97B89860Fe — Santee City Council, December 10, 2025 (part 5 of 5)

10.1 Background ....................................................................................................................... 25

10.2 Screening Criteria for CEQA VMT Analysis ................................................................... 25

10.2.1 Locally-Serving Public Facilities .......................................................................... 27

11.0 Site Access ................................................................................................................................. 28

12.0 Conclusions ............................................................................................................................... 29 LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3519 Santee Community Center
N:\3519\Report\Transportation Analysis.3519 February 23, 2024.docx ii

APPENDICES

APPENDIX
A. Intersection Manual Count Sheets
B. Bus Route Schedule and Map
C. Existing Intersection Analysis Worksheets
D. Excerpts from the ITE and SANDAG Trip Generation Manual E. Existing + Project Intersection Analysis Worksheets
F. Existing + Cumulative Projects Intersection Analysis Worksheets G. Existing + Cumulative Projects + Project Intersection Analysis Worksheets LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3519 Santee Community Center
N:\3519\Report\Transportation Analysis.3519 February 23, 2024.docx iii

LIST OF FIGURES
SECTION—FIGURE # FOLLOWING PAGE
Figure 2–1 Vicinity Map ................................................................................................................. 3 Figure 2–2 Project Area Map .......................................................................................................... 4 Figure 2–3 Site Plan ........................................................................................................................ 5 Figure 3–1 Existing Conditions Diagram ........................................................................................ 8 Figure 3–2 Existing Traffic Volumes .............................................................................................. 9 Figure 7–1 Project Traffic Distribution ......................................................................................... 15 Figure 7–2 Project Traffic Volumes .............................................................................................. 16 Figure 7–3 Existing + Project Traffic Volumes ............................................................................ 17 Figure 8–1 Cumulative Projects Traffic Volumes ........................................................................ 20 Figure 8–2 Existing + Cumulative Projects Traffic Volumes ....................................................... 21 Figure 8–3 Existing + Cumulative Projects + Project Traffic Volumes ....................................... 22

LIST OF TABLES
SECTION—TABLE # PAGE
Table 5–1 Level of Service Thresholds for Intersections ................................................................... 11 Table 6–1 Existing Intersection Operations ........................................................................................ 12 Table 7–1 Project Trip Generation ..................................................................................................... 14 Table 8–1 Cumulative Projects Summary .......................................................................................... 19 Table 9–1 Near-Term Intersection Operations ................................................................................... 24 LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3519 Santee Community Center
N:\3519\Report\Transportation Analysis.3519 February 23, 2024.docx 1 TRANSPORTATION ANALYSIS

SANTEE COMMUNITY CENTER
Santee, California
February 23, 2024

1.0 INTRODUCTION
Linscott, Law & Greenspan, Engineers (LLG) has prepared this Transportation Analysis to assess the potential impacts to the street system as a result of the proposed Santee Community Center project (hereafter referred to as the “Project”). The Project proposes the construction of the 12,500 gross square foot Santee Community Center building on a 3.57-acre site located at 10129 Riverwalk Drive in the City of Santee adjacent to the existing Cameron Family YMCA located at 10123 Riverwalk Drive.

The transportation analysis presented in this report includes the following:
 Project Description
 Existing Conditions
 Analysis Approach and Methodology
 Substantial Effect Criteria
 Analysis of Existing Conditions
 Trip Generation, Distribution, and Assignment
 Cumulative Projects Discussion
 Analysis of Near-Term Scenarios
 Vehicle Miles Traveled (VMT) Assessment
 Site Access Discussion
 Conclusions
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3519 Santee Community Center
N:\3519\Report\Transportation Analysis.3519 February 23, 2024.docx 2 2.0 PROJECT DESCRIPTION
The Project is proposed on an approximately 3.57-acre site located at 10129 Riverwalk Drive in the City of Santee. The proposed Project would involve the construction of the Santee Community Center building, which is two stories and includes event space, office space, and support spaces and would total 12,500 gross square feet. The Project site is currently developed as a parking lot with several landscape features located through, and located in a developed urban area of the City. The Project site is bound by the Cameron Family YMCA and Sportsplex USA to the west, and Riverwalk Drive and residential uses to the north.

The community center building would include an eastern and western wing, which are joined by the lobby and entrance area. There are two entrances to the proposed community center, the south entrance and the north entrance, both of which lead to the lobby area. Entry plazas are located outside of both entrances, which would include benches and landscaped areas. The lobby would include a reception area, access to both wings of the building, a staircase, and an elevator. The eastern wing would be one story tall and would include event space, storage, a kitchen, utilities, and an outdoor covered dining area (located south of the event space). The service yard and biofiltration basin would be located immediately east of the eastern wing. The first floor of the western wing would include office space, restrooms, storage, janitors’ closet. The second floor would include event space, an event deck, concession space, restrooms, and storage. Amphitheater seating and bike storage would be located west of the western wing.

Vehicular access to the Project site would be provided via the existing south leg of the Riverwalk Drive / Canopy Park Lane intersection.

The Project site is zoned as Town Center (TC) and has a General Plan land use designation of Town Center (TC).

Figure 2–1 shows the Project vicinity. Figure 2–2 shows a more detailed Project area map.

Figure 2–3 shows the Project site plan.

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LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3519 Santee Community Center
N:\3519\Report\Transportation Analysis.3519 February 23, 2024.docx 6 3.0 EXISTING CONDITIONS
Effective evaluation of the traffic impacts associated with the proposed Project requires an understanding of the existing transportation system within the project area. Figure 3–1 shows an existing conditions diagram, including signalized intersections and lane configurations.

3.1 Existing Street Network
The following is a description of the existing street network in the study area.

Mast Boulevard is an east-west roadway that is classified as a 4-lane Major Arterial in the City of Santee Mobility Element. Mast Boulevard is currently constructed as a 4-lane divided roadway with a landscaped median within the Project study area. The posted speed limit ranges between 35 mph and 40 mph. Sidewalks and Class II bike lanes are provided on both sides of the roadway. On-street parking is permitted intermittently.

Riverwalk Drive is an east-west roadway that is classified as a 2-lane Collector Residential in the City of Santee Mobility Element. Riverwalk Drive is currently constructed as a 2-lane undivided roadway within the Project study area. The posted speed limit is 25 mph. Sidewalks and Class III bike routes are provided on both sides of the roadway. On-street parking is permitted.

Cuyamaca Street is a north-south roadway that is classified as a 4-lane Major Arterial in the City of Santee Mobility Element. Cuyamaca Street is currently constructed as a 4-lane divided roadway with a landscaped median within the Project study area. The posted speed limit is 35 mph. Sidewalks and Class II bike lanes are provided on both sides of the roadway. On-street parking is prohibited.

Park Center Drive is a north-south roadway that is classified as a 2-lane Parkway in the City of Santee Mobility Element. Park Center Drive is currently constructed as a 2-lane undivided roadway with intermittent left-turn pockets within the Project study area. The posted speed limit is 30 mph.

Sidewalks are provided on both sides of the roadway north of Riverwalk Drive and on the west side of the roadway south of Riverwalk Drive. On-street parking is prohibited.

Magnolia Avenue is a north-south roadway that is classified as a 4-lane Major Arterial in the City of Santee Mobility Element. Mast Boulevard is currently constructed as a 4-lane divided roadway with a landscaped median within the Project study area. The posted speed limit is 40 mph north of Mast Boulevard and 45 mph south of Mast Boulevard. Sidewalks and Class II bike lanes are provided on both sides of the roadway. On-street parking is permitted intermittently on the east side of the roadway.

3.2 Existing Traffic Volumes
Peak hour intersection turning movement volume counts were conducted at the study area intersections on Wednesday, January 10, 2024, when area schools were in session.

Figure 3–2 shows the Existing Traffic Volumes. Appendix A contains the existing count sheets.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3519 Santee Community Center
N:\3519\Report\Transportation Analysis.3519 February 23, 2024.docx 7 3.3 Existing Bicycle Network
The City of Santee provides Class II bike lanes on Mast Boulevard, Cuyamaca Street and Magnolia Avenue, and Class III bike routes on Riverwalk Drive. Per the City of Santee Mobility Element, Class III bike routes are planned along Park Center Drive between Mast Boulevard and Riverwalk Drive.

3.4 Existing Pedestrian Network
Sidewalks are provided on both sides of the roadways within the study area with the exception of Park Center Drive south of Riverwalk Drive. In addition, a sidewalk connection is provided between the Project site and the Santee Transit Center and nearby bus stops. Per the City of Santee Mobility Element, there are no plans to add or alter sidewalks within the Project vicinity.

3.5 Existing Transit Network
Transit service is provided to the area via Metropolitan Transit Services (MTS). The nearest bus stop is located just 230 feet south of the Riverwalk Drive / Cuyamaca Street intersection, which is a walking distance of 0.5 miles from the Project site. The Santee Transit Center, which serves the Green Line Trolley, is located in the Santee Trolley Square shopping mall, which is a walking distance of 1.2 miles from the Project site. A description of the nearest transit service is shown below:

Bus Route 832 provides bus service to the area via Cuyamaca Street, Mission Gorge Road and Magnolia Avenue. During weekdays, headways are 1 hour for the duration of the day.

During weekends, headways are 1 hour for the duration of the day.

