v), veh/h 466 465 0 1369 546 0
Grp Sat Flow(s),veh/h/ln 1810 1610 0 1805 1805 0
Q Serve(g_s), s 12.9 15.1 0.0 18.5 7.5 0.0
Cycle Q Clear(g_c), s 12.9 15.1 0.0 18.5 7.5 0.0
Prop In Lane 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 586 522 0 1620 1620 0
V/C Ratio(X) 0.79 0.89 0.00 0.84 0.34 0.00
Avail Cap(c_a), veh/h 622 553 0 1620 1620 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 0.33 1.00
Upstream Filter(I) 1.00 1.00 0.00 1.00 0.85 0.00
Uniform Delay (d), s/veh 16.9 17.7 0.0 13.5 16.1 0.0
Incr Delay (d2), s/veh 6.7 16.0 0.0 5.6 0.5 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 5.3 6.7 0.0 6.6 2.8 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 23.7 33.7 0.0 19.1 16.6 0.0
LnGrp LOS C C A B B A
Approach Vol, veh/h 931 1369 546
Approach Delay, s/veh 28.7 19.1 16.6
Approach LOS C B B
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 31.1 23.9 31.1
Change Period (Y+Rc), s 6.4 6.1 6.4
Max Green Setting (Gmax), s 23.6 18.9 23.6
Max Q Clear Time (g_c+I1), s 20.5 17.1 9.5
Green Ext Time (p_c), s 2.3 0.7 2.8
Intersection Summary
HCM 6th Ctrl Delay 21.7
HCM 6th LOS C
---- "i .,, tt tt
HCM 6th Signalized Intersection Summary 3_NT_AM
2: Magnolia Avenue & SR-52 WB On-Ramp/SR-67 SB On-Ramp 10/06/2024 3_NT_AM Santee Warehouse 7:00 am 05/02/2023 Near Term Conditions Synchro 11 Report Dudek Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 0 0 0 292 1307 139 521 523 278 Future Volume (veh/h) 0 0 0 0 0 0 292 1307 139 521 523 278 Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900
Adj Flow Rate, veh/h 301 1347 143 537 539 287
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, % 0 0 0 0 0 0
Cap, veh/h 1542 1928 583 1434 768 408
Arrive On Green 0.88 0.74 0.74 0.41 0.34 0.34
Sat Flow, veh/h 3510 5187 1568 3510 2254 1197
Grp Volume(v), veh/h 301 1347 143 537 431 395
Grp Sat Flow(s),veh/h/ln 1755 1729 1568 1755 1805 1646
Q Serve(g_s), s 0.7 7.6 1.6 5.9 11.4 11.4
Cycle Q Clear(g_c), s 0.7 7.6 1.6 5.9 11.4 11.4
Prop In Lane 1.00 1.00 1.00 0.73
Lane Grp Cap(c), veh/h 1542 1928 583 1434 615 561
V/C Ratio(X) 0.20 0.70 0.25 0.37 0.70 0.70
Avail Cap(c_a), veh/h 1542 3169 958 1434 1103 1005
HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00
Upstream Filter(I) 0.45 0.45 0.45 1.00 1.00 1.00
Uniform Delay (d), s/veh 1.9 5.4 4.6 11.4 15.7 15.7
Incr Delay (d2), s/veh 0.0 1.0 0.5 0.1 6.6 7.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.2 1.4 0.4 1.7 4.8 4.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 1.9 6.4 5.1 11.4 22.3 22.9
LnGrp LOS A A A B C C
Approach Vol, veh/h 1791 1363
Approach Delay, s/veh 5.5 18.2
Approach LOS A B
Timer - Assigned Phs 1 2 5 6
Phs Duration (G+Y+Rc), s28.2 26.8 29.9 25.1
Change Period (Y+Rc), s 5.7 * 6.4 5.7 * 6.4
Max Green Setting (Gmax), s9.3 * 34 9.3 * 34
Max Q Clear Time (g_c+I1), s7.9 9.6 2.7 13.4
Green Ext Time (p_c), s 0.2 10.4 0.3 4.9
Intersection Summary
HCM 6th Ctrl Delay 11.0
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. ___________ 'f"i +++ ., 'f"i tf+
HCM 6th Signalized Intersection Summary 3_NT_AM
3: Magnolia Avenue & Mission Gorge Road/Woodside Avenue 10/06/2024 3_NT_AM Santee Warehouse 7:00 am 05/02/2023 Near Term Conditions Synchro 11 Report Dudek Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 108 234 177 356 596 205 239 634 405 231 816 189 Future Volume (veh/h) 108 234 177 356 596 205 239 634 405 231 816 189 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 110 239 181 363 608 209 244 647 413 236 833 193 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 0 0 0 0 0 0 0 0 0 0 0 0
Cap, veh/h 173 733 462 451 740 254 313 1456 845 305 1448 636 Arrive On Green 0.05 0.20 0.20 0.13 0.28 0.28 0.09 0.40 0.40 0.09 0.40 0.40 Sat Flow, veh/h 3510 3610 1572 3510 2623 900 3510 3610 1582 3510 3610 1584 Grp Volume(v), veh/h 110 239 181 363 418 399 244 647 413 236 833 193 Grp Sat Flow(s),veh/h/ln1755 1805 1572 1755 1805 1718 1755 1805 1582 1755 1805 1584 Q Serve(g_s), s 3.1 5.7 9.3 10.1 21.8 21.9 6.9 13.2 16.7 6.6 18.1 8.4 Cycle Q Clear(g_c), s 3.1 5.7 9.3 10.1 21.8 21.9 6.9 13.2 16.7 6.6 18.1 8.4 Prop In Lane 1.00 1.00 1.00 0.52 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 173 733 462 451 509 484 313 1456 845 305 1448 636 V/C Ratio(X) 0.63 0.33 0.39 0.80 0.82 0.82 0.78 0.44 0.49 0.77 0.58 0.30 Avail Cap(c_a), veh/h 365 1091 618 713 724 689 365 1456 845 365 1448 636 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.1 34.3 28.6 42.8 33.9 33.9 45.0 21.9 15.0 45.1 23.5 20.6 Incr Delay (d2), s/veh 3.8 0.3 0.5 3.6 5.2 5.5 9.0 1.0 2.0 8.3 1.7 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/ln1.4 2.5 3.4 4.5 9.9 9.4 3.3 5.4 5.9 3.1 7.5 3.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 50.9 34.6 29.1 46.4 39.0 39.4 54.0 22.9 17.0 53.4 25.2 21.8 LnGrp LOS D C C D D D D C B D C C
Approach Vol, veh/h 530 1180 1304 1262
Approach Delay, s/veh 36.1 41.4 26.8 30.0
Approach LOS D D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s13.3 45.2 17.5 25.0 13.5 45.0 9.5 33.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s10.5 40.5 20.5 30.5 10.5 40.5 10.5 40.5 Max Q Clear Time (g_c+I1), s8.6 18.7 12.1 11.3 8.9 20.1 5.1 23.9 Green Ext Time (p_c), s 0.1 5.6 0.8 1.9 0.1 6.0 0.1 4.6 Intersection Summary
HCM 6th Ctrl Delay 32.9
HCM 6th LOS C
HCM 6th AWSC 3_NT_AM
4: Woodside Avenue & SR-67 SB Off-Ramp & N. Woodside Avenue 10/06/2024 3_NT_AM Santee Warehouse 7:00 am 05/02/2023 Near Term Conditions Synchro 11 Report Dudek Page 4
Intersection
Intersection Delay, s/veh25.3
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 305 0 0 11 585 25 287 8 0 0 16 185
Future Vol, veh/h 305 0 0 11 585 25 287 8 0 0 16 185
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0
Mvmt Flow 321 0 0 12 616 26 302 8 0 0 17 195
Number of Lanes 0 1 1 0 2 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 2 2
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 2 2
HCM Control Delay 32.2 24.7 25.4 16.4

HCM LOS D C D C

Lane NBLn1 EBLn1 EBLn2WBLn1WBLn2 SBLn1
Vol Left, % 97% 100% 0% 4% 0% 0%
Vol Thru, % 3% 0% 100% 96% 92% 8%
Vol Right, % 0% 0% 0% 0% 8% 92%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 295 305 0 304 318 201
LT Vol 287 305 0 11 0 0
Through Vol 8 0 0 293 293 16
RT Vol 0 0 0 0 25 185
Lane Flow Rate 311 321 0 319 334 212
Geometry Grp 2 5 5 5 5 2
Degree of Util (X) 0.671 0.748 0 0.666 0.69 0.441
Departure Headway (Hd) 7.779 8.386 7.869 7.507 7.432 7.504 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 466 430 0 482 485 480
Service Time 5.826 6.133 5.616 5.257 5.181 5.56
HCM Lane V/C Ratio 0.667 0.747 0 0.662 0.689 0.442
HCM Control Delay 25.4 32.2 10.6 24.1 25.2 16.4
HCM Lane LOS D D N C D C
HCM 95th-tile Q 4.9 6.1 0 4.8 5.2 2.2
HCM 6th TWSC 3_NT_AM
5: N. Woodside Avenue & Hartley Road 10/06/2024
3_NT_AM Santee Warehouse 7:00 am 05/02/2023 Near Term Conditions Synchro 11 Report Dudek Page 5
Intersection
Int Delay, s/veh 4.2
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 191 158 116 19 5 75
Future Vol, veh/h 191 158 116 19 5 75
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 115 - - 115 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 81 81 81 81 81 81
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 236 195 143 23 6 93
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 166 0 - 0 810 143
Stage 1 - - - - 143 -
Stage 2 - - - - 667 -
Critical Hdwy 4.1 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 1424 - - - 352 910
Stage 1 - - - - 889 -
Stage 2 - - - - 514 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1424 - - - 294 910
Mov Cap-2 Maneuver - - - - 294 -
Stage 1 - - - - 741 -
Stage 2 - - - - 514 -
Approach EB WB SB
HCM Control Delay, s 4.4 0 10.1

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1424 - - - 805
HCM Lane V/C Ratio 0.166 - - - 0.123
HCM Control Delay (s) 8 - - - 10.1
HCM Lane LOS A - - - B
HCM 95th %tile Q(veh) 0.6 - - - 0.4
"'i t t '(I V
HCM 6th TWSC 3_NT_AM
6: N. Woodside Avenue & Wheatlands Avenue 10/06/2024
3_NT_AM Santee Warehouse 7:00 am 05/02/2023 Near Term Conditions Synchro 11 Report Dudek Page 6
Intersection
Int Delay, s/veh 2.3
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 60 84 114 49 9 25
Future Vol, veh/h 60 84 114 49 9 25
Conflicting Peds, #/hr 2 0 0 2 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 175 - - 100 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 79 79 79 79 79 79
Heavy Vehicles, % 0 0 0 2 0 0
Mvmt Flow 76 106 144 62 11 32
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 208 0 - 0 404 146
Stage 1 - - - - 146 -
Stage 2 - - - - 258 -
Critical Hdwy 4.1 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 1375 - - - 606 906
Stage 1 - - - - 886 -
Stage 2 - - - - 790 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1372 - - - 570 904
Mov Cap-2 Maneuver - - - - 570 -
Stage 1 - - - - 835 -
Stage 2 - - - - 788 -
Approach EB WB SB
HCM Control Delay, s 3.2 0 9.9

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1372 - - - 783
HCM Lane V/C Ratio 0.055 - - - 0.055
HCM Control Delay (s) 7.8 - - - 9.9
HCM Lane LOS A - - - A
HCM 95th %tile Q(veh) 0.2 - - - 0.2
"'i t t '(I V
HCM 6th TWSC 3_NT_AM
7: N. Woodside Avenue & Project Access Road 10/06/2024
3_NT_AM Santee Warehouse 7:00 am 05/02/2023 Near Term Conditions Synchro 11 Report Dudek Page 7
Intersection
Int Delay, s/veh 0
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 91 172 0 0 0
Future Vol, veh/h 0 91 172 0 0 0
Conflicting Peds, #/hr 1 0 0 1 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 78 78 78 78 78 78
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 0 117 221 0 0 0
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 222 0 - 0 339 222
Stage 1 - - - - 222 -
Stage 2 - - - - 117 -
Critical Hdwy 4.1 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 1359 - - - 661 823
Stage 1 - - - - 820 -
Stage 2 - - - - 913 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1358 - - - 660 822
Mov Cap-2 Maneuver - - - - 660 -
Stage 1 - - - - 819 -
Stage 2 - - - - 912 -
Approach EB WB SB
HCM Control Delay, s 0 0 0

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1358 - - - -
HCM Lane V/C Ratio - - - - -
HCM Control Delay (s) 0 - - - 0
HCM Lane LOS A - - - A
HCM 95th %tile Q(veh) 0 - - - -
HCM 6th Signalized Intersection Summary 3_NT_PM
1: Magnolia Avenue & SR-52 EB Off-ramp 10/06/2024
3_NT_PM Santee Warehouse 4:00 pm 05/02/2023 Near Term Conditions Synchro 11 Report Dudek Page 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 489 506 0 1395 572 0
Future Volume (veh/h) 489 506 0 1395 572 0
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 0 1900 1900 0
Adj Flow Rate, veh/h 504 522 0 1438 590 0
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, % 0 0 0 0 0 0
Cap, veh/h 622 553 0 1549 1549 0
Arrive On Green 0.34 0.34 0.00 0.43 0.86 0.00
Sat Flow, veh/h 1810 1610 0 3800 3800 0
Grp Volume(v), veh/h 504 522 0 1438 590 0
Grp Sat Flow(s),veh/h/ln 1810 1610 0 1805 1805 0
Q Serve(g_s), s 13.9 17.3 0.0 20.8 1.9 0.0
Cycle Q Clear(g_c), s 13.9 17.3 0.0 20.8 1.9 0.0
Prop In Lane 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 622 553 0 1549 1549 0
V/C Ratio(X) 0.81 0.94 0.00 0.93 0.38 0.00
Avail Cap(c_a), veh/h 622 553 0 1549 1549 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 1.00
Upstream Filter(I) 1.00 1.00 0.00 1.00 0.77 0.00
Uniform Delay (d), s/veh 16.4 17.5 0.0 14.9 2.4 0.0
Incr Delay (d2), s/veh 8.0 25.0 0.0 11.2 0.5 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 5.9 8.8 0.0 8.6 0.5 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.4 42.5 0.0 26.1 2.9 0.0
LnGrp LOS C D A C A A
Approach Vol, veh/h 1026 1438 590
Approach Delay, s/veh 33.6 26.1 2.9
Approach LOS C C A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 30.0 25.0 30.0
Change Period (Y+Rc), s 6.4 6.1 6.4
Max Green Setting (Gmax), s 23.6 18.9 23.6
Max Q Clear Time (g_c+I1), s 22.8 19.3 3.9
Green Ext Time (p_c), s 0.7 0.0 3.5
Intersection Summary
HCM 6th Ctrl Delay 24.1
HCM 6th LOS C
---- "i .,, tt tt
HCM 6th Signalized Intersection Summary 3_NT_PM
2: Magnolia Avenue & SR-52 WB On-Ramp/SR-67 SB On-Ramp 10/06/2024 3_NT_PM Santee Warehouse 4:00 pm 05/02/2023 Near Term Conditions Synchro 11 Report Dudek Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 0 0 0 233 1493 146 592 573 345 Future Volume (veh/h) 0 0 0 0 0 0 233 1493 146 592 573 345 Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900
Adj Flow Rate, veh/h 238 1523 149 604 585 352
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98
Percent Heavy Veh, % 0 0 0 0 0 0
Cap, veh/h 1412 2081 629 1329 810 487
Arrive On Green 0.80 0.80 0.80 0.38 0.38 0.38
Sat Flow, veh/h 3510 5187 1569 3510 2143 1289
Grp Volume(v), veh/h 238 1523 149 604 493 444
Grp Sat Flow(s),veh/h/ln 1755 1729 1569 1755 1805 1627
Q Serve(g_s), s 0.8 7.7 1.3 7.1 12.8 12.9
Cycle Q Clear(g_c), s 0.8 7.7 1.3 7.1 12.8 12.9
Prop In Lane 1.00 1.00 1.00 0.79
Lane Grp Cap(c), veh/h 1412 2081 629 1329 682 615
V/C Ratio(X) 0.17 0.73 0.24 0.45 0.72 0.72
Avail Cap(c_a), veh/h 1412 3169 958 1329 1103 994
HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00
Upstream Filter(I) 0.35 0.35 0.35 1.00 1.00 1.00
Uniform Delay (d), s/veh 3.3 4.0 3.4 12.8 14.6 14.6
Incr Delay (d2), s/veh 0.0 0.8 0.3 0.1 6.5 7.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.2 1.2 0.3 2.2 5.3 4.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 3.3 4.8 3.7 12.9 21.2 21.8
LnGrp LOS A A A B C C
Approach Vol, veh/h 1910 1541
Approach Delay, s/veh 4.6 18.1
Approach LOS A B
Timer - Assigned Phs 1 2 5 6
Phs Duration (G+Y+Rc), s26.5 28.5 27.8 27.2
Change Period (Y+Rc), s 5.7 * 6.4 5.7 * 6.4
Max Green Setting (Gmax), s9.3 * 34 9.3 * 34
Max Q Clear Time (g_c+I1), s9.1 9.7 2.8 14.9
Green Ext Time (p_c), s 0.0 12.0 0.2 5.5
Intersection Summary
HCM 6th Ctrl Delay 10.6
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. ___________ 'f"i +++ ., 'f"i tf+
HCM 6th Signalized Intersection Summary 3_NT_PM
3: Magnolia Avenue & Mission Gorge Road/Woodside Avenue 10/06/2024 3_NT_PM Santee Warehouse 4:00 pm 05/02/2023 Near Term Conditions Synchro 11 Report Dudek Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 248 674 357 485 567 148 231 843 418 154 657 161 Future Volume (veh/h) 248 674 357 485 567 148 231 843 418 154 657 161 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 261 709 376 511 597 156 243 887 440 162 692 169 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, % 0 0 0 0 0 0 0 0 0 0 0 0
Cap, veh/h 317 889 526 574 901 235 301 1342 851 223 1261 553 Arrive On Green 0.09 0.25 0.25 0.16 0.32 0.32 0.09 0.37 0.37 0.06 0.35 0.35 Sat Flow, veh/h 3510 3610 1575 3510 2821 735 3510 3610 1582 3510 3610 1583 Grp Volume(v), veh/h 261 709 376 511 381 372 243 887 440 162 692 169 Grp Sat Flow(s),veh/h/ln1755 1805 1575 1755 1805 1752 1755 1805 1582 1755 1805 1583 Q Serve(g_s), s 8.5 21.4 24.3 16.5 21.1 21.2 7.9 23.7 20.8 5.3 17.9 9.0 Cycle Q Clear(g_c), s 8.5 21.4 24.3 16.5 21.1 21.2 7.9 23.7 20.8 5.3 17.9 9.0 Prop In Lane 1.00 1.00 1.00 0.42 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 317 889 526 574 576 559 301 1342 851 223 1261 553 V/C Ratio(X) 0.82 0.80 0.72 0.89 0.66 0.66 0.81 0.66 0.52 0.73 0.55 0.31 Avail Cap(c_a), veh/h 318 950 553 621 631 612 318 1342 851 318 1261 553 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.8 41.0 34.0 47.5 34.0 34.1 52.0 30.3 17.3 53.3 30.3 27.5 Incr Delay (d2), s/veh 15.8 4.6 4.2 14.3 2.3 2.4 13.7 2.6 2.2 4.8 1.7 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.4 9.8 9.6 8.2 9.3 9.1 3.9 10.3 7.6 2.4 7.7 3.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 67.6 45.6 38.1 61.8 36.3 36.5 65.7 32.9 19.6 58.1 32.1 28.9 LnGrp LOS E D D E D D E C B E C C
Approach Vol, veh/h 1346 1264 1570 1023
Approach Delay, s/veh 47.8 46.7 34.3 35.7
Approach LOS D D C D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s11.8 47.6 23.4 33.0 14.4 45.0 15.0 41.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s10.5 40.5 20.5 30.5 10.5 40.5 10.5 40.5 Max Q Clear Time (g_c+I1), s7.3 25.7 18.5 26.3 9.9 19.9 10.5 23.2 Green Ext Time (p_c), s 0.1 6.4 0.4 2.3 0.1 4.8 0.0 4.2 Intersection Summary
HCM 6th Ctrl Delay 41.0
HCM 6th LOS D
HCM 6th AWSC 3_NT_PM
4: Woodside Avenue & SR-67 SB Off-Ramp & N. Woodside Avenue 10/06/2024 3_NT_PM Santee Warehouse 4:00 pm 05/02/2023 Near Term Conditions Synchro 11 Report Dudek Page 4
Intersection
Intersection Delay, s/veh28.6
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 159 0 0 4 370 14 286 7 0 0 30 458
Future Vol, veh/h 159 0 0 4 370 14 286 7 0 0 30 458
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0
Mvmt Flow 169 0 0 4 394 15 304 7 0 0 32 487
Number of Lanes 0 1 1 0 2 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 2 2
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 2 2
HCM Control Delay 18 16.9 23.4 44.6

HCM LOS C C C E

Lane NBLn1 EBLn1 EBLn2WBLn1WBLn2 SBLn1
Vol Left, % 98% 100% 0% 2% 0% 0%
Vol Thru, % 2% 0% 100% 98% 93% 6%
Vol Right, % 0% 0% 0% 0% 7% 94%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 293 159 0 189 199 488
LT Vol 286 159 0 4 0 0
Through Vol 7 0 0 185 185 30
RT Vol 0 0 0 0 14 458
Lane Flow Rate 312 169 0 201 212 519
Geometry Grp 2 5 5 5 5 2
Degree of Util (X) 0.648 0.419 0 0.439 0.459 0.914
Departure Headway (Hd) 7.481 8.908 8.388 7.859 7.798 6.339 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 480 403 0 456 462 576
Service Time 5.549 6.682 6.161 5.626 5.565 4.339
HCM Lane V/C Ratio 0.65 0.419 0 0.441 0.459 0.901
HCM Control Delay 23.4 18 11.2 16.7 17.1 44.6
HCM Lane LOS C C N C C E
HCM 95th-tile Q 4.5 2 0 2.2 2.4 11.2
HCM 6th TWSC 3_NT_PM
5: N. Woodside Avenue & Hartley Road 10/06/2024
3_NT_PM Santee Warehouse 4:00 pm 05/02/2023 Near Term Conditions Synchro 11 Report Dudek Page 5
Intersection
Int Delay, s/veh 3.3
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 18 136 387 3 17 136
Future Vol, veh/h 18 136 387 3 17 136
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 115 - - 115 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 84 84 84 84 84 84
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 21 162 461 4 20 162
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 465 0 - 0 665 461
Stage 1 - - - - 461 -
Stage 2 - - - - 204 -
Critical Hdwy 4.1 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 1107 - - - 428 605
Stage 1 - - - - 639 -
Stage 2 - - - - 835 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1107 - - - 420 605
Mov Cap-2 Maneuver - - - - 420 -
Stage 1 - - - - 627 -
Stage 2 - - - - 835 -
Approach EB WB SB
HCM Control Delay, s 1 0 14.1

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1107 - - - 577
HCM Lane V/C Ratio 0.019 - - - 0.316
HCM Control Delay (s) 8.3 - - - 14.1
HCM Lane LOS A - - - B
HCM 95th %tile Q(veh) 0.1 - - - 1.3
"'i t t '(I V
HCM 6th TWSC 3_NT_PM
6: N. Woodside Avenue & Wheatlands Avenue 10/06/2024
3_NT_PM Santee Warehouse 4:00 pm 05/02/2023 Near Term Conditions Synchro 11 Report Dudek Page 6
Intersection
Int Delay, s/veh 2.6
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 26 135 321 20 46 59
Future Vol, veh/h 26 135 321 20 46 59
Conflicting Peds, #/hr 2 0 0 2 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 175 - - 100 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 87 87 87 87 87 87
Heavy Vehicles, % 0 0 0 2 0 0
Mvmt Flow 30 155 369 23 53 68
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 394 0 - 0 586 371
Stage 1 - - - - 371 -
Stage 2 - - - - 215 -
Critical Hdwy 4.1 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 1176 - - - 476 679
Stage 1 - - - - 702 -
Stage 2 - - - - 826 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1174 - - - 462 678
Mov Cap-2 Maneuver - - - - 462 -
Stage 1 - - - - 682 -
Stage 2 - - - - 824 -
Approach EB WB SB
HCM Control Delay, s 1.3 0 13.1

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1174 - - - 563
HCM Lane V/C Ratio 0.025 - - - 0.214
HCM Control Delay (s) 8.1 - - - 13.1
HCM Lane LOS A - - - B
HCM 95th %tile Q(veh) 0.1 - - - 0.8
"'i t t '(I V
HCM 6th TWSC 3_NT_PM
7: N. Woodside Avenue & Project Access Road 10/06/2024
3_NT_PM Santee Warehouse 4:00 pm 05/02/2023 Near Term Conditions Synchro 11 Report Dudek Page 7
Intersection
Int Delay, s/veh 0
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 182 345 1 0 0
Future Vol, veh/h 0 182 345 1 0 0
Conflicting Peds, #/hr 1 0 0 1 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 78 78 78 78 78 78
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 0 233 442 1 0 0
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 444 0 - 0 677 444
Stage 1 - - - - 444 -
Stage 2 - - - - 233 -
Critical Hdwy 4.1 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 1127 - - - 421 618
Stage 1 - - - - 651 -
Stage 2 - - - - 810 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1126 - - - 420 617
Mov Cap-2 Maneuver - - - - 420 -
Stage 1 - - - - 650 -
Stage 2 - - - - 809 -
Approach EB WB SB
HCM Control Delay, s 0 0 0