The Green Line Trolley runs between the Santee Transit Center and the 12th and Imperial Avenue Transit Center in Downtown San Diego. There are twenty-seven (27) stops along this route with 15-minute headways on the weekdays and 30-minute headways on the weekends. During weekends, headways are 15 - 30 minutes during the peak periods.

Appendix B contains the bus route schedule and map.

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Verde Vista Ln
Riverwalk Dr Park Center Dr
N Magnolia Ave
N
Magnolia Ave
Mast Blvd Mast Blvd
Cuyamaca St
Mast Blvd 1 2 3
4 5
6 7
1 2 3
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Time: 2:44 PM
Date: 1/23/2024
N:\3519\Figures
Existing Conditions Diagram
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N:\3519\Figures
Existing Traffic Volumes
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4.1 Project Study Area and Study Scenarios
Based on the expected distribution of traffic and the main access point to the site being Riverwalk Drive and Park Center Drive, the Project study area includes the following intersections:

INTERSECTIONS

1. Mast Boulevard / Cuyamaca Street

2. Mast Boulevard / Park Center Drive

3. Mast Boulevard / Magnolia Avenue

4. Riverwalk Drive / Cuyamaca Street

5. Riverwalk Drive / Verde Vista Lane

6. Riverwalk Drive / Canopy Park Lane

7. Riverwalk Drive / Park Center Drive
The following study scenarios are included in this report:
 Existing
 Existing + Project
 Existing + Cumulative projects
 Existing + Cumulative projects + Project

4.2 Analysis Approach

4.3 Methodology
Level of Service (LOS) is the term used to denote the different operating conditions which occur on a given roadway segment under various traffic volume loads. It is a qualitative measure used to describe a quantitative analysis taking into account factors such as roadway geometries, signal phasing, speed, travel delay, freedom to maneuver, and safety. LOS provides an index to the operational qualities of a roadway segment or an intersection. LOS designations range from A to F, with LOS A representing the best operating conditions and LOS F representing the worst operating conditions. LOS designation is reported differently for signalized and unsignalized intersections.

Signalized intersections were analyzed under AM and PM peak hour conditions. Average vehicle delay was determined utilizing the methodology found in Chapter 19 of the Highway Capacity Manual (HCM) 6th Edition, with the assistance of the Synchro (version 11) computer software. The delay values (represented in seconds) were qualified with a corresponding intersection LOS.

Unsignalized intersections were analyzed under AM and PM peak hour conditions. Average vehicle delay and LOS was determined based upon the procedures found in Chapters 20 and 21 of the HCM 6th Edition, with the assistance of the Synchro (version 11) computer software.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3519 Santee Community Center
N:\3519\Report\Transportation Analysis.3519 February 23, 2024.docx 11 5.0 SUBSTANTIAL EFFECT CRITERIA
A project is considered to have a substantial effect if the new project traffic has decreased the operations of surrounding intersections by a defined threshold. The defined thresholds shown in Table 5–1 below for an intersection is based on published SANTEC guidelines with the exception that LOS D is considered acceptable per the City of Santee General Plan. If the project exceeds the thresholds in Table 5–1, then the project may be considered to have a substantial effect. A feasible improvement will need to be identified to return the effect to within the thresholds (pre-project + allowable increase).

If project traffic causes the location to degrade from an acceptable LOS D or better to LOS E or LOS F, or exceeds the allowable thresholds as shown in Table 5–1 below for currently LOS E or F operating locations, a substantial effect occurs. Under Near-Term conditions, substantial effects are considered to be direct.

TABLE 5–1

LEVEL OF SERVICE THRESHOLDS FOR INTERSECTIONS
Level of Service with
Projecta
Allowable Increase Due to Project Impactsb
Delay
(sec.)
E & F 2
Footnotes:
a. All level of service measurements are based upon HCM procedures for peak-hour conditions.

The acceptable LOS for intersections is generally “D” or better. b. If a proposed project’s traffic causes the values shown in the table to be exceeded, the effects are deemed to be substantial. These effects may be measured from appropriate computer programs or expanded manual spreadsheets. The project applicant shall then identify feasible improvements (within the Transportation Analysis report) that will maintain the traffic facility at an acceptable LOS. If the LOS with the proposed project becomes unacceptable (see note a above), the project applicant shall be responsible for mitigating substantial effects.

General Notes:

1. Delay = Average stopped delay per vehicle measured in seconds for intersections, or minutes for ramp meters.

2. LOS = Level of Service
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3519 Santee Community Center
N:\3519\Report\Transportation Analysis.3519 February 23, 2024.docx 12 SIGNALIZED UNSIGNALIZED

DELAY/LOS THRESHOLDS DELAY/LOS THRESHOLDS
Delay LOS Delay LOS

0.0 ≤ 10.0 A 0.0 ≤ 10.0 A

10.1 to 20.0 B 10.1 to 15.0 B

20.1 to 35.0 C 15.1 to 25.0 C

35.1 to 55.0 D 25.1 to 35.0 D

55.1 to 80.0 E 35.1 to 50.0 E
≥ 80.1 F ≥ 50.1 F

6.0 ANALYSIS OF EXISTING CONDITIONS
Table 6–1 summarizes the intersection operations under Existing conditions. As shown in Table 6–1, all the study area intersections are calculated to operate at LOS D or better during both the AM and PM peak hours.

Appendix C contains the Existing intersection analysis worksheets.

TABLE 6–1

EXISTING INTERSECTION OPERATIONS
Intersection Control
Type
Peak
Hour
Existing
Delaya LOSb

1. Mast Boulevard / Cuyamaca Street Signal AM 40.3 D
PM 34.2 C

2. Mast Boulevard / Park Center Drive Signal AM 10.7 B
PM 9.8 A

3. Mast Boulevard / Magnolia Avenue Signal AM 42.5 D
PM 34.8 C

4. Riverwalk Drive / Cuyamaca Street Signal AM 21.9 C
PM 22.0 C

5. Riverwalk Drive / Verde Vista Lane AWSCc AM 9.3 A
PM 8.5 A

6. Riverwalk Drive / Canopy Park Lane AWSCc AM 9.1 A
PM 8.4 A

7. Riverwalk Drive / Park Center Drive AWSCc AM 9.2 A
PM 8.0 A

Footnotes:
a. Average delay expressed in seconds per vehicle.
b. Level of Service.
c. AWSC – All-Way Stop-Controlled intersection.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3519 Santee Community Center
N:\3519\Report\Transportation Analysis.3519 February 23, 2024.docx 13 7.0 TRIP GENERATION/DISTRIBUTION/ASSIGNMENT
The following is a discussion of the Project trip generation calculations and the Project traffic distribution and assignment through the local network.

7.1 Trip Generation
Trip generation rates for recreational community center land use (land use code 495) were taken from the Institute of Transportation Engineers (ITE) Trip Generation Manual, 11th Edition, to determine the traffic generated by the proposed Project.

Events that could occur include gathering for private and governmental including business meetings, trainings, birthday parties, family celebrations, weddings, community events, conferences, Town Hall Meetings, City Council Meetings, Governmental Meetings, car shows, festivals, emergency operations, comedy shows, movies, and other events. Events would range in size from small events for 50 persons to 450 persons with all building space utilized. Events utilizing outdoor space could increase capacity by 250 if events such as car shows utilize outdoor parking lot space. The anticipated time of operation for events would be Sunday through Thursday from 7 AM to 10 PM, and Fridays and Saturdays from 7 AM to 11 PM.

Classes that could occur include senior, youth and general classes such as arts, floral, babysitter training, CPR training, fitness training, safety training, dog training, martial arts, dance, musical classes, historical classes, gardening classes, cooking, language classes, cultural classes, outdoor recreation classes, and additional classes needed for the community. Average class size would be 30- 60 persons per class but could be as large as the occupancy load of the building if a large class was required. The anticipated time of operation for classes would be Monday - Saturday from 7 AM to 10 PM.

In order to account for the above-mentioned events that at times attract a large number of guests within a short time frame, trip rates obtained from the ITE Trip General Manual were quadrupled to capture all event guests. This adjustment was based on how the SANDAG’s (Not So) Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region (dated April 2002) handles the peak characteristics of a Church land use (see Appendix D). ITE rates show 28.82 daily trips/ KSF, 1.91 AM peak hour trips/ KSF and 2.50 PM peak hour trips/ KSF for recreational community center.

Table 7–1 shows the Project trip generation. As shown in Table 7–1, the Project is calculated to generate 1,441 ADT, with 96 trips during the AM peak hour (63 inbound and 33 outbound), and 125 trips during the PM peak hour (59 inbound and 66 outbound).

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3519 Santee Community Center
N:\3519\Report\Transportation Analysis.3519 February 23, 2024.docx 14 TABLE 7–1

PROJECT TRIP GENERATION
Land Use Size
Daily Trip Ends
(ADTs) AM Peak Hour PM Peak Hour
Rate a Volume Ratea In:Out
Split a
Volume
Ratea In:Out
Split
Volume
In Out Total In Out Total
Community
Center Building 12,500 SF 115.28/ KSFb 1,441 7.64/
KSFb 66:34 63 33 96 10.00/ KSFb 47:53 59 66 125
Footnotes:
a. Rates are based on ITE Trip Generation Manual, 11th Edition. b. Rates are based on recreational community center trip rate (land use code 495). To be conservative, trip rates were quadrupled to capture all event guests arriving within a short time frame. This adjustment was obtained from SANDAG’s (Not So) Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region (dated April 2002), for a Church land use which functions similarly to worst-case events to be hosted by the community center. ITE rates show 28.82 daily trips/ KSF, 1.91 AM peak hour trips/ KSF and 2.50 PM peak hour trips/ KSF for recreational community center.