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1126 - - - -
HCM Lane V/C Ratio - - - - -
HCM Control Delay (s) 0 - - - 0
HCM Lane LOS A - - - A
HCM 95th %tile Q(veh) 0 - - - -
HCM 6th Signalized Intersection Summary 4_NT+P_AM
1: Magnolia Avenue & SR-52 EB Off-ramp 10/06/2024
4_NT+P_AM Santee Warehouse 7:00 am 05/02/2023 Near Term plus Project Conditions Synchro 11 Report Dudek Page 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 513 442 0 1304 520 0
Future Volume (veh/h) 513 442 0 1304 520 0
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 0 1900 1900 0
Adj Flow Rate, veh/h 540 465 0 1373 547 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 0 0 0 0 0 0
Cap, veh/h 599 533 0 1594 1594 0
Arrive On Green 0.33 0.33 0.00 0.44 0.15 0.00
Sat Flow, veh/h 1810 1610 0 3800 3800 0
Grp Volume(v), veh/h 540 465 0 1373 547 0
Grp Sat Flow(s),veh/h/ln 1810 1610 0 1805 1805 0
Q Serve(g_s), s 15.6 14.9 0.0 18.8 7.5 0.0
Cycle Q Clear(g_c), s 15.6 14.9 0.0 18.8 7.5 0.0
Prop In Lane 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 599 533 0 1594 1594 0
V/C Ratio(X) 0.90 0.87 0.00 0.86 0.34 0.00
Avail Cap(c_a), veh/h 622 553 0 1594 1594 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 0.33 1.00
Upstream Filter(I) 1.00 1.00 0.00 1.00 0.85 0.00
Uniform Delay (d), s/veh 17.5 17.3 0.0 13.8 16.3 0.0
Incr Delay (d2), s/veh 16.0 13.9 0.0 6.4 0.5 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 7.8 6.4 0.0 6.9 2.8 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.6 31.2 0.0 20.2 16.8 0.0
LnGrp LOS C C A C B A
Approach Vol, veh/h 1005 1373 547
Approach Delay, s/veh 32.5 20.2 16.8
Approach LOS C C B
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 30.7 24.3 30.7
Change Period (Y+Rc), s 6.4 6.1 6.4
Max Green Setting (Gmax), s 23.6 18.9 23.6
Max Q Clear Time (g_c+I1), s 20.8 17.6 9.5
Green Ext Time (p_c), s 2.0 0.6 2.8
Intersection Summary
HCM 6th Ctrl Delay 23.8
HCM 6th LOS C
---- "i .,, tt tt
HCM 6th Signalized Intersection Summary 4_NT+P_AM
2: Magnolia Avenue & SR-52 WB On-Ramp/SR-67 SB On-Ramp 10/06/2024 4_NT+P_AM Santee Warehouse 7:00 am 05/02/2023 Near Term plus Project Conditions Synchro 11 Report Dudek Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 0 0 0 292 1380 139 521 524 293 Future Volume (veh/h) 0 0 0 0 0 0 292 1380 139 521 524 293 Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900
Adj Flow Rate, veh/h 301 1423 143 537 540 302
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, % 0 0 0 0 0 0
Cap, veh/h 1528 1991 603 1390 762 426
Arrive On Green 0.87 0.77 0.77 0.40 0.34 0.34
Sat Flow, veh/h 3510 5187 1570 3510 2211 1234
Grp Volume(v), veh/h 301 1423 143 537 441 401
Grp Sat Flow(s),veh/h/ln 1755 1729 1570 1755 1805 1640
Q Serve(g_s), s 0.7 7.8 1.4 6.0 11.6 11.7
Cycle Q Clear(g_c), s 0.7 7.8 1.4 6.0 11.6 11.7
Prop In Lane 1.00 1.00 1.00 0.75
Lane Grp Cap(c), veh/h 1528 1991 603 1390 622 566
V/C Ratio(X) 0.20 0.71 0.24 0.39 0.71 0.71
Avail Cap(c_a), veh/h 1528 3169 959 1390 1103 1002
HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00
Upstream Filter(I) 0.36 0.36 0.36 1.00 1.00 1.00
Uniform Delay (d), s/veh 2.1 4.8 4.1 11.8 15.6 15.6
Incr Delay (d2), s/veh 0.0 0.8 0.3 0.1 6.7 7.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.2 1.3 0.4 1.8 4.9 4.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 2.1 5.6 4.4 11.9 22.3 23.0
LnGrp LOS A A A B C C
Approach Vol, veh/h 1867 1379
Approach Delay, s/veh 5.0 18.5
Approach LOS A B
Timer - Assigned Phs 1 2 5 6
Phs Duration (G+Y+Rc), s27.5 27.5 29.6 25.4
Change Period (Y+Rc), s 5.7 * 6.4 5.7 * 6.4
Max Green Setting (Gmax), s9.3 * 34 9.3 * 34
Max Q Clear Time (g_c+I1), s8.0 9.8 2.7 13.7
Green Ext Time (p_c), s 0.2 11.1 0.3 5.0
Intersection Summary
HCM 6th Ctrl Delay 10.7
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. ___________ 'f"i +++ ., 'f"i tf+
HCM 6th Signalized Intersection Summary 4_NT+P_AM
3: Magnolia Avenue & Mission Gorge Road/Woodside Avenue 10/06/2024 4_NT+P_AM Santee Warehouse 7:00 am 05/02/2023 Near Term plus Project Conditions Synchro 11 Report Dudek Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 108 249 177 371 600 209 239 634 478 246 816 189 Future Volume (veh/h) 108 249 177 371 600 209 239 634 478 246 816 189 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 110 254 181 379 612 213 244 647 488 251 833 193 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 0 0 0 0 0 0 0 0 0 0 0 0
Cap, veh/h 173 724 459 466 742 258 312 1439 845 319 1446 634 Arrive On Green 0.05 0.20 0.20 0.13 0.28 0.28 0.09 0.40 0.40 0.09 0.40 0.40 Sat Flow, veh/h 3510 3610 1574 3510 2613 908 3510 3610 1583 3510 3610 1583 Grp Volume(v), veh/h 110 254 181 379 422 403 244 647 488 251 833 193 Grp Sat Flow(s),veh/h/ln1755 1805 1574 1755 1805 1716 1755 1805 1583 1755 1805 1583 Q Serve(g_s), s 3.1 6.1 9.4 10.7 22.2 22.3 6.9 13.3 21.2 7.1 18.3 8.5 Cycle Q Clear(g_c), s 3.1 6.1 9.4 10.7 22.2 22.3 6.9 13.3 21.2 7.1 18.3 8.5 Prop In Lane 1.00 1.00 1.00 0.53 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 173 724 459 466 513 487 312 1439 845 319 1446 634 V/C Ratio(X) 0.64 0.35 0.39 0.81 0.82 0.83 0.78 0.45 0.58 0.79 0.58 0.30 Avail Cap(c_a), veh/h 363 1084 616 708 720 684 363 1439 845 363 1446 634 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.4 34.9 29.0 42.8 34.0 34.0 45.3 22.4 16.1 45.2 23.7 20.8 Incr Delay (d2), s/veh 3.8 0.3 0.6 4.3 5.4 5.8 9.2 1.0 2.9 9.8 1.7 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/ln1.4 2.7 3.5 4.8 10.1 9.7 3.3 5.5 7.6 3.4 7.6 3.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 51.2 35.2 29.5 47.1 39.4 39.8 54.5 23.4 19.0 55.0 25.4 22.0 LnGrp LOS D D C D D D D C B E C C
Approach Vol, veh/h 545 1204 1379 1277
Approach Delay, s/veh 36.6 42.0 27.3 30.7
Approach LOS D D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s13.7 45.0 18.0 24.9 13.5 45.2 9.5 33.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s10.5 40.5 20.5 30.5 10.5 40.5 10.5 40.5 Max Q Clear Time (g_c+I1), s9.1 23.2 12.7 11.4 8.9 20.3 5.1 24.3 Green Ext Time (p_c), s 0.1 5.5 0.8 2.0 0.1 6.0 0.1 4.6 Intersection Summary
HCM 6th Ctrl Delay 33.5
HCM 6th LOS C
HCM 6th AWSC 4_NT+P_AM
4: Woodside Avenue & SR-67 SB Off-Ramp & N. Woodside Avenue 10/06/2024 4_NT+P_AM Santee Warehouse 7:00 am 05/02/2023 Near Term plus Project Conditions Synchro 11 Report Dudek Page 4
Intersection
Intersection Delay, s/veh45.1
Intersection LOS E
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 408 0 0 11 585 25 287 8 0 0 16 207
Future Vol, veh/h 408 0 0 11 585 25 287 8 0 0 16 207
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0
Mvmt Flow 429 0 0 12 616 26 302 8 0 0 17 218
Number of Lanes 0 1 1 0 2 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 2 2
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 2 2
HCM Control Delay 89.5 30.9 32.2 20.8

HCM LOS F D D C

Lane NBLn1 EBLn1 EBLn2WBLn1WBLn2 SBLn1
Vol Left, % 97% 100% 0% 4% 0% 0%
Vol Thru, % 3% 0% 100% 96% 92% 7%
Vol Right, % 0% 0% 0% 0% 8% 93%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 295 408 0 304 318 223
LT Vol 287 408 0 11 0 0
Through Vol 8 0 0 293 293 16
RT Vol 0 0 0 0 25 207
Lane Flow Rate 311 429 0 319 334 235
Geometry Grp 2 5 5 5 5 2
Degree of Util (X) 0.733 1.054 0 0.721 0.748 0.535
Departure Headway (Hd) 8.729 8.832 8.312 8.365 8.289 8.47 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 416 412 0 434 438 430
Service Time 6.729 6.532 6.012 6.065 5.989 6.47
HCM Lane V/C Ratio 0.748 1.041 0 0.735 0.763 0.547
HCM Control Delay 32.2 89.5 11 29.9 31.8 20.8
HCM Lane LOS D F N D D C
HCM 95th-tile Q 5.8 14.1 0 5.6 6.1 3.1
HCM 6th TWSC 4_NT+P_AM
5: N. Woodside Avenue & Hartley Road 10/06/2024
4_NT+P_AM Santee Warehouse 7:00 am 05/02/2023 Near Term plus Project Conditions Synchro 11 Report Dudek Page 5
Intersection
Int Delay, s/veh 3.4
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 191 261 138 19 5 75
Future Vol, veh/h 191 261 138 19 5 75
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 115 - - 115 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 81 81 81 81 81 81
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 236 322 170 23 6 93
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 193 0 - 0 964 170
Stage 1 - - - - 170 -
Stage 2 - - - - 794 -
Critical Hdwy 4.1 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 1392 - - - 286 879
Stage 1 - - - - 865 -
Stage 2 - - - - 449 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1392 - - - 237 879
Mov Cap-2 Maneuver - - - - 237 -
Stage 1 - - - - 718 -
Stage 2 - - - - 449 -
Approach EB WB SB
HCM Control Delay, s 3.4 0 10.5

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1392 - - - 752
HCM Lane V/C Ratio 0.169 - - - 0.131
HCM Control Delay (s) 8.1 - - - 10.5
HCM Lane LOS A - - - B
HCM 95th %tile Q(veh) 0.6 - - - 0.5
"'i t t '(I V
HCM 6th TWSC 4_NT+P_AM
6: N. Woodside Avenue & Wheatlands Avenue 10/06/2024
4_NT+P_AM Santee Warehouse 7:00 am 05/02/2023 Near Term plus Project Conditions Synchro 11 Report Dudek Page 6
Intersection
Int Delay, s/veh 1.8
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 60 187 136 49 9 25
Future Vol, veh/h 60 187 136 49 9 25
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 175 - - 100 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 79 79 79 79 79 79
Heavy Vehicles, % 0 0 0 2 0 0
Mvmt Flow 76 237 172 62 11 32
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 234 0 - 0 561 172
Stage 1 - - - - 172 -
Stage 2 - - - - 389 -
Critical Hdwy 4.1 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 1345 - - - 492 877
Stage 1 - - - - 863 -
Stage 2 - - - - 689 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1345 - - - 464 877
Mov Cap-2 Maneuver - - - - 464 -
Stage 1 - - - - 814 -
Stage 2 - - - - 689 -
Approach EB WB SB
HCM Control Delay, s 1.9 0 10.4

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1345 - - - 710
HCM Lane V/C Ratio 0.056 - - - 0.061
HCM Control Delay (s) 7.8 - - - 10.4
HCM Lane LOS A - - - B
HCM 95th %tile Q(veh) 0.2 - - - 0.2
"'i t t '(I V
HCM 6th TWSC 4_NT+P_AM
7: N. Woodside Avenue & Project Access Road 10/06/2024
4_NT+P_AM Santee Warehouse 7:00 am 05/02/2023 Near Term plus Project Conditions Synchro 11 Report Dudek Page 7
Intersection
Int Delay, s/veh 2.6
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 103 91 172 18 4 22
Future Vol, veh/h 103 91 172 18 4 22
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 78 78 78 78 78 78
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 132 117 221 23 5 28
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 244 0 - 0 614 233
Stage 1 - - - - 233 -
Stage 2 - - - - 381 -
Critical Hdwy 4.1 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 1334 - - - 459 811
Stage 1 - - - - 810 -
Stage 2 - - - - 695 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1334 - - - 410 811
Mov Cap-2 Maneuver - - - - 410 -
Stage 1 - - - - 724 -
Stage 2 - - - - 695 -
Approach EB WB SB
HCM Control Delay, s 4.2 0 10.4

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1334 - - - 705
HCM Lane V/C Ratio 0.099 - - - 0.047
HCM Control Delay (s) 8 0 - - 10.4
HCM Lane LOS A A - - B
HCM 95th %tile Q(veh) 0.3 - - - 0.1
HCM 6th Signalized Intersection Summary 4_NT+P_PM
1: Magnolia Avenue & SR-52 EB Off-ramp 10/06/2024
4_NT+P_PM Santee Warehouse 4:00 pm 05/02/2023 Near Term plus Project Conditions Synchro 11 Report Dudek Page 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 506 506 0 1396 575 0
Future Volume (veh/h) 506 506 0 1396 575 0
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 0 1900 1900 0
Adj Flow Rate, veh/h 522 522 0 1439 593 0
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, % 0 0 0 0 0 0
Cap, veh/h 622 553 0 1549 1549 0
Arrive On Green 0.34 0.34 0.00 0.43 0.86 0.00
Sat Flow, veh/h 1810 1610 0 3800 3800 0
Grp Volume(v), veh/h 522 522 0 1439 593 0
Grp Sat Flow(s),veh/h/ln 1810 1610 0 1805 1805 0
Q Serve(g_s), s 14.6 17.3 0.0 20.8 1.9 0.0
Cycle Q Clear(g_c), s 14.6 17.3 0.0 20.8 1.9 0.0
Prop In Lane 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 622 553 0 1549 1549 0
V/C Ratio(X) 0.84 0.94 0.00 0.93 0.38 0.00
Avail Cap(c_a), veh/h 622 553 0 1549 1549 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 1.00
Upstream Filter(I) 1.00 1.00 0.00 1.00 0.75 0.00
Uniform Delay (d), s/veh 16.7 17.5 0.0 14.9 2.4 0.0
Incr Delay (d2), s/veh 10.0 25.0 0.0 11.2 0.5 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 6.5 8.8 0.0 8.6 0.5 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.6 42.5 0.0 26.1 2.9 0.0
LnGrp LOS C D A C A A
Approach Vol, veh/h 1044 1439 593
Approach Delay, s/veh 34.5 26.1 2.9
Approach LOS C C A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 30.0 25.0 30.0
Change Period (Y+Rc), s 6.4 6.1 6.4
Max Green Setting (Gmax), s 23.6 18.9 23.6
Max Q Clear Time (g_c+I1), s 22.8 19.3 3.9
Green Ext Time (p_c), s 0.6 0.0 3.5
Intersection Summary
HCM 6th Ctrl Delay 24.5
HCM 6th LOS C
---- "i .,, tt tt
HCM 6th Signalized Intersection Summary 4_NT+P_PM
2: Magnolia Avenue & SR-52 WB On-Ramp/SR-67 SB On-Ramp 10/06/2024 4_NT+P_PM Santee Warehouse 4:00 pm 05/02/2023 Near Term plus Project Conditions Synchro 11 Report Dudek Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 0 0 0 233 1511 146 592 576 411 Future Volume (veh/h) 0 0 0 0 0 0 233 1511 146 592 576 411 Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900
Adj Flow Rate, veh/h 238 1542 149 604 588 419
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98
Percent Heavy Veh, % 0 0 0 0 0 0
Cap, veh/h 1327 2097 634 1319 800 570
Arrive On Green 0.76 0.81 0.81 0.38 0.40 0.40
Sat Flow, veh/h 3510 5187 1569 3510 1989 1417
Grp Volume(v), veh/h 238 1542 149 604 534 473
Grp Sat Flow(s),veh/h/ln 1755 1729 1569 1755 1805 1601
Q Serve(g_s), s 1.1 7.7 1.2 7.1 13.8 13.8
Cycle Q Clear(g_c), s 1.1 7.7 1.2 7.1 13.8 13.8
Prop In Lane 1.00 1.00 1.00 0.89
Lane Grp Cap(c), veh/h 1327 2097 634 1319 726 644
V/C Ratio(X) 0.18 0.74 0.23 0.46 0.74 0.74
Avail Cap(c_a), veh/h 1327 3169 958 1319 1103 978
HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00
Upstream Filter(I) 0.33 0.33 0.33 1.00 1.00 1.00
Uniform Delay (d), s/veh 4.3 3.9 3.3 12.9 14.0 14.0
Incr Delay (d2), s/veh 0.0 0.8 0.3 0.1 6.5 7.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.3 1.2 0.3 2.2 5.5 5.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 4.3 4.7 3.5 13.0 20.5 21.3
LnGrp LOS A A A B C C
Approach Vol, veh/h 1929 1611
Approach Delay, s/veh 4.5 17.9
Approach LOS A B
Timer - Assigned Phs 1 2 5 6
Phs Duration (G+Y+Rc), s26.4 28.6 26.5 28.5
Change Period (Y+Rc), s 5.7 * 6.4 5.7 * 6.4
Max Green Setting (Gmax), s9.3 * 34 9.3 * 34
Max Q Clear Time (g_c+I1), s9.1 9.7 3.1 15.8
Green Ext Time (p_c), s 0.0 12.2 0.2 6.0
Intersection Summary
HCM 6th Ctrl Delay 10.6
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. ___________ 'f"i +++ ., 'f"i tf+
HCM 6th Signalized Intersection Summary 4_NT+P_PM
3: Magnolia Avenue & Mission Gorge Road/Woodside Avenue 10/06/2024 4_NT+P_PM Santee Warehouse 4:00 pm 05/02/2023 Near Term plus Project Conditions Synchro 11 Report Dudek Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 248 678 357 554 581 162 231 843 436 158 657 161 Future Volume (veh/h) 248 678 357 554 581 162 231 843 436 158 657 161 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 261 714 376 583 612 171 243 887 459 166 692 169 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, % 0 0 0 0 0 0 0 0 0 0 0 0
Cap, veh/h 313 882 522 611 914 255 299 1317 857 226 1240 544 Arrive On Green 0.09 0.24 0.24 0.17 0.33 0.33 0.09 0.36 0.36 0.06 0.34 0.34 Sat Flow, veh/h 3510 3610 1575 3510 2775 774 3510 3610 1581 3510 3610 1583 Grp Volume(v), veh/h 261 714 376 583 398 385 243 887 459 166 692 169 Grp Sat Flow(s),veh/h/ln1755 1805 1575 1755 1805 1744 1755 1805 1581 1755 1805 1583 Q Serve(g_s), s 8.6 22.0 24.8 19.4 22.3 22.4 8.0 24.4 22.2 5.5 18.3 9.2 Cycle Q Clear(g_c), s 8.6 22.0 24.8 19.4 22.3 22.4 8.0 24.4 22.2 5.5 18.3 9.2 Prop In Lane 1.00 1.00 1.00 0.44 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 313 882 522 611 594 574 299 1317 857 226 1240 544 V/C Ratio(X) 0.83 0.81 0.72 0.95 0.67 0.67 0.81 0.67 0.54 0.74 0.56 0.31 Avail Cap(c_a), veh/h 313 934 545 611 620 599 313 1317 857 313 1240 544 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.8 41.9 34.8 48.2 34.0 34.0 53.0 31.5 17.7 54.2 31.4 28.4 Incr Delay (d2), s/veh 17.4 5.1 4.4 25.6 2.6 2.8 14.4 2.8 2.4 5.6 1.8 1.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.5 10.2 9.8 10.5 9.9 9.7 4.0 10.6 8.2 2.5 8.0 3.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 70.3 47.1 39.2 73.8 36.6 36.8 67.4 34.3 20.1 59.8 33.2 29.9 LnGrp LOS E D D E D D E C C E C C
Approach Vol, veh/h 1351 1366 1589 1027
Approach Delay, s/veh 49.4 52.6 35.2 37.0
Approach LOS D D D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s12.1 47.5 25.0 33.3 14.6 45.0 15.0 43.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s10.5 40.5 20.5 30.5 10.5 40.5 10.5 40.5 Max Q Clear Time (g_c+I1), s7.5 26.4 21.4 26.8 10.0 20.3 10.6 24.4 Green Ext Time (p_c), s 0.1 6.3 0.0 2.0 0.0 4.8 0.0 4.2 Intersection Summary
HCM 6th Ctrl Delay 43.6
HCM 6th LOS D
HCM 6th AWSC 4_NT+P_PM
4: Woodside Avenue & SR-67 SB Off-Ramp & N. Woodside Avenue 10/06/2024 4_NT+P_PM Santee Warehouse 4:00 pm 05/02/2023 Near Term plus Project Conditions Synchro 11 Report Dudek Page 4
Intersection
Intersection Delay, s/veh53.5
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 185 0 0 4 370 14 286 7 0 0 30 556
Future Vol, veh/h 185 0 0 4 370 14 286 7 0 0 30 556
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0
Mvmt Flow 197 0 0 4 394 15 304 7 0 0 32 591
Number of Lanes 0 1 1 0 2 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 2 2
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 2 2
HCM Control Delay 20.9 18.2 26 101

HCM LOS C C D F

Lane NBLn1 EBLn1 EBLn2WBLn1WBLn2 SBLn1
Vol Left, % 98% 100% 0% 2% 0% 0%
Vol Thru, % 2% 0% 100% 98% 93% 5%
Vol Right, % 0% 0% 0% 0% 7% 95%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 293 185 0 189 199 586
LT Vol 286 185 0 4 0 0
Through Vol 7 0 0 185 185 30
RT Vol 0 0 0 0 14 556
Lane Flow Rate 312 197 0 201 212 623
Geometry Grp 2 5 5 5 5 2
Degree of Util (X) 0.668 0.489 0 0.45 0.47 1.123
Departure Headway (Hd) 8.11 9.47 8.946 8.488 8.426 6.486 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 449 384 0 426 430 561
Service Time 6.11 7.17 6.646 6.188 6.126 4.546
HCM Lane V/C Ratio 0.695 0.513 0 0.472 0.493 1.111
HCM Control Delay 26 20.9 11.6 17.9 18.4 101
HCM Lane LOS D C N C C F
HCM 95th-tile Q 4.8 2.6 0 2.3 2.4 20
HCM 6th TWSC 4_NT+P_PM
5: N. Woodside Avenue & Hartley Road 10/06/2024
4_NT+P_PM Santee Warehouse 4:00 pm 05/02/2023 Near Term plus Project Conditions Synchro 11 Report Dudek Page 5
Intersection
Int Delay, s/veh 3.3
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 18 162 485 3 17 136
Future Vol, veh/h 18 162 485 3 17 136
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 115 - - 115 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 84 84 84 84 84 84
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 21 193 577 4 20 162
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 581 0 - 0 812 577
Stage 1 - - - - 577 -
Stage 2 - - - - 235 -
Critical Hdwy 4.1 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 1003 - - - 351 520
Stage 1 - - - - 566 -
Stage 2 - - - - 809 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1003 - - - 344 520
Mov Cap-2 Maneuver - - - - 344 -
Stage 1 - - - - 554 -
Stage 2 - - - - 809 -
Approach EB WB SB
HCM Control Delay, s 0.9 0 16.6

HCM LOS C
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1003 - - - 492
HCM Lane V/C Ratio 0.021 - - - 0.37
HCM Control Delay (s) 8.7 - - - 16.6
HCM Lane LOS A - - - C
HCM 95th %tile Q(veh) 0.1 - - - 1.7
"'i t t '(I V
HCM 6th TWSC 4_NT+P_PM
6: N. Woodside Avenue & Wheatlands Avenue 10/06/2024
4_NT+P_PM Santee Warehouse 4:00 pm 05/02/2023 Near Term plus Project Conditions Synchro 11 Report Dudek Page 6
Intersection
Int Delay, s/veh 2.5
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 26 161 419 20 46 59
Future Vol, veh/h 26 161 419 20 46 59
Conflicting Peds, #/hr 2 0 0 2 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 175 - - 100 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 87 87 87 87 87 87
Heavy Vehicles, % 0 0 0 2 0 0
Mvmt Flow 30 185 482 23 53 68
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 507 0 - 0 729 484
Stage 1 - - - - 484 -
Stage 2 - - - - 245 -
Critical Hdwy 4.1 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 1068 - - - 393 587
Stage 1 - - - - 624 -
Stage 2 - - - - 800 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1066 - - - 380 586
Mov Cap-2 Maneuver - - - - 380 -
Stage 1 - - - - 605 -
Stage 2 - - - - 798 -
Approach EB WB SB
HCM Control Delay, s 1.2 0 15.2

HCM LOS C
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1066 - - - 474
HCM Lane V/C Ratio 0.028 - - - 0.255
HCM Control Delay (s) 8.5 - - - 15.2
HCM Lane LOS A - - - C
HCM 95th %tile Q(veh) 0.1 - - - 1
"'i t t '(I V
HCM 6th TWSC 4_NT+P_PM
7: N. Woodside Avenue & Project Access Road 10/06/2024
4_NT+P_PM Santee Warehouse 4:00 pm 05/02/2023 Near Term plus Project Conditions Synchro 11 Report Dudek Page 7
Intersection
Int Delay, s/veh 2.7
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 26 182 345 5 18 98
Future Vol, veh/h 26 182 345 5 18 98
Conflicting Peds, #/hr 1 0 0 1 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 78 78 78 78 78 78
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 33 233 442 6 23 126
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 449 0 - 0 745 446
Stage 1 - - - - 446 -
Stage 2 - - - - 299 -
Critical Hdwy 4.1 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 1122 - - - 384 617
Stage 1 - - - - 649 -
Stage 2 - - - - 757 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1121 - - - 370 616
Mov Cap-2 Maneuver - - - - 370 -
Stage 1 - - - - 626 -
Stage 2 - - - - 756 -
Approach EB WB SB
HCM Control Delay, s 1 0 13.8

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1121 - - - 558
HCM Lane V/C Ratio 0.03 - - - 0.267
HCM Control Delay (s) 8.3 0 - - 13.8
HCM Lane LOS A A - - B
HCM 95th %tile Q(veh) 0.1 - - - 1.1
Appendix H
Intersection LOS Worksheets – Horizon Year

HCM 6th Signalized Intersection Summary 5_HY_AM
1: Magnolia Avenue & SR-52 EB Off-ramp 10/06/2024
5_HY_AM Santee Warehouse 7:00 am 05/02/2023 Horizon Year Conditions Synchro 11 Report Dudek Page 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 300 260 0 1638 641 0
Future Volume (veh/h) 300 260 0 1638 641 0
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 0 1900 1900 0
Adj Flow Rate, veh/h 309 268 0 1689 661 0
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, % 0 0 0 0 0 0
Cap, veh/h 397 354 0 1997 1997 0
Arrive On Green 0.22 0.22 0.00 0.55 1.00 0.00
Sat Flow, veh/h 1810 1610 0 3800 3800 0
Grp Volume(v), veh/h 309 268 0 1689 661 0
Grp Sat Flow(s),veh/h/ln 1810 1610 0 1805 1805 0
Q Serve(g_s), s 8.8 8.6 0.0 21.6 0.0 0.0
Cycle Q Clear(g_c), s 8.8 8.6 0.0 21.6 0.0 0.0
Prop In Lane 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 397 354 0 1997 1997 0
V/C Ratio(X) 0.78 0.76 0.00 0.85 0.33 0.00
Avail Cap(c_a), veh/h 622 553 0 1997 1997 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 1.00
Upstream Filter(I) 1.00 1.00 0.00 1.00 0.86 0.00
Uniform Delay (d), s/veh 20.2 20.1 0.0 10.3 0.0 0.0
Incr Delay (d2), s/veh 3.3 3.3 0.0 4.6 0.4 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 3.5 3.0 0.0 6.5 0.1 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 23.5 23.4 0.0 15.0 0.4 0.0
LnGrp LOS C C A B A A
Approach Vol, veh/h 577 1689 661
Approach Delay, s/veh 23.5 15.0 0.4
Approach LOS C B A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 36.8 18.2 36.8
Change Period (Y+Rc), s 6.4 6.1 6.4
Max Green Setting (Gmax), s 23.6 18.9 23.6
Max Q Clear Time (g_c+I1), s 23.6 10.8 2.0
Green Ext Time (p_c), s 0.0 1.2 4.1
Intersection Summary
HCM 6th Ctrl Delay 13.3
HCM 6th LOS B
---- "i .,, tt tt
HCM 6th Signalized Intersection Summary 5_HY_AM
2: Magnolia Avenue & SR-52 WB On-Ramp/SR-67 SB On-Ramp 10/06/2024 5_HY_AM Santee Warehouse 7:00 am 05/02/2023 Horizon Year Conditions Synchro 11 Report Dudek Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 0 0 0 445 1268 250 643 651 370 Future Volume (veh/h) 0 0 0 0 0 0 445 1268 250 643 651 370 Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900
Adj Flow Rate, veh/h 454 1294 255 656 664 378
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98
Percent Heavy Veh, % 0 0 0 0 0 0
Cap, veh/h 594 2697 817 913 1341 763
Arrive On Green 0.34 1.00 1.00 0.26 0.61 0.61
Sat Flow, veh/h 3510 5187 1571 3510 2195 1249
Grp Volume(v), veh/h 454 1294 255 656 546 496
Grp Sat Flow(s),veh/h/ln 1755 1729 1571 1755 1805 1639
Q Serve(g_s), s 6.3 0.0 0.0 9.4 9.3 9.3
Cycle Q Clear(g_c), s 6.3 0.0 0.0 9.4 9.3 9.3
Prop In Lane 1.00 1.00 1.00 0.76
Lane Grp Cap(c), veh/h 594 2697 817 913 1103 1001
V/C Ratio(X) 0.76 0.48 0.31 0.72 0.50 0.50
Avail Cap(c_a), veh/h 594 2697 817 913 1103 1001
HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00
Upstream Filter(I) 0.37 0.37 0.37 1.00 1.00 1.00
Uniform Delay (d), s/veh 17.2 0.0 0.0 18.5 6.0 6.0
Incr Delay (d2), s/veh 2.0 0.2 0.4 2.4 1.6 1.8
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.0 0.1 0.1 3.4 2.4 2.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.3 0.2 0.4 20.9 7.6 7.7
LnGrp LOS B A A C A A
Approach Vol, veh/h 2003 1698
Approach Delay, s/veh 4.6 12.8
Approach LOS A B
Timer - Assigned Phs 1 2 5 6
Phs Duration (G+Y+Rc), s20.0 35.0 15.0 40.0
Change Period (Y+Rc), s 5.7 * 6.4 5.7 * 6.4
Max Green Setting (Gmax), s14.3 * 29 9.3 * 34
Max Q Clear Time (g_c+I1), s11.4 2.0 8.3 11.3
Green Ext Time (p_c), s 0.5 11.0 0.1 6.8
Intersection Summary
HCM 6th Ctrl Delay 8.3
HCM 6th LOS A
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. ___________ 'f"i +++ ., 'f"i tf+
HCM 6th Signalized Intersection Summary 5_HY_AM
3: Magnolia Avenue & Mission Gorge Road/Woodside Avenue 10/06/2024 5_HY_AM Santee Warehouse 7:00 am 05/02/2023 Horizon Year Conditions Synchro 11 Report Dudek Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 162 220 180 430 630 301 270 813 430 341 1234 313 Future Volume (veh/h) 162 220 180 430 630 301 270 813 430 341 1234 313 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.98 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 171 232 189 453 663 317 284 856 453 359 1299 329 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, % 0 0 0 0 0 0 0 0 0 0 0 0
Cap, veh/h 246 413 348 1030 795 380 370 1038 926 394 1064 466 Arrive On Green 0.07 0.11 0.11 0.29 0.34 0.34 0.11 0.29 0.29 0.11 0.29 0.29 Sat Flow, veh/h 3510 3610 1558 3510 2353 1125 3510 3610 1579 3510 3610 1582 Grp Volume(v), veh/h 171 232 189 453 509 471 284 856 453 359 1299 329 Grp Sat Flow(s),veh/h/ln1755 1805 1558 1755 1805 1674 1755 1805 1579 1755 1805 1582 Q Serve(g_s), s 4.5 5.7 4.4 9.8 24.3 24.3 7.4 20.7 0.0 9.5 27.6 17.3 Cycle Q Clear(g_c), s 4.5 5.7 4.4 9.8 24.3 24.3 7.4 20.7 0.0 9.5 27.6 17.3 Prop In Lane 1.00 1.00 1.00 0.67 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 246 413 348 1030 609 565 370 1038 926 394 1064 466 V/C Ratio(X) 0.70 0.56 0.54 0.44 0.83 0.83 0.77 0.82 0.49 0.91 1.22 0.71 Avail Cap(c_a), veh/h 394 1177 677 1030 781 725 582 1177 987 394 1064 466 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 42.5 39.2 12.4 26.8 28.6 28.6 40.7 31.1 11.4 41.1 33.0 29.4 Incr Delay (d2), s/veh 3.5 1.2 1.3 0.3 6.2 6.7 3.4 4.4 0.4 24.9 108.2 4.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.0 2.5 1.8 3.9 10.9 10.1 3.2 9.0 4.9 5.3 27.1 6.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.0 40.4 13.8 27.1 34.8 35.2 44.1 35.5 11.8 65.9 141.2 34.2 LnGrp LOS D D B C C D D D B E F C
Approach Vol, veh/h 592 1433 1593 1987
Approach Delay, s/veh 33.5 32.5 30.3 109.9
Approach LOS C C C F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s15.0 31.4 31.9 15.2 14.3 32.1 11.1 36.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s10.5 30.5 20.5 30.5 15.5 25.5 10.5 40.5 Max Q Clear Time (g_c+I1), s11.5 22.7 11.8 7.7 9.4 29.6 6.5 26.3 Green Ext Time (p_c), s 0.0 4.2 1.1 2.0 0.5 0.0 0.2 5.3 Intersection Summary
HCM 6th Ctrl Delay 59.4
HCM 6th LOS E
HCM 6th AWSC 5_HY_AM
4: Woodside Avenue & SR-67 SB Off-Ramp & N. Woodside Avenue 10/06/2024 5_HY_AM Santee Warehouse 7:00 am 05/02/2023 Horizon Year Conditions Synchro 11 Report Dudek Page 4
Intersection
Intersection Delay, s/veh62.9
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 412 0 0 11 591 40 360 10 0 0 16 207
Future Vol, veh/h 412 0 0 11 591 40 360 10 0 0 16 207
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0
Mvmt Flow 438 0 0 12 629 43 383 11 0 0 17 220
Number of Lanes 0 1 1 0 2 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 2 2
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 2 2
HCM Control Delay 118.9 41.4 61.2 24.2