7.2 Trip Distribution and Assignment
The Project traffic was distributed based on the site location, access to SR-52, SR-67 and SR-125, existing traffic patterns in the area and anticipated traffic routes to and from the site, and the location of City-wide residential areas. Relative to the Project site location in central Santee, the Project’s distributions assumes 10% of trips oriented to/from the northern portion of Santee; 60% of trips oriented to/from the southern portion of Santee, vehicles using SR-67 and exiting via Woodside Avenue, and vehicles using SR-52 and exiting via Cuyamaca Street; 20% of trips oriented to/from the western portion of Santee and vehicles using SR-52 and exiting via Mast Boulevard; 5% oriented to/from the eastern portion of Santee; and the remaining 1 – 2% to/from nearby residentials within close proximity of the Project site.

Figure 7–1 shows the Project traffic distribution. Figure 7–2 shows the Project traffic volumes.

Figure 7–3 shows the Existing + Project traffic volumes.

Canopy Park Ln
Verde Vista Ln
Riverwalk Dr Park Center Dr
N Magnolia Ave
N
Magnolia Ave
Mast Blvd Mast Blvd
Cuyamaca St
Mast Blvd 1 2 3
4 5
6 7
1 2 3
4 5
6 7
Time: 3:28 PM
Date: 2/21/2024
N:\3519\Figures
Project Traffic Distribution
Figure 7-1
City of Santee Community Center
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Time: 9:21 AM
Date: 1/24/2024
N:\3519\Figures
Project Traffic Volumes
Figure 7-2
City of Santee Community Center
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Time: 9:23 AM
Date: 1/24/2024
N:\3519\Figures
Existing + Project Traffic Volumes
Figure 7-3
City of Santee Community Center
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9 / 21
142 / 110
8 / 2212 / 4
10 / 13
22 / 10
1 / 1
3 / 193 / 1
9 / 15 3
11 / 3
89 / 99
1 2 3 4
7 5 6
[
Study Intersections
Intersection AM/PM Peak Hour Volumes
#
DJL
Project
Site
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3519 Santee Community Center
N:\3519\Report\Transportation Analysis.3519 February 23, 2024.docx 18 8.0 CUMULATIVE PROJECTS
Cumulative projects are other projects in the Project study area that could be constructed and occupied between the date of existing data collection (January 2024) and the expected opening year of the Project, thus adding traffic to the local circulation system. LLG researched projects within the City of Santee, City of San Diego, City of El Cajon and County of San Diego to identify cumulative projects in the Project study area that could be constructed and generating traffic in the Project vicinity. The Cumulative development projects identified in the Project vicinity in the near-term condition are listed in Table 8–1.

For the purposes of this study, 500 units of the Fanita project were accounted for in the Cumulative projects traffic volumes due to the uncertainty of development of the Fanita Project at the time this study was prepared.

Figure 8–1 shows the Cumulative projects traffic volumes. Figure 8–2 shows the Existing + Cumulative projects traffic volumes. Figure 8–3 shows the Existing + Cumulative projects + Project traffic volumes.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3519 Santee Community Center
N:\3519\Report\Transportation Analysis.3519 February 23, 2024.docx 19 TABLE 8–1

CUMULATIVE PROJECTS SUMMARY
Name/Applicant Description ADT a AM PM Status
In Out In Out

1. Santee View Estates 27- Single Family DU 270 7 15 19 8 Approved – Not Built

2. Karl Strauss Brewery, warehouse,
tasting room, &
restaurant
1,509 80 21 74 93 Approved – Not Built

3. Prospect Estates II 53 Single Family DU 530 13 29 37 16 Approved – Not Built

4. Tyler Street Subdivision 14 Single Family DU 140 3 8 10 4 Pending Entitlement

5. Talwar 8 condominiums 64 1 4 4 2 Approved – Not Built

6. Lantern Crest Ridge Ph II 46-bed memory care
facility
115 3 2 5 4 Pending Entitlement

7. Graves/Prospect
Commercial
Convenience store,
coffee shop
1,200 48 48 48 48 Pending Entitlement

8. Parkside (formerly Hillside
Meadows)
63 Single Family DU
& 62 condominiums
1,126 23 67 79 34 Pending Entitlement

9. Carlton Oaks Country Club Single family, assisted
living, hotel, and
restaurant expansion
2,380 56 117 155 74 Pending
Entitlement

10. Woodspring Suites 120-room hotel 840 27 40 46 30 Approved – Not Built

11. Apts. Inc 11 condominiums 88 1 6 6 3 Pending Entitlement

12. Studio Movie Grill Entertainment,
restaurant
3,700 13 0 179 117 Pending Entitlement

13. County Property 2 365 condominiums 2,920 47 187 204 88 Pending Entitlement

14. County Property 1 130 condominiums 1,040 17 66 73 31 Pending Entitlement

15. KDS & Assoc. Warehouse 37 4 1 2 4 Pending Entitlement

16. Cameron Bros Commercial 12,883 309 206 644 644 Pending Entitlement

17. Rockvill Residential 59 Single Family DU 590 14 33 41 18 Pending Entitlement

18. All Right Storage 87 KSF Storage 175 6 5 8 8 Pending Entitlement

19. Gondala Skate 28 KSF Industrial 229 23 2 5 22 Approved – Not Built

20. Lunar Lane 7 KSF Industrial 59 5 1 1 6 Pending Entitlement

21. Kalasho Gas Station Gas Station 900 32 31 36 36 Pending Entitlement

22. Prospect Avenue
Subdivision
14 Single Family DU 140 3 8 10 4 Pending Entitlement

23. Fanita Project b 500 Units 5,000 120 280 350 150 Approved – Not Built

Footnotes:
a. Average daily traffic.
b. See text for explanation.

Canopy Park Ln
Verde Vista Ln
Riverwalk Dr Park Center Dr
N Magnol ai Ave
N
Magnolia Ave
Mast Blvd Mast Blvd
Cuyamaca St
Mast Blvd 1 2 3
4 5
6 7
1 2 3
4 5
6 7
Time: 12:53 PM
Date: 2/15/2024
N:\3519\Figures
Cumulative Projects Traffic Volumes
Figure 8-1
City of Santee Community Center
J
J
L

LJ D J D
D
L
D L
D J
L
D JL
LJ D
LJ D

D J L D
LJ
J
J
J
J
J D
L

D L J LJ D
LJ D J
LJ D
Riverwalk Dr
Comm Dwy
Cuyamaca St
Magnolia Ave
Cuyamaca St
Mast Bl Mast Bl
Park Center Dr
Park Center Dr
Proj Dwy
Canopy Park Ln
Mast Bl
Riverwalk Dr
Riverwalk Dr Riverwalk Dr Verde Vista Ln
32 / 81
28 / 47 28 / 15
67 / 42
1 / 1
1 / 2
40 / 32
21 / 17
14 / 30
22 / 21
14 / 2312 / 25
13 / 11
52 / 41
13 / 11
9 / 10
28 / 63
9 / 10
14 / 11
51 / 37
3 / 6
5 / 4
44 / 23
28 / 17
36 / 5912 / 30
11 / 9
9 / 16
6 / 9
16 / 48
109 / 80
57 / 130
27 / 22
23 / 27
20 / 11
5 / 5
1 / 3
2 / 10
7 / 12
13 / 13 22 / 16
2 / 42 / 1
2 / 3
4 / 2
1 / 31 / 4
2 / 3
2 / 1
14 / 14
1 2 3 4
7 5 6
[
Study Intersections
Intersection AM/PM Peak Hour Volumes
#
DJL
Project
Site
Canopy Park Ln
Verde Vista Ln
Riverwalk Dr Park Center Dr
N Magnol ai Ave
N
Magnolia Ave
Mast Blvd Mast Blvd
Cuyamaca St
Mast Blvd 1 2 3
4 5
6 7
1 2 3
4 5
6 7
Time: 12:54 PM
Date: 2/15/2024
N:\3519\Figures
Existing + Cumulative Projects Traffic Volumes
Figure 8-2
City of Santee Community Center
J
J
L