HCM LOS F E F C

Lane NBLn1 EBLn1 EBLn2WBLn1WBLn2 SBLn1
Vol Left, % 97% 100% 0% 4% 0% 0%
Vol Thru, % 3% 0% 100% 96% 88% 7%
Vol Right, % 0% 0% 0% 0% 12% 93%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 370 412 0 307 336 223
LT Vol 360 412 0 11 0 0
Through Vol 10 0 0 296 296 16
RT Vol 0 0 0 0 40 207
Lane Flow Rate 394 438 0 326 357 237
Geometry Grp 2 5 5 5 5 2
Degree of Util (X) 0.936 1.137 0 0.781 0.845 0.576
Departure Headway (Hd) 9.088 9.337 8.815 9.102 8.996 9.314 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 401 390 0 401 407 389
Service Time 7.088 7.119 6.596 6.802 6.696 7.314
HCM Lane V/C Ratio 0.983 1.123 0 0.813 0.877 0.609
HCM Control Delay 61.2 118.9 11.6 37.5 44.9 24.2
HCM Lane LOS F F N E E C
HCM 95th-tile Q 10.3 16.5 0 6.6 8 3.5
HCM 6th TWSC 5_HY_AM
5: N. Woodside Avenue & Hartley Road 10/06/2024
5_HY_AM Santee Warehouse 7:00 am 05/02/2023 Horizon Year Conditions Synchro 11 Report Dudek Page 5
Intersection
Int Delay, s/veh 3.8
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 191 190 139 19 5 75
Future Vol, veh/h 191 190 139 19 5 75
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 115 - - 115 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 84 84 84 84 84 84
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 227 226 165 23 6 89
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 188 0 - 0 845 165
Stage 1 - - - - 165 -
Stage 2 - - - - 680 -
Critical Hdwy 4.1 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 1398 - - - 336 885
Stage 1 - - - - 869 -
Stage 2 - - - - 507 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1398 - - - 282 885
Mov Cap-2 Maneuver - - - - 282 -
Stage 1 - - - - 728 -
Stage 2 - - - - 507 -
Approach EB WB SB
HCM Control Delay, s 4 0 10.2

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1398 - - - 781
HCM Lane V/C Ratio 0.163 - - - 0.122
HCM Control Delay (s) 8.1 - - - 10.2
HCM Lane LOS A - - - B
HCM 95th %tile Q(veh) 0.6 - - - 0.4
"'i t t '(I V
HCM 6th TWSC 5_HY_AM
6: N. Woodside Avenue & Wheatlands Avenue 10/06/2024
5_HY_AM Santee Warehouse 7:00 am 05/02/2023 Horizon Year Conditions Synchro 11 Report Dudek Page 6
Intersection
Int Delay, s/veh 2.1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 60 101 137 49 9 25
Future Vol, veh/h 60 101 137 49 9 25
Conflicting Peds, #/hr 2 0 0 2 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 175 - - 100 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 87 87 87 87 87 87
Heavy Vehicles, % 0 0 0 2 0 0
Mvmt Flow 69 116 157 56 10 29
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 215 0 - 0 413 159
Stage 1 - - - - 159 -
Stage 2 - - - - 254 -
Critical Hdwy 4.1 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 1367 - - - 599 892
Stage 1 - - - - 875 -
Stage 2 - - - - 793 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1364 - - - 566 890
Mov Cap-2 Maneuver - - - - 566 -
Stage 1 - - - - 829 -
Stage 2 - - - - 791 -
Approach EB WB SB
HCM Control Delay, s 2.9 0 9.9

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1364 - - - 773
HCM Lane V/C Ratio 0.051 - - - 0.051
HCM Control Delay (s) 7.8 - - - 9.9
HCM Lane LOS A - - - A
HCM 95th %tile Q(veh) 0.2 - - - 0.2
"'i t t '(I V
HCM 6th TWSC 5_HY_AM
7: N. Woodside Avenue & Project Access Road 10/06/2024
5_HY_AM Santee Warehouse 7:00 am 05/02/2023 Horizon Year Conditions Synchro 11 Report Dudek Page 7
Intersection
Int Delay, s/veh 0
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 109 206 0 0 0
Future Vol, veh/h 0 109 206 0 0 0
Conflicting Peds, #/hr 1 0 0 1 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 78 78 78 78 78 78
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 0 140 264 0 0 0
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 265 0 - 0 405 265
Stage 1 - - - - 265 -
Stage 2 - - - - 140 -
Critical Hdwy 4.1 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 1311 - - - 606 779
Stage 1 - - - - 784 -
Stage 2 - - - - 892 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1310 - - - 605 778
Mov Cap-2 Maneuver - - - - 605 -
Stage 1 - - - - 783 -
Stage 2 - - - - 891 -
Approach EB WB SB
HCM Control Delay, s 0 0 0

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1310 - - - -
HCM Lane V/C Ratio - - - - -
HCM Control Delay (s) 0 - - - 0
HCM Lane LOS A - - - A
HCM 95th %tile Q(veh) 0 - - - -
HCM 6th Signalized Intersection Summary 5_HY_PM
1: Magnolia Avenue & SR-52 EB Off-ramp 10/06/2024
5_HY_PM Santee Warehouse 4:00 pm 05/02/2023 Horizon Year Conditions Synchro 11 Report Dudek Page 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 560 490 0 1740 627 0
Future Volume (veh/h) 560 490 0 1740 627 0
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 0 1900 1900 0
Adj Flow Rate, veh/h 577 505 0 1794 646 0
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, % 0 0 0 0 0 0
Cap, veh/h 570 507 0 1721 1721 0
Arrive On Green 0.31 0.31 0.00 0.48 0.95 0.00
Sat Flow, veh/h 1810 1610 0 3800 3800 0
Grp Volume(v), veh/h 577 505 0 1794 646 0
Grp Sat Flow(s),veh/h/ln 1810 1610 0 1805 1805 0
Q Serve(g_s), s 18.9 18.8 0.0 28.6 0.8 0.0
Cycle Q Clear(g_c), s 18.9 18.8 0.0 28.6 0.8 0.0
Prop In Lane 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 570 507 0 1721 1721 0
V/C Ratio(X) 1.01 1.00 0.00 1.04 0.38 0.00
Avail Cap(c_a), veh/h 570 507 0 1721 1721 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 1.00
Upstream Filter(I) 1.00 1.00 0.00 1.00 0.83 0.00
Uniform Delay (d), s/veh 20.5 20.5 0.0 15.7 0.8 0.0
Incr Delay (d2), s/veh 40.8 38.8 0.0 33.7 0.5 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 13.0 11.2 0.0 16.5 0.3 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 61.3 59.3 0.0 49.4 1.3 0.0
LnGrp LOS F E A F A A
Approach Vol, veh/h 1082 1794 646
Approach Delay, s/veh 60.4 49.4 1.3
Approach LOS E D A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 35.0 25.0 35.0
Change Period (Y+Rc), s 6.4 6.1 6.4
Max Green Setting (Gmax), s 28.6 18.9 28.6
Max Q Clear Time (g_c+I1), s 30.6 20.9 2.8
Green Ext Time (p_c), s 0.0 0.0 4.2
Intersection Summary
HCM 6th Ctrl Delay 44.0
HCM 6th LOS D
---- "i .,, tt tt
HCM 6th Signalized Intersection Summary 5_HY_PM
2: Magnolia Avenue & SR-52 WB On-Ramp/SR-67 SB On-Ramp 10/06/2024 5_HY_PM Santee Warehouse 4:00 pm 05/02/2023 Horizon Year Conditions Synchro 11 Report Dudek Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 0 0 0 300 1690 240 718 657 395 Future Volume (veh/h) 0 0 0 0 0 0 300 1690 240 718 657 395 Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900
Adj Flow Rate, veh/h 306 1724 245 733 670 403
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98
Percent Heavy Veh, % 0 0 0 0 0 0
Cap, veh/h 837 2905 880 837 1202 722
Arrive On Green 0.48 1.00 1.00 0.24 0.56 0.56
Sat Flow, veh/h 3510 5187 1571 3510 2146 1289
Grp Volume(v), veh/h 306 1724 245 733 563 510
Grp Sat Flow(s),veh/h/ln 1755 1729 1571 1755 1805 1630
Q Serve(g_s), s 3.3 0.0 0.0 12.1 12.0 12.0
Cycle Q Clear(g_c), s 3.3 0.0 0.0 12.1 12.0 12.0
Prop In Lane 1.00 1.00 1.00 0.79
Lane Grp Cap(c), veh/h 837 2905 880 837 1011 913
V/C Ratio(X) 0.37 0.59 0.28 0.88 0.56 0.56
Avail Cap(c_a), veh/h 837 2905 880 837 1011 913
HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00
Upstream Filter(I) 0.09 0.09 0.09 1.00 1.00 1.00
Uniform Delay (d), s/veh 12.8 0.0 0.0 22.0 8.4 8.4
Incr Delay (d2), s/veh 0.0 0.1 0.1 10.0 2.2 2.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.0 0.0 0.0 5.4 3.7 3.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 12.8 0.1 0.1 32.0 10.7 10.9
LnGrp LOS B A A C B B
Approach Vol, veh/h 2275 1806
Approach Delay, s/veh 1.8 19.4
Approach LOS A B
Timer - Assigned Phs 1 2 5 6
Phs Duration (G+Y+Rc), s20.0 40.0 20.0 40.0
Change Period (Y+Rc), s 5.7 * 6.4 5.7 * 6.4
Max Green Setting (Gmax), s14.3 * 34 14.3 * 34
Max Q Clear Time (g_c+I1), s14.1 2.0 5.3 14.0
Green Ext Time (p_c), s 0.1 16.7 0.4 6.7
Intersection Summary
HCM 6th Ctrl Delay 9.6
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. ___________ 'f"i +++ ., 'f"i tf+
HCM 6th Signalized Intersection Summary 5_HY_PM
3: Magnolia Avenue & Mission Gorge Road/Woodside Avenue 10/06/2024 5_HY_PM Santee Warehouse 4:00 pm 05/02/2023 Horizon Year Conditions Synchro 11 Report Dudek Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 423 700 435 595 635 347 310 1150 495 288 670 232 Future Volume (veh/h) 423 700 435 595 635 347 310 1150 495 288 670 232 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 445 737 458 626 668 365 326 1211 521 303 705 244 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, % 0 0 0 0 0 0 0 0 0 0 0 0
Cap, veh/h 453 797 526 658 624 341 389 1279 862 307 1194 523 Arrive On Green 0.13 0.22 0.22 0.19 0.28 0.28 0.11 0.35 0.35 0.09 0.33 0.33 Sat Flow, veh/h 3510 3610 1574 3510 2236 1221 3510 3610 1581 3510 3610 1583 Grp Volume(v), veh/h 445 737 458 626 539 494 326 1211 521 303 705 244 Grp Sat Flow(s),veh/h/ln1755 1805 1574 1755 1805 1652 1755 1805 1581 1755 1805 1583 Q Serve(g_s), s 15.2 24.0 26.5 21.2 33.5 33.5 10.9 39.1 27.0 10.3 19.5 14.6 Cycle Q Clear(g_c), s 15.2 24.0 26.5 21.2 33.5 33.5 10.9 39.1 27.0 10.3 19.5 14.6 Prop In Lane 1.00 1.00 1.00 0.74 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 453 797 526 658 504 461 389 1279 862 307 1194 523 V/C Ratio(X) 0.98 0.92 0.87 0.95 1.07 1.07 0.84 0.95 0.60 0.99 0.59 0.47 Avail Cap(c_a), veh/h 453 797 526 658 504 461 483 1279 862 307 1194 523 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.1 45.8 37.8 48.2 43.3 43.3 52.3 37.7 18.8 54.7 33.4 31.8 Incr Delay (d2), s/veh 37.3 16.4 14.6 23.7 60.1 62.0 10.2 15.3 3.1 47.5 2.1 3.0 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/ln8.9 12.3 14.4 11.2 22.9 21.2 5.2 19.1 10.0 6.5 8.6 5.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 89.4 62.2 52.4 71.9 103.4 105.3 62.5 53.0 21.9 102.2 35.5 34.7 LnGrp LOS F E D E F F E D C F D C
Approach Vol, veh/h 1640 1659 2058 1252
Approach Delay, s/veh 66.8 92.0 46.6 51.5
Approach LOS E F D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s15.0 47.0 27.0 31.0 17.8 44.2 20.0 38.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s10.5 42.5 22.5 26.5 16.5 36.5 15.5 33.5 Max Q Clear Time (g_c+I1), s12.3 41.1 23.2 28.5 12.9 21.5 17.2 35.5 Green Ext Time (p_c), s 0.0 1.1 0.0 0.0 0.4 4.6 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 64.0
HCM 6th LOS E
HCM 6th AWSC 5_HY_PM
4: Woodside Avenue & SR-67 SB Off-Ramp & N. Woodside Avenue 10/06/2024 5_HY_PM Santee Warehouse 4:00 pm 05/02/2023 Horizon Year Conditions Synchro 11 Report Dudek Page 4
Intersection
Intersection Delay, s/veh70.1
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 190 0 0 10 557 14 285 7 0 0 35 560
Future Vol, veh/h 190 0 0 10 557 14 285 7 0 0 35 560
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0
Mvmt Flow 200 0 0 11 586 15 300 7 0 0 37 589
Number of Lanes 0 1 1 0 2 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 2 2
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 2 2
HCM Control Delay 23.5 29.2 30.9 144.1

HCM LOS C D D F

Lane NBLn1 EBLn1 EBLn2WBLn1WBLn2 SBLn1
Vol Left, % 98% 100% 0% 3% 0% 0%
Vol Thru, % 2% 0% 100% 97% 95% 6%
Vol Right, % 0% 0% 0% 0% 5% 94%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 292 190 0 289 293 595
LT Vol 285 190 0 10 0 0
Through Vol 7 0 0 279 279 35
RT Vol 0 0 0 0 14 560
Lane Flow Rate 307 200 0 304 308 626
Geometry Grp 2 5 5 5 5 2
Degree of Util (X) 0.708 0.522 0 0.691 0.696 1.232
Departure Headway (Hd) 8.936 10.175 9.648 8.836 8.784 7.08 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 409 356 0 413 416 514
Service Time 6.936 7.875 7.348 6.536 6.484 5.139
HCM Lane V/C Ratio 0.751 0.562 0 0.736 0.74 1.218
HCM Control Delay 30.9 23.5 12.3 29.1 29.3 144.1
HCM Lane LOS D C N D D F
HCM 95th-tile Q 5.3 2.9 0 5.1 5.2 24.2
HCM 6th TWSC 5_HY_PM
5: N. Woodside Avenue & Hartley Road 10/06/2024
5_HY_PM Santee Warehouse 4:00 pm 05/02/2023 Horizon Year Conditions Synchro 11 Report Dudek Page 5
Intersection
Int Delay, s/veh 3.3
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 18 163 464 3 17 136
Future Vol, veh/h 18 163 464 3 17 136
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 115 - - 115 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 84 84 84 84 84 84
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 21 194 552 4 20 162
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 556 0 - 0 788 552
Stage 1 - - - - 552 -
Stage 2 - - - - 236 -
Critical Hdwy 4.1 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 1025 - - - 363 537
Stage 1 - - - - 581 -
Stage 2 - - - - 808 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1025 - - - 356 537
Mov Cap-2 Maneuver - - - - 356 -
Stage 1 - - - - 569 -
Stage 2 - - - - 808 -
Approach EB WB SB
HCM Control Delay, s 0.9 0 16

HCM LOS C
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1025 - - - 508
HCM Lane V/C Ratio 0.021 - - - 0.359
HCM Control Delay (s) 8.6 - - - 16
HCM Lane LOS A - - - C
HCM 95th %tile Q(veh) 0.1 - - - 1.6
"'i t t '(I V
HCM 6th TWSC 5_HY_PM
6: N. Woodside Avenue & Wheatlands Avenue 10/06/2024
5_HY_PM Santee Warehouse 4:00 pm 05/02/2023 Horizon Year Conditions Synchro 11 Report Dudek Page 6
Intersection
Int Delay, s/veh 2.5
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 26 162 385 20 46 59
Future Vol, veh/h 26 162 385 20 46 59
Conflicting Peds, #/hr 2 0 0 2 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 175 - - 100 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 87 87 87 87 87 87
Heavy Vehicles, % 0 0 0 2 0 0
Mvmt Flow 30 186 443 23 53 68
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 468 0 - 0 691 445
Stage 1 - - - - 445 -
Stage 2 - - - - 246 -
Critical Hdwy 4.1 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 1104 - - - 413 617
Stage 1 - - - - 650 -
Stage 2 - - - - 800 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1102 - - - 400 616
Mov Cap-2 Maneuver - - - - 400 -
Stage 1 - - - - 631 -
Stage 2 - - - - 798 -
Approach EB WB SB
HCM Control Delay, s 1.2 0 14.5

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1102 - - - 498
HCM Lane V/C Ratio 0.027 - - - 0.242
HCM Control Delay (s) 8.4 - - - 14.5
HCM Lane LOS A - - - B
HCM 95th %tile Q(veh) 0.1 - - - 0.9
"'i t t '(I V
HCM 6th TWSC 5_HY_PM
7: N. Woodside Avenue & Project Access Road 10/06/2024
5_HY_PM Santee Warehouse 4:00 pm 05/02/2023 Horizon Year Conditions Synchro 11 Report Dudek Page 7
Intersection
Int Delay, s/veh 0
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 218 414 1 0 0
Future Vol, veh/h 0 218 414 1 0 0
Conflicting Peds, #/hr 1 0 0 1 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 78 78 78 78 78 78
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 0 279 531 1 0 0
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 533 0 - 0 812 533
Stage 1 - - - - 533 -
Stage 2 - - - - 279 -
Critical Hdwy 4.1 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 1045 - - - 351 551
Stage 1 - - - - 593 -
Stage 2 - - - - 773 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1044 - - - 350 550
Mov Cap-2 Maneuver - - - - 350 -
Stage 1 - - - - 592 -
Stage 2 - - - - 772 -
Approach EB WB SB
HCM Control Delay, s 0 0 0

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1044 - - - -
HCM Lane V/C Ratio - - - - -
HCM Control Delay (s) 0 - - - 0
HCM Lane LOS A - - - A
HCM 95th %tile Q(veh) 0 - - - -
HCM 6th Signalized Intersection Summary 6_HY+P_AM
1: Magnolia Avenue & SR-52 EB Off-ramp 10/06/2024
6_HY+P_AM Santee Warehouse 7:00 am 05/02/2023 Horizon Year plus Project Conditions Synchro 11 Report Dudek Page 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 319 260 0 1640 641 0
Future Volume (veh/h) 319 260 0 1640 641 0
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 0 1900 1900 0
Adj Flow Rate, veh/h 329 268 0 1691 661 0
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, % 0 0 0 0 0 0
Cap, veh/h 416 370 0 1959 1959 0
Arrive On Green 0.23 0.23 0.00 0.54 1.00 0.00
Sat Flow, veh/h 1810 1610 0 3800 3800 0
Grp Volume(v), veh/h 329 268 0 1691 661 0
Grp Sat Flow(s),veh/h/ln 1810 1610 0 1805 1805 0
Q Serve(g_s), s 9.4 8.5 0.0 22.2 0.0 0.0
Cycle Q Clear(g_c), s 9.4 8.5 0.0 22.2 0.0 0.0
Prop In Lane 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 416 370 0 1959 1959 0
V/C Ratio(X) 0.79 0.72 0.00 0.86 0.34 0.00
Avail Cap(c_a), veh/h 622 553 0 1959 1959 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 1.00
Upstream Filter(I) 1.00 1.00 0.00 1.00 0.86 0.00
Uniform Delay (d), s/veh 19.9 19.6 0.0 10.8 0.0 0.0
Incr Delay (d2), s/veh 4.1 2.7 0.0 5.3 0.4 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 3.8 2.9 0.0 6.9 0.1 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.0 22.2 0.0 16.2 0.4 0.0
LnGrp LOS C C A B A A
Approach Vol, veh/h 597 1691 661
Approach Delay, s/veh 23.2 16.2 0.4
Approach LOS C B A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 36.2 18.8 36.2
Change Period (Y+Rc), s 6.4 6.1 6.4
Max Green Setting (Gmax), s 23.6 18.9 23.6
Max Q Clear Time (g_c+I1), s 24.2 11.4 2.0
Green Ext Time (p_c), s 0.0 1.2 4.1
Intersection Summary
HCM 6th Ctrl Delay 14.1
HCM 6th LOS B
---- "i .,, tt tt
HCM 6th Signalized Intersection Summary 6_HY+P_AM
2: Magnolia Avenue & SR-52 WB On-Ramp/SR-67 SB On-Ramp 10/06/2024 6_HY+P_AM Santee Warehouse 7:00 am 05/02/2023 Horizon Year plus Project Conditions Synchro 11 Report Dudek Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 0 0 0 445 1288 250 643 651 374 Future Volume (veh/h) 0 0 0 0 0 0 445 1288 250 643 651 374 Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900
Adj Flow Rate, veh/h 454 1314 255 656 664 382
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98
Percent Heavy Veh, % 0 0 0 0 0 0
Cap, veh/h 594 2697 817 913 1335 768
Arrive On Green 0.34 1.00 1.00 0.26 0.61 0.61
Sat Flow, veh/h 3510 5187 1571 3510 2186 1257
Grp Volume(v), veh/h 454 1314 255 656 548 498
Grp Sat Flow(s),veh/h/ln 1755 1729 1571 1755 1805 1638
Q Serve(g_s), s 6.3 0.0 0.0 9.4 9.3 9.3
Cycle Q Clear(g_c), s 6.3 0.0 0.0 9.4 9.3 9.3
Prop In Lane 1.00 1.00 1.00 0.77
Lane Grp Cap(c), veh/h 594 2697 817 913 1103 1000
V/C Ratio(X) 0.76 0.49 0.31 0.72 0.50 0.50
Avail Cap(c_a), veh/h 594 2697 817 913 1103 1000
HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00
Upstream Filter(I) 0.34 0.34 0.34 1.00 1.00 1.00
Uniform Delay (d), s/veh 17.2 0.0 0.0 18.5 6.0 6.0
Incr Delay (d2), s/veh 1.9 0.2 0.3 2.4 1.6 1.8
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.0 0.1 0.1 3.4 2.4 2.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.1 0.2 0.3 20.9 7.6 7.7
LnGrp LOS B A A C A A
Approach Vol, veh/h 2023 1702
Approach Delay, s/veh 4.5 12.8
Approach LOS A B
Timer - Assigned Phs 1 2 5 6
Phs Duration (G+Y+Rc), s20.0 35.0 15.0 40.0
Change Period (Y+Rc), s 5.7 * 6.4 5.7 * 6.4
Max Green Setting (Gmax), s14.3 * 29 9.3 * 34
Max Q Clear Time (g_c+I1), s11.4 2.0 8.3 11.3
Green Ext Time (p_c), s 0.5 11.2 0.1 6.8
Intersection Summary
HCM 6th Ctrl Delay 8.3
HCM 6th LOS A
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. ___________ 'f"i +++ ., 'f"i tf+
HCM 6th Signalized Intersection Summary 6_HY+P_AM
3: Magnolia Avenue & Mission Gorge Road/Woodside Avenue 10/06/2024 6_HY+P_AM Santee Warehouse 7:00 am 05/02/2023 Horizon Year plus Project Conditions Synchro 11 Report Dudek Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 162 228 180 434 632 303 270 813 450 349 1234 313 Future Volume (veh/h) 162 228 180 434 632 303 270 813 450 349 1234 313 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.98 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 171 240 189 457 665 319 284 856 474 367 1299 329 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, % 0 0 0 0 0 0 0 0 0 0 0 0
Cap, veh/h 246 421 351 1025 796 382 369 1039 924 393 1063 466 Arrive On Green 0.07 0.12 0.12 0.29 0.34 0.34 0.11 0.29 0.29 0.11 0.29 0.29 Sat Flow, veh/h 3510 3610 1559 3510 2351 1128 3510 3610 1579 3510 3610 1582 Grp Volume(v), veh/h 171 240 189 457 511 473 284 856 474 367 1299 329 Grp Sat Flow(s),veh/h/ln1755 1805 1559 1755 1805 1673 1755 1805 1579 1755 1805 1582 Q Serve(g_s), s 4.5 5.9 4.4 9.9 24.5 24.5 7.4 20.8 0.0 9.7 27.6 17.4 Cycle Q Clear(g_c), s 4.5 5.9 4.4 9.9 24.5 24.5 7.4 20.8 0.0 9.7 27.6 17.4 Prop In Lane 1.00 1.00 1.00 0.67 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 246 421 351 1025 611 566 369 1039 924 393 1063 466 V/C Ratio(X) 0.70 0.57 0.54 0.45 0.84 0.84 0.77 0.82 0.51 0.93 1.22 0.71 Avail Cap(c_a), veh/h 393 1174 676 1025 779 722 580 1174 984 393 1063 466 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 42.6 39.2 12.4 27.0 28.6 28.6 40.9 31.2 11.7 41.3 33.1 29.5 Incr Delay (d2), s/veh 3.5 1.2 1.3 0.3 6.3 6.8 3.4 4.4 0.4 29.3 108.5 4.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.0 2.6 1.8 4.0 11.0 10.2 3.2 9.1 5.2 5.6 27.2 6.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.2 40.4 13.7 27.3 35.0 35.4 44.3 35.6 12.2 70.6 141.6 34.3 LnGrp LOS D D B C C D D D B E F C
Approach Vol, veh/h 600 1441 1614 1995
Approach Delay, s/veh 33.6 32.7 30.3 110.9
Approach LOS C C C F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s15.0 31.5 31.9 15.4 14.4 32.1 11.1 36.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s10.5 30.5 20.5 30.5 15.5 25.5 10.5 40.5 Max Q Clear Time (g_c+I1), s11.7 22.8 11.9 7.9 9.4 29.6 6.5 26.5 Green Ext Time (p_c), s 0.0 4.2 1.1 2.0 0.5 0.0 0.2 5.3 Intersection Summary
HCM 6th Ctrl Delay 59.7
HCM 6th LOS E
HCM 6th AWSC 6_HY+P_AM
4: Woodside Avenue & SR-67 SB Off-Ramp & N. Woodside Avenue 10/06/2024 6_HY+P_AM Santee Warehouse 7:00 am 05/02/2023 Horizon Year plus Project Conditions Synchro 11 Report Dudek Page 4
Intersection
Intersection Delay, s/veh76.4
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 448 0 0 11 591 40 360 10 0 0 16 214
Future Vol, veh/h 448 0 0 11 591 40 360 10 0 0 16 214
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0
Mvmt Flow 477 0 0 12 629 43 383 11 0 0 17 228
Number of Lanes 0 1 1 0 2 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 2 2
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 2 2
HCM Control Delay 161.7 42.5 63.3 25.7