LJ D J D
D
L
D L
D J
L
D JL
LJ D
LJ D

D J L D
LJ
LJ D
D
LJ D
D J L
LJ
L D
LJ
J D
LJ D
LJ D
D J L
LJ D
LJ D
LJ D
D J
LJ D
Riverwalk Dr
Comm Dwy
Cuyamaca St
Magnolia Ave
Cuyamaca St
Mast Bl Mast Bl
Park Center Dr
Park Center Dr
Proj Dwy
Canopy Park Ln
Mast Bl
Riverwalk Dr
Riverwalk Dr Riverwalk Dr Verde Vista Ln
139 / 301
327 / 577
10 / 17
345 / 129282 / 202
8 / 15
748 / 336
268 / 260
110 / 217
170 / 176
240 / 229185 / 384
131 / 97
646 / 657
54 / 31
29 / 30
553 / 958
78 / 95
286 / 219573 / 440
33 / 61
26 / 35
243 / 146
133 / 91 58 / 143
343 / 291560 / 505
231 / 350
195 / 229
105 / 269
3 / 2
738 / 728
82 / 81
0 / 14
50 / 66
2 / 1
77 / 107 69 / 125
541 / 961
148 / 18
2 / 8
1 / 1
37 / 21
5 / 5
2 / 5
172 / 140
146 / 174
22 / 46
31 / 13
1 / 1
13 / 14
11 / 14
126 / 70
35 / 28 6 / 18
0 / 1
14 / 62
45 / 77
83 / 84
9 / 21 140 / 104
10 / 26
14 / 5
12 / 16
26 / 12
1 / 1
4 / 164 / 23
11 / 18
13 / 4
90 / 88
1 2 3 4
7 5 6
[
Study Intersections
Intersection AM/PM Peak Hour Volumes
#
DJL
Project
Site
Canopy Park Ln
Verde Vista Ln
Riverwalk Dr Park Center Dr
N Magnolia Ave
N
Magnolia Ave
Mast Blvd Mast Blvd
Cuyamaca St
Mast Blvd 1 2 3
4 5
6 7
1 2 3
4 5
6 7
Time: 2:00 PM
Date: 2/20/2024
N:\3519\Figures
Existing + Cumulative Projects + Project Traffic Volumes Figure 8-3
City of Santee Community Center
J
J
L

LJ D J D
D
L
D L
D J
L
D JL
LJ D
LJ D

D J L D
LJ
LJ D
D
LJ D
D J L
LJ
L D
LJ
J D
LJ D
LJ D
D J L
LJ D
LJ D
LJ D
D J
LJ D
Riverwalk Dr
Comm Dwy
Cuyamaca StCuyamaca St
Magnolia Ave
Mast Bl Mast Bl
Park Center Dr
Park Center Dr
Proj Dwy
Canopy Park Ln
Mast Bl
Riverwalk Dr
Riverwalk Dr Riverwalk Dr
Verde Vista Ln
141 / 304
327 / 577
10 / 17 345 / 129
285 / 205
8 / 15
748 / 336
268 / 260
110 / 217
183 / 188
246 / 242185 / 384
153 / 117
646 / 657
56 / 33
30 / 32
553 / 958
90 / 118
289 / 222573 / 440
33 / 61
26 / 35
246 / 149
133 / 91
58 / 143
560 / 505359 / 305
233 / 353
203 / 246
107 / 272
3 / 2
738 / 728
98 / 96
0 / 14
58 / 82
2 / 1
89 / 130
90 / 145
541 / 961
148 / 18
2 / 8
1 / 1
37 / 21
6 / 6
2 / 6
192 / 179
183 / 209
22 / 46
31 / 13
2 / 2
13 / 14
11 / 14
126 / 70
59 / 50
19 / 43
0 / 2
34 / 102
83 / 113
83 / 84
9 / 21
164 / 126
10 / 26
14 / 5
12 / 16
26 / 12
1 / 1
4 / 234 / 1
11 / 18 6
13 / 4
103 / 113
1 2 3 4
7 5 6
[
Study Intersections
Intersection AM/PM Peak Hour Volumes
#
DJL
Project
Site
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3519 Santee Community Center
N:\3519\Report\Transportation Analysis.3519 February 23, 2024.docx 23 9.0 ANALYSIS OF NEAR-TERM SCENARIOS
The following sections present the analysis of study area intersections under Existing + Project, Existing + Cumulative projects and Existing + Cumulative projects + Project conditions.

9.1 Exiting + Project Conditions
Table 9–1 summarizes the intersection operations under Existing + Projects conditions. As shown in Table 9–1, with the addition of Project traffic, all the study area intersections are calculated to operate at LOS D or better during both the AM and PM peak hours.

Appendix E contains the Existing + Projects intersection analysis worksheets.

9.2 Exiting + Cumulative Projects Conditions
Table 9–1 summarizes the intersection operations under Existing + Cumulative projects conditions.

As shown in Table 9–1, all the study area intersections are calculated to operate at LOS D or better during both the AM and PM peak hours.

Appendix F contains the Existing + Cumulative projects intersection analysis worksheets.

9.3 Exiting + Cumulative Projects + Project Conditions
Table 9–1 summarizes the intersection operations under Existing + Cumulative projects + Project conditions. As shown in Table 9–1, with the addition of project traffic, all the study area intersections are calculated to operate at LOS D or better during both the AM and PM peak hours.

Appendix G contains the Existing + Cumulative projects + Project intersection analysis worksheets.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3519 Santee Community Center
N:\3519\Report\Transportation Analysis.3519 February 23, 2024.docx 24 SIGNALIZED UNSIGNALIZED

DELAY/LOS THRESHOLDS DELAY/LOS THRESHOLDS
Delay LOS Delay LOS

0.0 ≤ 10.0 A 0.0 ≤ 10.0 A

10.1 to 20.0 B 10.1 to 15.0 B 20.1 to 35.0 C 15.1 to 25.0 C 35.1 to 55.0 D 25.1 to 35.0 D 55.1 to 80.0 E 35.1 to 50.0 E ≥ 80.1 F ≥ 50.1 F
TABLE 9–1

NEAR-TERM INTERSECTION OPERATIONS
Intersection Control Type Peak Hour Existing Existing + Project ∆c Substantial Effect? Existing + Cumulative Existing + Cumulative + Project ∆c Substantial Effect? Delaya LOSb Delaya LOSb Delaya LOSb Delaya LOSb

1. Mast Boulevard /
Cuyamaca Street Signal AM 40.3 D 40.4 D 0.1 No 43.1 D 43.2 D 0.1 No PM 34.2 C 34.5 C 0.3 No 35.8 D 36.1 D 0.3 No

2. Mast Boulevard /
Park Center Drive Signal AM 10.7 B 11.7 B 1.0 No 11.5 B 12.8 B 1.3 No PM 9.8 A 10.6 B 0.8 No 10.3 B 11.3 B 1.0 No

3. Mast Boulevard /
Magnolia Avenue Signal AM 42.5 D 43.1 D 0.6 No 44.1 D 44.7 D 0.6 No PM 34.8 C 35.5 D 0.7 No 35.9 D 36.6 D 0.7 No

4. Riverwalk Drive /
Cuyamaca Street Signal AM 21.9 C 22.5 C 0.6 No 23.3 C 23.9 C 0.6 No PM 22.0 C 24.3 C 2.3 No 24.0 C 27.1 C 3.1 No

5. Riverwalk Drive /
Verde Vista Lane AWSCd AM 9.3 A 10.2 B 0.9 No 9.9 A 11.0 B 1.1 No PM 8.5 A 9.0 A 0.5 No 8.9 A 9.4 A 0.5 No

6. Riverwalk Drive /
Canopy Park Lane AWSCd AM 9.1 A 10.0 A 0.9 No 9.6 A 10.8 B 1.2 No PM 8.4 A 9.3 A 0.9 No 8.8 A 9.7 A 0.9 No

7. Riverwalk Drive /
Park Center Drive AWSCd AM 9.2 A 9.8 A 0.6 No 10.0 A 10.8 B 0.8 No PM 8.0 A 8.3 A 0.3 No 8.3 A 8.7 A 0.4 No Footnotes: a. Average delay expressed in seconds per vehicle. b. Level of Service.
c. Δ denotes an increase in delay due to project.
d. AWSC – All-Way Stop-Controlled intersection.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3519 Santee Community Center
N:\3519\Report\Transportation Analysis.3519 February 23, 2024.docx 25 10.0 VEHICLE MILES TRAVELED (VMT) ASSESSMENT

10.1 Background
In December 2018, the Natural Resources Agency adopted amendments to the CEQA Guidelines, including the incorporation of SB 743 modifications. The Office of Planning and Research (OPR) also published an update to its Technical Advisory on Evaluating Transportation Impacts in CEQA to assist professional planners, land use officials, and CEQA practitioners. The Technical Advisory provides recommendations on how to evaluate transportation impacts under SB743 that agencies and other entities may use at their discretion. The Technical Advisory recommends the use of VMT as the preferred CEQA transportation metric. To comply with the new legislation, the City has identified VMT analysis methodology, established VMT thresholds for CEQA transportation impacts, and identified possible mitigation strategies. SB743 includes the following two legislative intent statements:

1. Ensure that the environmental impacts of traffic, such as noise, air pollution, and safety concerns, continue to be properly addressed and mitigated through the California Environmental Quality Act.

2. More appropriately, balance the needs of congestion management with statewide goals related to infill development, promotion of public health through active transportation, and reduction of GHG emissions.

VMT is a metric that accounts for the number of vehicle trips generated and the length or distance of those trips. VMT does not directly measure traffic operations but instead is a measure of network use or efficiency, especially if expressed as a function of population or employment (e.g., VMT/capita).

VMT tends to increase as land use density decreases and travel becomes more reliant on the use of the automobile due to the long distances between origins and destinations. VMT can also serve as a proxy for impacts related to energy use, air pollution emissions, GHG emissions, safety, and roadway maintenance. The relationship between VMT and energy or emissions is based on fuel consumption. The traditional use of VMT in environmental impact analysis is to estimate mobile air pollution emissions, GHGs, and energy consumption, and the type of VMT metric reported for these additional impact areas typically differs from the metrics used for the transportation analysis.