HCM LOS F E F D

Lane NBLn1 EBLn1 EBLn2WBLn1WBLn2 SBLn1
Vol Left, % 97% 100% 0% 4% 0% 0%
Vol Thru, % 3% 0% 100% 96% 88% 7%
Vol Right, % 0% 0% 0% 0% 12% 93%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 370 448 0 307 336 230
LT Vol 360 448 0 11 0 0
Through Vol 10 0 0 296 296 16
RT Vol 0 0 0 0 40 214
Lane Flow Rate 394 477 0 326 357 245
Geometry Grp 2 5 5 5 5 2
Degree of Util (X) 0.94 1.253 0 0.783 0.847 0.592
Departure Headway (Hd) 9.381 9.462 8.939 9.353 9.247 9.624 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 390 386 0 391 396 377
Service Time 7.381 7.162 6.639 7.053 6.947 7.624
HCM Lane V/C Ratio 1.01 1.236 0 0.834 0.902 0.65
HCM Control Delay 63.3 161.7 11.6 38.6 46.1 25.7
HCM Lane LOS F F N E E D
HCM 95th-tile Q 10.3 20.7 0 6.6 8 3.7
HCM 6th TWSC 6_HY+P_AM
5: N. Woodside Avenue & Hartley Road 10/06/2024
6_HY+P_AM Santee Warehouse 7:00 am 05/02/2023 Horizon Year plus Project Conditions Synchro 11 Report Dudek Page 5
Intersection
Int Delay, s/veh 3.2
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 191 293 161 19 5 75
Future Vol, veh/h 191 293 161 19 5 75
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 115 - - 115 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 84 84 84 84 84 84
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 227 349 192 23 6 89
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 215 0 - 0 995 192
Stage 1 - - - - 192 -
Stage 2 - - - - 803 -
Critical Hdwy 4.1 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 1367 - - - 274 855
Stage 1 - - - - 845 -
Stage 2 - - - - 444 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1367 - - - 229 855
Mov Cap-2 Maneuver - - - - 229 -
Stage 1 - - - - 705 -
Stage 2 - - - - 444 -
Approach EB WB SB
HCM Control Delay, s 3.2 0 10.7

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1367 - - - 730
HCM Lane V/C Ratio 0.166 - - - 0.13
HCM Control Delay (s) 8.2 - - - 10.7
HCM Lane LOS A - - - B
HCM 95th %tile Q(veh) 0.6 - - - 0.4
"'i t t '(I V
HCM 6th TWSC 6_HY+P_AM
6: N. Woodside Avenue & Wheatlands Avenue 10/06/2024
6_HY+P_AM Santee Warehouse 7:00 am 05/02/2023 Horizon Year plus Project Conditions Synchro 11 Report Dudek Page 6
Intersection
Int Delay, s/veh 1.6
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 60 204 159 49 9 25
Future Vol, veh/h 60 204 159 49 9 25
Conflicting Peds, #/hr 2 0 0 2 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 175 - - 100 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 87 87 87 87 87 87
Heavy Vehicles, % 0 0 0 2 0 0
Mvmt Flow 69 234 183 56 10 29
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 241 0 - 0 557 185
Stage 1 - - - - 185 -
Stage 2 - - - - 372 -
Critical Hdwy 4.1 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 1337 - - - 495 862
Stage 1 - - - - 852 -
Stage 2 - - - - 702 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1334 - - - 467 860
Mov Cap-2 Maneuver - - - - 467 -
Stage 1 - - - - 806 -
Stage 2 - - - - 701 -
Approach EB WB SB
HCM Control Delay, s 1.8 0 10.4

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1334 - - - 703
HCM Lane V/C Ratio 0.052 - - - 0.056
HCM Control Delay (s) 7.8 - - - 10.4
HCM Lane LOS A - - - B
HCM 95th %tile Q(veh) 0.2 - - - 0.2
"'i t t '(I V
HCM 6th TWSC 6_HY+P_AM
7: N. Woodside Avenue & Project Access Road 10/06/2024
6_HY+P_AM Santee Warehouse 7:00 am 05/02/2023 Horizon Year plus Project Conditions Synchro 11 Report Dudek Page 7
Intersection
Int Delay, s/veh 2.4
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 103 109 206 18 4 22
Future Vol, veh/h 103 109 206 18 4 22
Conflicting Peds, #/hr 1 0 0 1 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 78 78 78 78 78 78
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 132 140 264 23 5 28
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 288 0 - 0 681 277
Stage 1 - - - - 277 -
Stage 2 - - - - 404 -
Critical Hdwy 4.1 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 1286 - - - 419 767
Stage 1 - - - - 774 -
Stage 2 - - - - 679 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1285 - - - 372 766
Mov Cap-2 Maneuver - - - - 372 -
Stage 1 - - - - 687 -
Stage 2 - - - - 678 -
Approach EB WB SB
HCM Control Delay, s 3.9 0 10.8

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1285 - - - 659
HCM Lane V/C Ratio 0.103 - - - 0.051
HCM Control Delay (s) 8.1 0 - - 10.8
HCM Lane LOS A A - - B
HCM 95th %tile Q(veh) 0.3 - - - 0.2
HCM 6th Signalized Intersection Summary 6_HY+P_PM
1: Magnolia Avenue & SR-52 EB Off-ramp 10/06/2024
6_HY+P_PM Santee Warehouse 4:00 pm 05/02/2023 Horizon Year plus Project Conditions Synchro 11 Report Dudek Page 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 564 490 0 1740 628 0
Future Volume (veh/h) 564 490 0 1740 628 0
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 0 1900 1900 0
Adj Flow Rate, veh/h 581 505 0 1794 647 0
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, % 0 0 0 0 0 0
Cap, veh/h 570 507 0 1721 1721 0
Arrive On Green 0.31 0.31 0.00 0.48 0.95 0.00
Sat Flow, veh/h 1810 1610 0 3800 3800 0
Grp Volume(v), veh/h 581 505 0 1794 647 0
Grp Sat Flow(s),veh/h/ln 1810 1610 0 1805 1805 0
Q Serve(g_s), s 18.9 18.8 0.0 28.6 0.8 0.0
Cycle Q Clear(g_c), s 18.9 18.8 0.0 28.6 0.8 0.0
Prop In Lane 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 570 507 0 1721 1721 0
V/C Ratio(X) 1.02 1.00 0.00 1.04 0.38 0.00
Avail Cap(c_a), veh/h 570 507 0 1721 1721 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 1.00
Upstream Filter(I) 1.00 1.00 0.00 1.00 0.82 0.00
Uniform Delay (d), s/veh 20.5 20.5 0.0 15.7 0.8 0.0
Incr Delay (d2), s/veh 42.6 38.8 0.0 33.7 0.5 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 13.3 11.2 0.0 16.5 0.3 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 63.2 59.3 0.0 49.4 1.3 0.0
LnGrp LOS F E A F A A
Approach Vol, veh/h 1086 1794 647
Approach Delay, s/veh 61.4 49.4 1.3
Approach LOS E D A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 35.0 25.0 35.0
Change Period (Y+Rc), s 6.4 6.1 6.4
Max Green Setting (Gmax), s 28.6 18.9 28.6
Max Q Clear Time (g_c+I1), s 30.6 20.9 2.8
Green Ext Time (p_c), s 0.0 0.0 4.2
Intersection Summary
HCM 6th Ctrl Delay 44.3
HCM 6th LOS D
---- "i .,, tt tt
HCM 6th Signalized Intersection Summary 6_HY+P_PM
2: Magnolia Avenue & SR-52 WB On-Ramp/SR-67 SB On-Ramp 10/06/2024 6_HY+P_PM Santee Warehouse 4:00 pm 05/02/2023 Horizon Year plus Project Conditions Synchro 11 Report Dudek Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 0 0 0 300 1694 240 718 658 412 Future Volume (veh/h) 0 0 0 0 0 0 300 1694 240 718 658 412 Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900
Adj Flow Rate, veh/h 306 1729 245 733 671 420
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98
Percent Heavy Veh, % 0 0 0 0 0 0
Cap, veh/h 837 2905 880 837 1182 738
Arrive On Green 0.48 1.00 1.00 0.24 0.56 0.56
Sat Flow, veh/h 3510 5187 1571 3510 2111 1319
Grp Volume(v), veh/h 306 1729 245 733 574 517
Grp Sat Flow(s),veh/h/ln 1755 1729 1571 1755 1805 1624
Q Serve(g_s), s 3.3 0.0 0.0 12.1 12.3 12.3
Cycle Q Clear(g_c), s 3.3 0.0 0.0 12.1 12.3 12.3
Prop In Lane 1.00 1.00 1.00 0.81
Lane Grp Cap(c), veh/h 837 2905 880 837 1011 910
V/C Ratio(X) 0.37 0.60 0.28 0.88 0.57 0.57
Avail Cap(c_a), veh/h 837 2905 880 837 1011 910
HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00
Upstream Filter(I) 0.09 0.09 0.09 1.00 1.00 1.00
Uniform Delay (d), s/veh 12.8 0.0 0.0 22.0 8.5 8.5
Incr Delay (d2), s/veh 0.0 0.1 0.1 10.0 2.3 2.6
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.0 0.0 0.0 5.4 3.8 3.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 12.8 0.1 0.1 32.0 10.8 11.1
LnGrp LOS B A A C B B
Approach Vol, veh/h 2280 1824
Approach Delay, s/veh 1.8 19.4
Approach LOS A B
Timer - Assigned Phs 1 2 5 6
Phs Duration (G+Y+Rc), s20.0 40.0 20.0 40.0
Change Period (Y+Rc), s 5.7 * 6.4 5.7 * 6.4
Max Green Setting (Gmax), s14.3 * 34 14.3 * 34
Max Q Clear Time (g_c+I1), s14.1 2.0 5.3 14.3
Green Ext Time (p_c), s 0.1 16.8 0.4 6.8
Intersection Summary
HCM 6th Ctrl Delay 9.6
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. ___________ 'f"i +++ ., 'f"i tf+
HCM 6th Signalized Intersection Summary 6_HY+P_PM
3: Magnolia Avenue & Mission Gorge Road/Woodside Avenue 10/06/2024 6_HY+P_PM Santee Warehouse 4:00 pm 05/02/2023 Horizon Year plus Project Conditions Synchro 11 Report Dudek Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 423 702 435 614 642 354 310 1150 499 290 670 232 Future Volume (veh/h) 423 702 435 614 642 354 310 1150 499 290 670 232 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 445 739 458 646 676 373 326 1211 525 305 705 244 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, % 0 0 0 0 0 0 0 0 0 0 0 0
Cap, veh/h 453 797 526 658 622 343 389 1279 862 307 1194 523 Arrive On Green 0.13 0.22 0.22 0.19 0.28 0.28 0.11 0.35 0.35 0.09 0.33 0.33 Sat Flow, veh/h 3510 3610 1574 3510 2228 1228 3510 3610 1581 3510 3610 1583 Grp Volume(v), veh/h 445 739 458 646 548 501 326 1211 525 305 705 244 Grp Sat Flow(s),veh/h/ln1755 1805 1574 1755 1805 1651 1755 1805 1581 1755 1805 1583 Q Serve(g_s), s 15.2 24.1 26.5 22.0 33.5 33.5 10.9 39.1 27.3 10.4 19.5 14.6 Cycle Q Clear(g_c), s 15.2 24.1 26.5 22.0 33.5 33.5 10.9 39.1 27.3 10.4 19.5 14.6 Prop In Lane 1.00 1.00 1.00 0.74 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 453 797 526 658 504 461 389 1279 862 307 1194 523 V/C Ratio(X) 0.98 0.93 0.87 0.98 1.09 1.09 0.84 0.95 0.61 0.99 0.59 0.47 Avail Cap(c_a), veh/h 453 797 526 658 504 461 483 1279 862 307 1194 523 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.1 45.8 37.8 48.5 43.3 43.3 52.3 37.7 18.9 54.7 33.4 31.8 Incr Delay (d2), s/veh 37.3 16.8 14.6 30.3 65.7 67.7 10.2 15.3 3.2 49.3 2.1 3.0 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/ln8.9 12.4 14.4 12.2 23.7 21.9 5.2 19.1 10.1 6.6 8.6 5.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 89.4 62.6 52.4 78.9 108.9 111.0 62.5 53.0 22.1 104.0 35.5 34.7 LnGrp LOS F E D E F F E D C F D C
Approach Vol, veh/h 1642 1695 2062 1254
Approach Delay, s/veh 67.0 98.1 46.6 52.0
Approach LOS E F D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s15.0 47.0 27.0 31.0 17.8 44.2 20.0 38.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s10.5 42.5 22.5 26.5 16.5 36.5 15.5 33.5 Max Q Clear Time (g_c+I1), s12.4 41.1 24.0 28.5 12.9 21.5 17.2 35.5 Green Ext Time (p_c), s 0.0 1.1 0.0 0.0 0.4 4.6 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 65.8
HCM 6th LOS E
HCM 6th AWSC 6_HY+P_PM
4: Woodside Avenue & SR-67 SB Off-Ramp & N. Woodside Avenue 10/06/2024 6_HY+P_PM Santee Warehouse 4:00 pm 05/02/2023 Horizon Year plus Project Conditions Synchro 11 Report Dudek Page 4
Intersection
Intersection Delay, s/veh84.2
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 198 0 0 10 557 14 285 7 0 0 35 593
Future Vol, veh/h 198 0 0 10 557 14 285 7 0 0 35 593
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0
Mvmt Flow 208 0 0 11 586 15 300 7 0 0 37 624
Number of Lanes 0 1 1 0 2 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 2 2
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 2 2
HCM Control Delay 24.8 30.2 32 177.1

HCM LOS C D D F

Lane NBLn1 EBLn1 EBLn2WBLn1WBLn2 SBLn1
Vol Left, % 98% 100% 0% 3% 0% 0%
Vol Thru, % 2% 0% 100% 97% 95% 6%
Vol Right, % 0% 0% 0% 0% 5% 94%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 292 198 0 289 293 628
LT Vol 285 198 0 10 0 0
Through Vol 7 0 0 279 279 35
RT Vol 0 0 0 0 14 593
Lane Flow Rate 307 208 0 304 308 661
Geometry Grp 2 5 5 5 5 2
Degree of Util (X) 0.714 0.546 0 0.696 0.701 1.314
Departure Headway (Hd) 9.177 10.363 9.836 9.056 9.003 7.156 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 397 350 0 401 403 509
Service Time 7.177 8.063 7.536 6.756 6.703 5.21
HCM Lane V/C Ratio 0.773 0.594 0 0.758 0.764 1.299
HCM Control Delay 32 24.8 12.5 30 30.3 177.1
HCM Lane LOS D C N D D F
HCM 95th-tile Q 5.4 3.1 0 5.1 5.2 28.3
HCM 6th TWSC 6_HY+P_PM
5: N. Woodside Avenue & Hartley Road 10/06/2024
6_HY+P_PM Santee Warehouse 4:00 pm 05/02/2023 Horizon Year plus Project Conditions Synchro 11 Report Dudek Page 5
Intersection
Int Delay, s/veh 3.4
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 18 189 562 3 17 136
Future Vol, veh/h 18 189 562 3 17 136
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 115 - - 115 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 84 84 84 84 84 84
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 21 225 669 4 20 162
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 673 0 - 0 936 669
Stage 1 - - - - 669 -
Stage 2 - - - - 267 -
Critical Hdwy 4.1 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 927 - - - 297 461
Stage 1 - - - - 513 -
Stage 2 - - - - 782 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 927 - - - 290 461
Mov Cap-2 Maneuver - - - - 290 -
Stage 1 - - - - 501 -
Stage 2 - - - - 782 -
Approach EB WB SB
HCM Control Delay, s 0.8 0 19.2

HCM LOS C
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 927 - - - 433
HCM Lane V/C Ratio 0.023 - - - 0.421
HCM Control Delay (s) 9 - - - 19.2
HCM Lane LOS A - - - C
HCM 95th %tile Q(veh) 0.1 - - - 2
"'i t t '(I V
HCM 6th TWSC 6_HY+P_PM
6: N. Woodside Avenue & Wheatlands Avenue 10/06/2024
6_HY+P_PM Santee Warehouse 4:00 pm 05/02/2023 Horizon Year plus Project Conditions Synchro 11 Report Dudek Page 6
Intersection
Int Delay, s/veh 2.5
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 26 188 483 20 46 59
Future Vol, veh/h 26 188 483 20 46 59
Conflicting Peds, #/hr 2 0 0 2 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 175 - - 100 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 87 87 87 87 87 87
Heavy Vehicles, % 0 0 0 2 0 0
Mvmt Flow 30 216 555 23 53 68
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 580 0 - 0 833 557
Stage 1 - - - - 557 -
Stage 2 - - - - 276 -
Critical Hdwy 4.1 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 1004 - - - 341 534
Stage 1 - - - - 578 -
Stage 2 - - - - 775 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1002 - - - 329 533
Mov Cap-2 Maneuver - - - - 329 -
Stage 1 - - - - 560 -
Stage 2 - - - - 773 -
Approach EB WB SB
HCM Control Delay, s 1.1 0 17

HCM LOS C
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1002 - - - 419
HCM Lane V/C Ratio 0.03 - - - 0.288
HCM Control Delay (s) 8.7 - - - 17
HCM Lane LOS A - - - C
HCM 95th %tile Q(veh) 0.1 - - - 1.2
"'i t t '(I V
HCM 6th TWSC 6_HY+P_PM
7: N. Woodside Avenue & Project Access Road 10/06/2024
6_HY+P_PM Santee Warehouse 4:00 pm 05/02/2023 Horizon Year plus Project Conditions Synchro 11 Report Dudek Page 7
Intersection
Int Delay, s/veh 2.6
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 26 218 414 5 18 98
Future Vol, veh/h 26 218 414 5 18 98
Conflicting Peds, #/hr 1 0 0 1 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 78 78 78 78 78 78
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 33 279 531 6 23 126
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 538 0 - 0 880 535
Stage 1 - - - - 535 -
Stage 2 - - - - 345 -
Critical Hdwy 4.1 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 1040 - - - 320 549
Stage 1 - - - - 591 -
Stage 2 - - - - 722 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1039 - - - 307 548
Mov Cap-2 Maneuver - - - - 307 -
Stage 1 - - - - 568 -
Stage 2 - - - - 721 -
Approach EB WB SB
HCM Control Delay, s 0.9 0 15.6

HCM LOS C
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1039 - - - 488
HCM Lane V/C Ratio 0.032 - - - 0.305
HCM Control Delay (s) 8.6 0 - - 15.6
HCM Lane LOS A A - - C
HCM 95th %tile Q(veh) 0.1 - - - 1.3
Appendix I
Excerpt from AASHTO - Left Turn Lane Evaluation

9-106 I A PolK)' on Geometric Design of Highways and Streets Table 9-24. Suggested Left-Turn lane Guidelines Based on Results from Benefit-Cost Evaluations for Unsignalized Intersections on Arterials in Urban Areas ( 16) L•ft-Turn Lan• Thre•L•g lnt•rsection, Four-L•g lnt•rMction, P• ak-Hour Vofum• Major-Road Volum• Major-Road Volum•
(veh/h) (veh/h/ln) that Wal'Tants (veh/MnJ that Warrants a L•ft-Turn Lan• a Le-ft-Turn Lane
5 450 so
10 300 50
15 250 50
20 200 50
25 200 50
30 ,so 50
35 ,so 50
40 ,so so
45 ,so < 50
SO or More 100 <50
Note: These guidelines apply where the major road is uncontrolled and the minor-road ap proaches are stop- or yield-controlled. Both the left-turn peak-hour volume and the major-road volume warrants should be met as shown in Figure 9.JS.
.. ,.
;,; .. ~ •• ! ,.
l 30
.. ,. JI ,. e
~ ,.
'I! ,. J •
•
....._
I.ell• Tum Lano
' w.,-.a'tlld
I
....._
Left,Tumt.M'IO ....._
NotV-.'amlnted
;,; ., ~ .. ! " l ,.
j 25
e 20
~ " 'Ii ,.J ' •
'-
lei!-Tl.1°11 latlo
.,...,,,..

Loft. tum un. Not warrafllOd
0 50 100 1150 200 250 300 350 400 450 0 50 100 1!!0 200 250 300 360 400 460 MajOr ArteriafVCll~ (veMI) Major Merial Volume {vehlh)
(a) Tht~e-leg lnte,ts~etlons (b) Four-1..e,g ln.t~rseetions Figure 9-35. Suggested Left-Turn Lane Warrants Based on Results from Benefit-Cost Evaluations for Intersections on Arterials in Urban A reas ( 16) ................. ..... ,, .............. , . .., ...

Appendix J
Conceptual Sketch - N. Woodside Avenue/
S. Woodside Avenue - SR-67 SB Off-Ramp Intersection

City of Santee Southbound SR-67 Off-Ramp / N Woodside Ave Intersection

AC ROADWAY WIDENING (CITY)
1240 SF

PROPOSED SIDEWALK (CITY)
930 SF

PAVEMENT REHAB (CITY)

RE-STRIPE EXISTING CONDITIONS
84,850 SF

PAVEMENT REHAB (CITY)

RE-STRIPE EXISTING CONDITIONS
84,850 SF

PAVEMENT REHAB (CITY)

WITH PROPOSED STRIPING
20,525 SF

PROPOSED SIDEWALK (CITY)
930 SF

PROPOSED SIDEWALK (CAL TRANS)
230 SF

AC ROADWAY WIDENING (CITY)
1240 SF

CURB AND GUTTER (CITY)
232 LF
~ ~ _ Improvement Exhibit - Option 1

Appendix K
Queuing Worksheets

Queuing and Blocking Report
Existing Conditions 10/22/2024
1_EX_AM Santee Warehouse SimTraffic Report
Dudek Page 1
Intersection: 4: Woodside Avenue & SR-67 SB Off-Ramp & N. Woodside Avenue Movement EB EB WB WB NB SB
Directions Served LT R LT TR LT TR
Maximum Queue (ft) 239 97 372 253 279 93
Average Queue (ft) 113 6 167 127 123 48
95th Queue (ft) 208 49 352 245 259 83
Link Distance (ft) 1888 1888 1208 911 99
Upstream Blk Time (%) 0
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 265
Storage Blk Time (%) 4 3
Queuing Penalty (veh) 13 8
Queuing and Blocking Report
Existing Conditions 10/22/2024
1_EX_PM Santee Warehouse SimTraffic Report
Dudek Page 1
Intersection: 4: Woodside Avenue & SR-67 SB Off-Ramp & N. Woodside Avenue Movement EB EB WB WB NB SB B10
Directions Served LT R LT TR LT TR T
Maximum Queue (ft) 560 914 138 97 209 170 314
Average Queue (ft) 119 286 66 34 81 119 62
95th Queue (ft) 410 822 108 69 159 194 271
Link Distance (ft) 1888 1888 1208 911 99 676
Upstream Blk Time (%) 27
Queuing Penalty (veh) 171
Storage Bay Dist (ft) 265
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
Existing plus Project Conditions 10/22/2024
2_EX+P_AM Santee Warehouse SimTraffic Report
Dudek Page 1
Intersection: 4: Woodside Avenue & SR-67 SB Off-Ramp & N. Woodside Avenue Movement EB EB WB WB NB SB
Directions Served LT R LT TR LT TR
Maximum Queue (ft) 758 604 370 274 347 115
Average Queue (ft) 434 80 192 147 180 54
95th Queue (ft) 850 474 356 278 344 98
Link Distance (ft) 1888 1888 1208 911 99
Upstream Blk Time (%) 1
Queuing Penalty (veh) 3
Storage Bay Dist (ft) 265
Storage Blk Time (%) 8 4
Queuing Penalty (veh) 23 13
Queuing and Blocking Report
Existing plus Project Conditions 10/22/2024
2_EX+P_PM Santee Warehouse SimTraffic Report
Dudek Page 1
Intersection: 4: Woodside Avenue & SR-67 SB Off-Ramp & N. Woodside Avenue Movement EB EB WB WB NB SB B10
Directions Served LT R LT TR LT TR T
Maximum Queue (ft) 389 771 160 102 187 170 367
Average Queue (ft) 89 263 73 36 78 149 81
95th Queue (ft) 257 640 124 77 154 198 266
Link Distance (ft) 1888 1888 1208 911 99 676
Upstream Blk Time (%) 49
Queuing Penalty (veh) 308
Storage Bay Dist (ft) 265
Storage Blk Time (%)
Queuing Penalty (veh)
Appendix L
Applicant Prepared Request for Finding of Overriding
Social, Economic, and Pedestrian Safety Benefit

MISHURDA CAPITAL, LLC
1330 Factory Place, Suite 105, Los Angeles, CA 90013
(213) 495-2945 • www.northpalisade.com
October 1, 2024
Mr. Michael Coyne
City of Santee
10601 Magnolia Ave.

Santee, CA 92071
(619) 258-4100 x 160
[email protected]
Via Email
Re: Request for Finding of Overriding Social, Economic, and Pedestrian Safety Benefit (Rev. 2) 10990 N. Woodside Avenue Santee, CA
Dear Mr. Coyne,
After considerable study and analysis, we are writing to respectfully make an appeal to the City of Santee (the City) to accept a Level of Service (LOS) of E at the CA-67 and N. Woodside Ave. intersection (“the intersection”).

The Mobility Element of the General Plan dated October 25, 2017 requires under Policy 2.1, “the City shall encourage an automobile Level of Service “D” on street segments and at intersections throughout the circulation network while also maintaining or improving the effectiveness of the non ‐ automotive components of the circulation system (i.e. pedestrians, bicyclists, and public transit), especially in the Town Center area.”
Over the past year, we have engaged in discussions with Caltrans, the City of Santee, our traffic engineer Dudek, our roadway engineer Dokken Engineering, and our Caltrans consultant The Tait Group, Inc. The conclusion to this extensive negotiation and review process is that the only improvement that Caltrans might accept at the intersection is the construction of a roundabout as documented in the Intersection Control Evaluation (ICE) dated December 1, 2017. Alternatively, a new ICE may be prepared, but would very likely yield the same result as the ICE dated December 1, 2017 and take up to a full year to complete.

We have obtained pricing for the construction of the roundabout proposed in the ICE dated December 1, 2017 and the cost of construction is in excess of $6,000,000. If conditioned to construct the roundabout, the economic burden and schedule uncertainty of Caltrans regulatory oversight would preclude development of the project.

We see no other path forward than to request that the City consider a substandard LOS at the intersection. Per the Mobility Element Policy 2.1, “the City may approve a lower automobile Level of Service if it finds that the effectiveness of non‐automotive components of the circulation system would be maintained or improved as a result. In other cases, the City shall not approve any development that causes a drop in the level of service at a street segment or an intersection to LOS "E" or "F", after feasible mitigation, without overriding social, economic, or other benefits.” We believe that the project meets the criteria described in Policy 2.1 and is eligible for consideration for a LOS of E at the intersection as described below:
• The proposed improvements are feasible mitigation: The only mitigation measure that we have identified that would be acceptable to Caltrans is the installation of the roundabout. As described above, the roundabout is economically infeasible and would preclude development of the project.

NORTH PALISADE
--PARTNERS--

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Santee City CouncilAugust 27, 2025

Santee City Council
August 27, 2025