10.2 Screening Criteria for CEQA VMT Analysis
The requirements to prepare a detailed transportation VMT analysis apply to all discretionary land development projects that are not exempt from CEQA, except those that meet at least one of the transportation screening criteria described below. A project that meets at least one of the screening criteria below would be presumed to have a less than significant VMT impact due to some aspect of the project. If evidence suggests that the project might have a significant impact despite meeting the below screening criteria, City staff reserves the discretion to request VMT analysis.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3519 Santee Community Center
N:\3519\Report\Transportation Analysis.3519 February 23, 2024.docx 26 Based on the City of Santee VMT Analysis Guidelines, April 2022, the requirement to prepare a detailed transportation VMT analysis applies to all discretionary land development projects that are not exempt from CEQA, except for those that meet at least one of the provided screening criteria. A project that meets at least one of the screening criteria listed below would be considered to have a less-than-significant CEQA transportation impact due to some aspect of the project.

1. Projects Located in a Transit-Accessible Area: Projects located within a half-mile radius of an existing major transit stop or an existing stop along a high-quality transit corridor may be presumed to have a less-than-significant impact absent substantial evidence to the contrary.

2. Small Projects: Projects generating 500 or fewer net new daily vehicle trips may be presumed to have a less-than-significant impact absent substantial evidence to the contrary. Trips are based on the number of vehicle trips calculated using SANDAG’s (Not So) Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region or ITE trip generation rates with any alternative modes/location-based adjustments applied.

3. Projects in a VMT Efficient Area: A VMT-efficient area is any area within the City with an average VMT/capita or VMT/employee below the thresholds as compared to the baseline City/Regional VMT for the TAZ that the project is located within.

4. Locally Serving Retail Projects: Local serving retail generally improves the convenience of shopping close to home and has the effect of reducing vehicle travel. Local serving retail projects less than 50,000 square feet that are expected to draw approximately 75% of customers from the local area (roughly 3-miles) are presumed to have a less than significant impact absent substantial evidence to the contrary. Retail projects that are between 50,000 square feet and 125,000 square feet with similar customer attraction (approximately 75% from local area) may also be presumed locally-serving; however, the city may require the applicant to provide a market analysis as evidence that the project is locally serving. Retail projects that are more than 125,000 square feet are required to conduct a VMT analysis unless the applicant provides market surveys to demonstrate that at least 75% of customers are attracted from the local population.

5. Locally Serving Public Facilities: Public facilities that serve the surrounding community or public facilities that are passive use may be presumed to have a less-than-significant impact absent substantial evidence to the contrary.

6. Redevelopment Projects with Lower Total VMT: A redevelopment project may be presumed to have a less-than-significant impact absent substantial evidence to the contrary if the proposed project’s total project VMT is less than the existing land use’s total VMT and the CEQA action includes closing the existing land use.

7. Infill Affordable Housing: Based on the ITE 11th Edition of the Trip Generation Manual, the affordable housing trip generation rate is approximately 30% lower than the multi-family (low-rise) rate. Adding affordable housing to infill locations generally improves jobs-housing LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3519 Santee Community Center
N:\3519\Report\Transportation Analysis.3519 February 23, 2024.docx 27 balance, in turn, shortening commutes and reducing VMT. This suggests that it is possible to presume a blended affordable and market-rate residential project as having less than significant VMT impact.

10.2.1 Locally-Serving Public Facilities
As discussed in Sections 2.0 and 7.0, the function and aspects of the proposed Santee Community Center falls under the category of “locally serving public facilities.” Therefore, according to the City’s screening criteria #5 summarized in Section 10.2, the Project would be considered to have a less-than-significant CEQA transportation impact and would be screened out of further analysis.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3519 Santee Community Center
N:\3519\Report\Transportation Analysis.3519 February 23, 2024.docx 28 11.0 SITE ACCESS
As mentioned in Section 2.0, vehicular access to the Project site will be provided via an existing fullaccess driveway, which is also the south leg of the Riverwalk Drive / Canopy Park Lane intersection.

The Project site is currently fronting a 2-lane undivided roadway. As shown in Table 9–1, the analyzed Project driveway is calculated to operate at LOS B or better during the AM and PM peak hours. Therefore, no improvements are necessary.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3519 Santee Community Center
N:\3519\Report\Transportation Analysis.3519 February 23, 2024.docx 29 12.0 CONCLUSIONS
The Project is proposed on an approximately 3.57-acre site located at 10129 Riverwalk Drive in the City of Santee. The proposed Project would involve the construction of the Santee Community Center building, which is two stories and includes event space, office space, and support spaces and would total 12,500 gross square feet.

LOCAL TRANSPORTATION ANALYSIS
The study area intersections were analyzed under the Existing, Existing + Project, Existing + Cumulative project and Existing + Cumulative project + Project scenarios. All study area intersections are calculated to operate at LOS D or better. Therefore, improvements are not required under these analyses.

VEHICLE MILED TRAVELED ASSESSMENT
As discussed in Sections 2.0 and 7.0, the function and aspects of the proposed Santee Community Center falls under the category of “locally serving public facilities.” Therefore, according to the City’s screening criteria #5 summarized in Section 10.2, the Project would be considered to have a less-than-significant CEQA transportation impact and would be screened out of further analysis.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3519 Santee Community Center
N:\3519\Report\LTA Appendix.3519.doc

APPENDICES

APPENDIX
A. Intersection Manual Count Sheets
B. Bus Route Schedule and Map
C. Existing Intersection Analysis Worksheets
D. Excerpts from the Institute of Transportation Engineers (ITE) Trip Generation Manual (11th Edition) and SANDAG’s (Not So) Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region (dated April 2002)
E. Existing + Project Intersection Analysis Worksheets
F. Existing + Cumulative Projects Intersection Analysis Worksheets G. Existing + Cumulative Projects + Project Intersection Analysis Worksheets

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3519 Santee Community Center
N:\3519\Report\LTA Appendix.3519.doc

APPENDIX A

INTERSECTION MANUAL COUNT SHEETS
Location: File Name:

Intersection: Project:

Date of Count:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 7:00 6 35 73 29 177 3 31 13 23 15 44 11 460
7:15 0 44 99 37 225 0 30 23 25 15 60 32 590
7:30 1 52 90 69 217 2 42 26 27 25 65 27 643
7:45 1 51 77 42 186 3 40 19 33 22 71 35 580
8:00 2 62 82 48 150 2 82 19 46 19 75 45 632
8:15 3 51 68 88 155 2 62 43 67 30 88 41 698
8:30 0 29 57 53 112 3 34 30 37 22 89 40 506
8:45 2 43 37 51 76 1 39 22 53 16 51 30 421
Total 15 367 583 417 1298 16 360 195 311 164 543 261 4530 Approach% 1.6 38.0 60.4 24.1 75.0 0.9 41.6 22.5 35.9 16.9 56.1 27.0 Total% 0.3 8.1 12.9 9.2 28.7 0.4 7.9 4.3 6.9 3.6 12.0 5.8 AM Intersection Peak Hour:

Volume 7 216 317 247 708 9 226 107 173 96 299 148 2,553 Approach% 1.3 40.0 58.7 25.6 73.4 0.9 44.7 21.1 34.2 17.7 55.1 27.3 Total% 0.3 8.5 12.4 9.7 27.7 0.4 8.9 4.2 6.8 3.8 11.7 5.8 PHF 0.92 0.84 0.74 0.85 0.91
Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 16:00 2 25 20 68 75 1 36 43 69 43 124 38 544
16:15 1 53 29 69 57 1 40 56 73 39 127 43 588
16:30 3 34 36 64 72 3 42 61 84 48 109 33 589
16:45 2 47 27 44 83 9 57 55 95 46 147 47 659
17:00 3 40 30 75 67 3 51 51 87 51 140 39 637
17:15 5 39 21 60 82 1 56 53 93 42 134 36 622
17:30 2 40 29 67 75 5 34 39 92 36 109 40 568
17:45 7 34 20 55 63 2 45 39 63 39 111 39 517
Total 25 312 212 502 574 25 361 397 656 344 1001 315 4724 Approach% 4.6 56.8 38.6 45.6 52.1 2.3 25.5 28.1 46.4 20.7 60.3 19.0 Total% 0.5 6.6 4.5 10.6 12.2 0.5 7.6 8.4 13.9 7.3 21.2 6.7 PM Intersection Peak Hour:

Volume 13 160 114 243 304 16 206 220 359 187 530 155 2,507 Approach% 4.5 55.7 39.7 43.2 54.0 2.8 26.2 28.0 45.7 21.4 60.8 17.8 Total% 0.5 6.4 4.5 9.7 12.1 0.6 8.2 8.8 14.3 7.5 21.1 6.2 PHF 0.94 0.97 0.95 0.91 0.95
Intersection Turning Movement - Peak Hour Vehicle Count AM
Wednesday January 10, 2024
PM
Cuyamaca Street Mast Boulevard Cuyamaca Street
Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | #01 ITM-24-004-01
Cuyamaca Street & Mast Boulevard LLG Ref. 3-22-3519
Westbound Northbound Eastbound
Santee Community Center
Cuyamaca Street
Southbound
Mast Boulevard
Southbound
Westbound
Mast Boulevard
Northbound
Cuyamaca Street
Eastbound
Mast Boulevard
07:30 to 08:30
16:30 to 17:30
Location: File Name:

Intersection: Project:

Date of Count:

B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right Bicycle 7:00 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 1 1 0 0 0 0 0 0 0 0 0 0 2
7:45 0 0 0 0 0 0 0 0 0 0 0 0 0
8:00 0 1 0 0 0 0 0 0 0 0 0 0 1
8:15 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 0 0 0 0 0 0 0 0 0 0 0 0 0
8:45 0 1 0 0 0 0 0 0 0 0 3 0 4
Ped Total
Bike Total 1 3 0 0 0 0 0 0 0 0 3 0 7
B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right Bicycle 16:00 0 0 0 0 0 0 0 1 0 0 0 0 1
16:15 0 1 0 0 0 0 0 0 0 0 1 0 2
16:30 0 0 0 0 0 0 0 1 0 0 0 0 1
16:45 0 0 0 0 0 0 0 0 0 0 0 0 0
17:00 0 0 0 0 0 0 0 0 0 0 0 0 0
17:15 0 0 0 0 0 0 0 0 0 0 0 0 0
17:30 0 0 0 0 0 0 0 0 0 0 0 0 0
17:45 0 0 0 0 0 0 0 0 0 0 0 0 0
Ped Total
Bike Total 0 1 0 0 0 0 0 2 0 0 1 0 4
Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | Intersection Turning Movement - Bicycle & Pedestrian Count 0 0 0 0
0 0 0
4 14
PM
Cuyamaca Street Mast Boulevard Cuyamaca Street Mast Boulevard 0 0 0 0
0 0 3 4
0 0 0 0
0 Totals Southbound Westbound Northbound
2 2
0 4 6 3
2 1
0 0
13 0
0 1
Eastbound
0 0
0 3
0 4
3 Mast Boulevard
Eastbound
Ped
0 0
0 Totals
0 Ped
0 0
0 2
0 0
Ped
0 0
Ped
0 Mast Boulevard
Southbound
0 4
0 0
0 0
Cuyamaca Street
0 Cuyamaca Street
Northbound
Ped
0 0
0 2
Westbound
Ped
3 0 0 3 6
Ped
0 0 0 0 0
AM
Wednesday January 10, 2024 Santee Community Center
Ped Ped Ped
0 3 7
1 0 0 0 1
7 0
0 0
#01 ITM-24-004-01
Cuyamaca Street & Mast Boulevard LLG Ref. 3-22-3519
0 Location: File Name:

Intersection: Project:

Date of Count:

Mast Boulevard 6 / 3
Cuyamaca Street
AM: 226 107 173 0
PM: 206 220 359 2
Cuyamaca Street
AM: 4 317 216 7
PM: 1 114 160 13
0 / 4 Mast Boulevard
3 / 7
PM: 187 530 155 1 AM: 96 299 148 3
Time Period
AM = 07:30 to 08:30
PM = 16:30 to 17:30
4 / 0
AM: 247 708 9 0 PM: 243 304 16 0
Intersection Turning Movement - Peak Hour Summary
#01 ITM-24-004-01
Cuyamaca Street & Mast Boulevard LLG Ref. 3-22-3519
Wednesday January 10, 2024 Santee Community Center
N
Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | Location: File Name:

Intersection: Project:

Date of Count:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 7:00 0 0 0 14 183 0 1 0 10 0 68 6 282
7:15 0 0 0 8 212 0 0 0 10 0 102 3 335
7:30 0 0 0 17 204 0 5 0 12 0 103 3 344
7:45 0 0 0 15 196 0 1 0 6 0 123 8 349
8:00 0 0 0 41 15 0 1 0 10 0 142 13 222
8:15 0 0 0 45 179 0 13 0 41 0 157 17 452
8:30 0 0 0 12 134 0 3 0 8 0 142 2 301
8:45 0 0 0 11 93 0 2 0 14 0 106 3 229
Total 0 0 0 163 1216 0 26 0 111 0 943 55 2514
Approach% - - - 11.8 88.2 - 19.0 - 81.0 - 94.5 5.5
Total% - - - 6.5 48.4 - 1.0 - 4.4 - 37.5 2.2
AM Intersection Peak Hour:

Volume - - - 118 594 - 20 - 69 - 525 41 1,367
Approach% - - - 16.6 83.4 - 22.5 - 77.5 - 92.8 7.2
Total% - - - 8.6 43.5 - 1.5 - 5.0 - 38.4 3.0
PHF #DIV/0! 0.79 0.41 0.81 0.76
Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 16:00 0 0 0 15 130 0 8 0 16 0 196 3 368
16:15 0 0 0 22 128 0 6 0 28 0 226 2 412
16:30 0 0 0 18 139 0 4 0 24 0 214 8 407
16:45 0 0 0 34 150 0 5 0 20 0 220 5 434
17:00 0 0 0 16 156 0 9 0 28 0 234 2 445
17:15 0 0 0 18 171 0 2 0 13 0 227 5 436
17:30 0 0 0 40 126 0 3 0 18 0 200 2 389
17:45 0 0 0 29 120 0 4 0 21 0 217 6 397
Total 0 0 0 192 1120 0 41 0 168 0 1734 33 3288
Approach% - - - 14.6 85.4 - 19.6 - 80.4 - 98.1 1.9
Total% - - - 5.8 34.1 - 1.2 - 5.1 - 52.7 1.0
PM Intersection Peak Hour:

Volume - - - 86 616 - 20 - 85 - 895 20 1,722
Approach% - - - 12.3 87.7 - 19.0 - 81.0 - 97.8 2.2
Total% - - - 5.0 35.8 - 1.2 - 4.9 - 52.0 1.2
PHF #DIV/0! 0.93 0.71 0.97 0.97
Intersection Turning Movement - Peak Hour Vehicle Count AM
Wednesday January 10, 2024
PM
- Mast Boulevard Park Center Drive
Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | #02 ITM-24-004-02
Park Center Driver & Mast Boulevard LLG Ref. 3-22-3519
Westbound Northbound Eastbound
Santee Community Center
-
Southbound
Mast Boulevard
Southbound
Westbound
Mast Boulevard
Northbound
Park Center Drive
Eastbound
Mast Boulevard
07:30 to 08:30
16:30 to 17:30
Location: File Name:

Intersection: Project:

Date of Count:

B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right Bicycle 7:00 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 0 0 0 0 0 0 0 0 0 0 0 0 0
8:00 0 0 0 0 0 0 0 0 0 0 0 0 0
8:15 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 0 0 0 0 0 0 0 0 0 0 0 0 0
8:45 0 0 0 0 0 0 0 0 0 0 0 0 0
Ped Total
Bike Total 0 0 0 0 0 0 0 0 0 0 0 0 0
B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right Bicycle 16:00 0 0 0 0 0 0 0 0 0 0 0 0 0
16:15 0 0 0 0 0 0 0 0 0 0 1 0 1
16:30 0 0 0 0 0 0 0 0 1 0 0 0 1
16:45 0 0 0 0 0 0 0 0 0 0 0 0 0
17:00 0 0 0 0 0 0 1 0 0 0 0 0 1
17:15 0 0 0 0 0 0 1 0 0 0 0 0 1
17:30 0 0 0 0 0 0 0 0 0 0 0 0 0
17:45 0 0 0 0 0 0 0 0 0 0 0 0 0
Ped Total
Bike Total 0 0 0 0 0 0 2 0 1 0 1 0 4
Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | Intersection Turning Movement - Bicycle & Pedestrian Count 0 2 2 0
1 0 0
0 18
PM
- Mast Boulevard Park Center Drive Mast Boulevard
0 7 0 0
0 0 0 0
0 0 1 0
0 Totals Southbound Westbound Northbound
3 4
0 26 0 0
0 0
0 3
26 4
0 0
Eastbound
4 0
0 0
4 4
3 Mast Boulevard
Eastbound
Ped
0 0
0 Totals
4 Ped
0 4
0 4
0 0
Ped
0 0
Ped
0 Mast Boulevard
Southbound
4 4
0 3
0 0
-
0 Park Center Drive
Northbound
Ped
0 0
0 0
Westbound
Ped
0 4 0 0 4
Ped
0 0 0 0 0
AM
Wednesday January 10, 2024 Santee Community Center
Ped Ped Ped
15 3 0
0 1 0 0 1
0 1
1 4
#02 ITM-24-004-02
Park Center Driver & Mast Boulevard LLG Ref. 3-22-3519
7 Location: File Name:

Intersection: Project:

Date of Count:

Mast Boulevard 0 / 3
Park Center Drive
AM: 20 0 69 0
PM: 20 0 85 3
-
AM: 0 0 0 0
PM: 0 0 0 0
0 / 0 Mast Boulevard
0 / 0
PM: 0 895 20 1 AM: 0 525 41 0
Time Period
AM = 07:30 to 08:30
PM = 16:30 to 17:30
26 / 15
AM: 118 594 0 0 PM: 86 616 0 0
Intersection Turning Movement - Peak Hour Summary
#02 ITM-24-004-02
Park Center Driver & Mast Boulevard LLG Ref. 3-22-3519
Wednesday January 10, 2024 Santee Community Center
N
Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | Location: File Name:

Intersection: Project:

Date of Count:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 7:00 11 83 75 11 45 3 58 56 6 19 22 34 423
7:15 15 95 75 15 50 6 57 95 8 33 31 47 527
7:30 15 140 72 44 69 14 70 100 9 42 24 37 636
7:45 2 137 66 34 57 5 86 104 7 54 18 61 631
8:00 11 95 67 17 37 0 84 131 16 56 17 38 569
8:15 2 150 67 10 36 2 92 189 14 70 30 53 715
8:30 8 103 43 10 30 4 76 58 10 58 38 51 489
8:45 8 84 45 10 28 2 48 66 7 43 25 28 394
Total 72 887 510 151 352 36 571 799 77 375 205 349 4384 Approach% 4.9 60.4 34.7 28.0 65.3 6.7 39.5 55.2 5.3 40.4 22.1 37.6 Total% 1.6 20.2 11.6 3.4 8.0 0.8 13.0 18.2 1.8 8.6 4.7 8.0 AM Intersection Peak Hour:

Volume 30 522 272 105 199 21 332 524 46 222 89 189 2,551 Approach% 3.6 63.3 33.0 32.3 61.2 6.5 36.8 58.1 5.1 44.4 17.8 37.8 Total% 1.2 20.5 10.7 4.1 7.8 0.8 13.0 20.5 1.8 8.7 3.5 7.4 PHF 0.91 0.64 0.76 0.82 0.89
Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 16:00 5 108 51 17 19 1 56 128 30 95 58 51 619
16:15 10 70 45 12 27 4 69 100 29 66 62 46 540
16:30 16 67 51 12 32 5 75 92 27 94 51 53 575
16:45 21 96 58 9 31 8 74 127 26 81 60 53 644
17:00 16 102 43 20 36 9 58 96 33 88 60 59 620
17:15 9 92 53 17 25 11 87 118 31 89 64 52 648
17:30 9 113 54 28 31 3 63 105 23 76 37 56 598
17:45 14 93 37 21 26 9 76 115 20 86 43 65 605
Total 100 741 392 136 227 50 558 881 219 675 435 435 4849 Approach% 8.1 60.1 31.8 32.9 55.0 12.1 33.7 53.1 13.2 43.7 28.2 28.2 Total% 2.1 15.3 8.1 2.8 4.7 1.0 11.5 18.2 4.5 13.9 9.0 9.0 PM Intersection Peak Hour:

Volume 55 403 208 74 123 31 282 446 113 334 221 220 2,510 Approach% 8.3 60.5 31.2 32.5 53.9 13.6 33.5 53.0 13.4 43.1 28.5 28.4 Total% 2.2 16.1 8.3 2.9 4.9 1.2 11.2 17.8 4.5 13.3 8.8 8.8 PHF 0.95 0.88 0.89 0.94 0.97
16:45 to 17:45
#03 ITM-24-004-03
Magnolia Avenue & Mast Boulevard LLG Ref. 3-22-3519
Westbound Northbound Eastbound
Santee Community Center
Magnolia Avenue
Southbound
Mast Boulevard
Southbound
Westbound
Mast Boulevard
Northbound
Magnolia Avenue
Eastbound
Mast Boulevard
07:30 to 08:30
AM
Wednesday January 10, 2024
PM
Magnolia Avenue Mast Boulevard Magnolia Avenue
Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | Intersection Turning Movement - Peak Hour Vehicle Count Location: File Name:

Intersection: Project:

Date of Count:

B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right Bicycle 7:00 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 0 0 0 0 1 0 0 0 0 0 0 0 1
7:45 0 0 0 0 0 0 0 1 0 0 0 0 1
8:00 0 0 0 0 0 0 0 0 0 0 0 0 0
8:15 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 0 0 0 0 0 0 0 1 0 0 0 0 1
8:45 0 0 0 0 0 0 0 0 0 0 0 0 0
Ped Total
Bike Total 0 0 0 0 1 0 0 2 0 0 0 0 3
B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right Bicycle 16:00 0 0 0 0 0 0 0 0 0 0 0 0 0
16:15 0 0 0 0 0 0 0 0 0 0 0 0 0
16:30 0 0 0 0 0 0 0 0 0 0 0 0 0
16:45 0 0 0 1 0 0 0 0 0 0 0 0 1
17:00 0 0 0 1 0 0 0 0 0 0 0 0 1
17:15 0 0 0 0 0 0 0 0 0 0 0 0 0
17:30 0 0 0 0 0 0 0 0 0 0 0 0 0
17:45 0 0 0 0 0 0 0 0 0 0 0 0 0
Ped Total
Bike Total 0 0 0 2 0 0 0 0 0 0 0 0 2
0 6 14
2 0 1 1 4
1 2
0 2
#03 ITM-24-004-03
Magnolia Avenue & Mast Boulevard LLG Ref. 3-22-3519
5 2 0 1 2 5
Ped
0 0 3 4 7
AM
Wednesday January 10, 2024 Santee Community Center
Ped Ped Ped Ped
0 7
Ped
10 Mast Boulevard
Southbound
2 5
0 0
9 2
Magnolia Avenue
0 Magnolia Avenue
Northbound
Ped
0 2
0 0
Westbound
Ped
0 0
1 1
0 17
6 Mast Boulevard
Eastbound
Ped
1 2
0 Totals
1 Ped
4 0
0 9
2 3
Totals Southbound Westbound Northbound
12 21
30 19 10 11
3 0
2 4
70 8
3 3
Eastbound
6 PM
Magnolia Avenue Mast Boulevard Magnolia Avenue Mast Boulevard 0 0 0 5
0 0 1 0
0 0 0 2
0 2 0 0 0
0 0 0
26 Intersection Turning Movement - Bicycle & Pedestrian Count Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | Location: File Name:

Intersection: Project:

Date of Count:

Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | Magnolia Avenue & Mast Boulevard LLG Ref. 3-22-3519
Wednesday January 10, 2024 Santee Community Center
N
Intersection Turning Movement - Peak Hour Summary
#03 ITM-24-004-03 11 / 14
PM: 334 221 220 0 AM: 222 89 189 0
Time Period
AM = 07:30 to 08:30
PM = 16:45 to 17:45
19 / 0
AM: 105 199 21 1 PM: 74 123 31 2
Magnolia Avenue
AM: 0 272 522 30
PM: 0 208 403 55
30 / 6 Mast Boulevard
Mast Boulevard 10 / 6
Magnolia Avenue
AM: 332 524 46 2
PM: 282 446 113 0
Location: File Name:

Intersection: Project:

Date of Count:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 7:00 5 84 0 18 1 14 0 51 10 0 0 0 183
7:15 5 103 1 17 0 12 7 68 12 0 0 0 225
7:30 10 128 2 29 0 9 4 68 10 0 0 0 260
7:45 1 158 1 27 0 8 15 87 22 0 0 0 319
8:00 25 156 0 17 0 14 36 114 13 0 0 0 375
8:15 45 188 1 21 1 23 52 152 17 0 1 0 501
8:30 11 127 1 12 1 5 45 131 17 0 0 2 352
8:45 11 125 5 20 0 6 9 97 19 0 0 0 292
Total 113 1069 11 161 3 91 168 768 120 0 1 2 2507
Approach% 9.5 89.6 0.9 63.1 1.2 35.7 15.9 72.7 11.4 - 33.3 66.7 Total% 4.5 42.6 0.4 6.4 0.1 3.6 6.7 30.6 4.8 - 0.0 0.1
AM Intersection Peak Hour:

Volume 82 629 3 77 2 50 148 484 69 - 1 2 1,547
Approach% 11.5 88.1 0.4 59.7 1.6 38.8 21.1 69.0 9.8 - 33.3 66.7 Total% 5.3 40.7 0.2 5.0 0.1 3.2 9.6 31.3 4.5 - 0.1 0.1
PHF 0.76 0.72 0.79 0.38 0.77
Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 16:00 16 133 2 33 0 13 7 177 36 3 0 2 422
16:15 11 158 1 30 0 9 4 213 20 0 1 1 448
16:30 19 135 0 27 0 3 7 203 29 5 0 2 430
16:45 18 163 1 27 0 14 6 240 30 4 0 0 503
17:00 10 155 0 41 0 19 7 210 29 7 0 1 479
17:15 30 165 0 17 0 16 2 192 32 1 0 3 458
17:30 23 165 1 22 1 17 3 189 34 2 1 4 462
17:45 17 142 0 24 0 21 1 181 25 1 0 3 415
Total 144 1216 5 221 1 112 37 1605 235 23 2 16 3617
Approach% 10.5 89.1 0.4 66.2 0.3 33.5 2.0 85.5 12.5 56.1 4.9 39.0 Total% 4.0 33.6 0.1 6.1 0.0 3.1 1.0 44.4 6.5 0.6 0.1 0.4 PM Intersection Peak Hour:

Volume 81 648 2 107 1 66 18 831 125 14 1 8 1,902
Approach% 11.1 88.6 0.3 61.5 0.6 37.9 1.8 85.3 12.8 60.9 4.3 34.8 Total% 4.3 34.1 0.1 5.6 0.1 3.5 0.9 43.7 6.6 0.7 0.1 0.4 PHF 0.94 0.73 0.88 0.72 0.95
16:45 to 17:45
#04 ITM-24-004-04
Cuyamaca Street & Riverwalk Drive LLG Ref. 3-22-3519
Westbound Northbound Eastbound
Santee Community Center
Cuyamaca Street
Southbound
-
Southbound
Westbound
Riverwalk Drive
Northbound
Cuyamaca Street
Eastbound
-
07:45 to 08:45
AM
Tuesday January 16, 2024
PM
Cuyamaca Street Riverwalk Drive Cuyamaca Street
Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | Intersection Turning Movement - Peak Hour Vehicle Count Location: File Name:

Intersection: Project:

Date of Count:

B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right Bicycle 7:00 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 0 1 0 0 0 0 0 0 0 0 0 0 1
8:00 0 1 0 0 0 0 0 0 0 0 0 0 1
8:15 0 0 0 1 0 0 0 0 1 0 0 0 2
8:30 0 0 0 0 0 0 0 0 0 0 0 0 0
8:45 0 0 0 0 0 0 0 0 0 0 0 0 0
Ped Total
Bike Total 0 2 0 1 0 0 0 0 1 0 0 0 4
B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right Bicycle 16:00 0 1 0 0 0 0 0 0 0 0 0 0 1
16:15 0 0 0 0 0 0 0 0 0 0 0 0 0
16:30 0 0 0 0 0 0 0 0 0 0 0 0 0
16:45 0 0 0 0 0 0 0 1 1 0 0 0 2
17:00 0 0 0 0 0 0 0 1 0 0 0 0 1
17:15 0 0 0 0 0 0 0 0 0 0 0 0 0
17:30 0 0 0 0 0 0 0 0 0 0 0 0 0
17:45 0 0 0 0 0 0 0 0 0 0 0 0 0
Ped Total
Bike Total 0 1 0 0 0 0 0 2 1 0 0 0 4
14 4 8
0 1 0 1 2
3 1
1 1
#04 ITM-24-004-04
Cuyamaca Street & Riverwalk Drive LLG Ref. 3-22-3519
6 0 8 0 1 9
Ped
0 0 4 2 6
AM
Tuesday January 16, 2024 Santee Community Center
Ped Ped Ped Ped
0 0
Ped
0 Riverwalk Drive
Southbound
0 1
0 0
0 0
Cuyamaca Street
0 Cuyamaca Street
Northbound
Ped
0 1
0 2
Westbound
Ped
0 0
1 4
0 4
6 -
Eastbound
Ped
0 1
0 Totals
0 Ped
2 0
0 2
2 2
Totals Southbound Westbound Northbound
4 2
0 1 10 9
2 2
0 0
20 0
2 0
Eastbound
3 PM
Cuyamaca Street Riverwalk Drive Cuyamaca Street -
3 0 0 3
0 3 0 0
0 0 0 1
0 0 1 0 0
1 0 0
29 Intersection Turning Movement - Bicycle & Pedestrian Count Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | Location: File Name:

Intersection: Project:

Date of Count:

Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | Cuyamaca Street & Riverwalk Drive LLG Ref. 3-22-3519
Tuesday January 16, 2024 Santee Community Center
N
Intersection Turning Movement - Peak Hour Summary
#04 ITM-24-004-04 9 / 8
PM: 14 1 8 0 AM: 0 1 2 0
Time Period
AM = 07:45 to 08:45
PM = 16:45 to 17:45
1 / 14
AM: 77 2 50 1 PM: 107 1 66 0
Cuyamaca Street
AM: 2 3 629 82
PM: 1 2 648 81
0 / 3 Riverwalk Drive
- 10 / 4
Cuyamaca Street
AM: 148 484 69 1
PM: 18 831 125 3
Location: File Name:

Intersection: Project:

Date of Count:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 7:00 2 0 10 0 17 0 0 0 0 0 18 0 47
7:15 1 0 13 0 21 0 0 0 0 4 12 0 51
7:30 2 0 12 0 35 1 0 0 0 6 13 0 69
7:45 0 0 6 0 16 0 0 0 0 1 28 0 51
8:00 2 0 15 0 38 0 0 0 0 6 20 0 81
8:15 1 0 4 0 56 1 0 0 0 9 62 0 133
8:30 1 0 7 0 17 0 0 0 0 5 19 0 49
8:45 1 0 3 0 17 1 0 0 0 1 22 0 45
Total 10 0 70 0 217 3 0 0 0 32 194 0 526
Approach% 12.5 - 87.5 - 98.6 1.4 - - - 14.2 85.8 -
Total% 1.9 - 13.3 - 41.3 0.6 - - - 6.1 36.9 -
AM Intersection Peak Hour:

Volume 5 - 37 - 145 2 - - - 22 123 - 334
Approach% 11.9 - 88.1 - 98.6 1.4 - - - 15.2 84.8 -
Total% 1.5 - 11.1 - 43.4 0.6 - - - 6.6 36.8 -
PHF 0.62 0.64 #DIV/0! 0.51 0.63
Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 16:00 1 0 4 0 39 0 0 0 0 7 32 0 83
16:15 2 0 6 0 17 1 0 0 0 14 47 0 87
16:30 1 0 7 0 27 4 0 0 0 13 30 0 82
16:45 1 0 4 0 35 0 0 0 0 12 38 0 90
17:00 1 0 5 0 32 1 0 0 0 9 26 0 74
17:15 2 0 3 0 28 1 0 0 0 9 38 0 81
17:30 4 0 9 0 32 2 0 0 0 15 20 0 82
17:45 2 0 4 0 36 4 0 0 0 6 37 0 89
Total 14 0 42 0 246 13 0 0 0 85 268 0 668
Approach% 25.0 - 75.0 - 95.0 5.0 - - - 24.1 75.9 -
Total% 2.1 - 6.3 - 36.8 1.9 - - - 12.7 40.1 -
PM Intersection Peak Hour:

Volume 5 - 21 - 118 5 - - - 46 147 - 342
Approach% 19.2 - 80.8 - 95.9 4.1 - - - 23.8 76.2 -
Total% 1.5 - 6.1 - 34.5 1.5 - - - 13.5 43.0 -
PHF 0.81 0.79 #DIV/0! 0.79 0.95
Intersection Turning Movement - Peak Hour Vehicle Count AM
Wednesday January 10, 2024
PM
Verde Vista Lane Riverwalk Drive -
Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | #05 ITM-24-004-05
Verde Vista Lane & Riverwalk Drive LLG Ref. 3-22-3519
Westbound Northbound Eastbound
Santee Community Center
Verde Vista Lane
Southbound
Riverwalk Drive
Southbound
Westbound
Riverwalk Drive
Northbound
-
Eastbound
Riverwalk Drive
07:30 to 08:30
16:00 to 17:00
Location: File Name:

Intersection: Project:

Date of Count:

B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right Bicycle 7:00 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 0 0 1 0 0 0 0 0 0 0 0 0 1
7:30 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 0 0 0 0 0 0 0 0 0 0 0 0 0
8:00 0 0 3 0 0 0 0 0 0 0 0 0 3
8:15 0 0 0 0 0 0 0 0 0 1 0 0 1
8:30 0 0 0 0 0 0 0 0 0 0 0 0 0
8:45 0 0 0 0 0 0 0 0 0 0 1 0 1
Ped Total
Bike Total 0 0 4 0 0 0 0 0 0 1 1 0 6
B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right Bicycle 16:00 0 0 0 0 0 0 0 0 0 0 0 0 0
16:15 0 0 0 0 0 0 0 0 0 0 0 0 0
16:30 0 0 0 0 0 0 0 0 0 0 0 0 0
16:45 0 0 0 0 0 0 0 0 0 0 2 0 2
17:00 0 0 0 0 0 0 0 0 0 0 0 0 0
17:15 0 0 0 0 0 0 0 0 0 0 0 0 0
17:30 0 0 0 0 0 0 0 0 0 0 0 0 0
17:45 0 0 0 0 0 0 0 0 0 0 0 0 0
Ped Total
Bike Total 0 0 0 0 0 0 0 0 0 0 2 0 2
Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | Intersection Turning Movement - Bicycle & Pedestrian Count 4 0 0 8
0 0 2
11 38
PM
Verde Vista Lane Riverwalk Drive - Riverwalk Drive
2 0 0 4
0 0 0 5
2 0 0 0
0 Totals Southbound Westbound Northbound
3 2
18 4 0 34
3 1
0 0
56 0
0 0
Eastbound
0 0
0 0
0 13
19 Riverwalk Drive
Eastbound
Ped
1 0
4 Totals
7 Ped
0 5
5 7
7 13
Ped
1 2
Ped
1 Riverwalk Drive
Southbound
0 4
0 0
2 6
Verde Vista Lane
6 -
Northbound
Ped
0 0
0 0
Westbound
Ped
2 0 0 5 7
Ped
0 0 0 1 1
AM
Wednesday January 10, 2024 Santee Community Center
Ped Ped Ped
0 0 27
1 0 0 2 3
5 2
2 12
#05 ITM-24-004-05
Verde Vista Lane & Riverwalk Drive LLG Ref. 3-22-3519
6 Location: File Name:

Intersection: Project:

Date of Count:

Riverwalk Drive 0 / 0
-
AM: 0 0 0 0
PM: 0 0 0 0
Verde Vista Lane
AM: 4 37 0 5
PM: 0 21 0 5
18 / 11 Riverwalk Drive
34 / 27
PM: 46 147 0 2 AM: 22 123 0 2
Time Period
AM = 07:30 to 08:30
PM = 16:00 to 17:00
4 / 0
AM: 0 145 2 0 PM: 0 118 5 0
Intersection Turning Movement - Peak Hour Summary
#05 ITM-24-004-05
Verde Vista Lane & Riverwalk Drive LLG Ref. 3-22-3519
Wednesday January 10, 2024 Santee Community Center
N
Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | Location: File Name:

Intersection: Project:

Date of Count:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 7:00 2 0 4 2 11 2 2 1 4 0 23 1 52
7:15 6 0 5 0 9 1 7 1 1 0 6 8 44
7:30 4 0 7 9 24 1 5 0 0 1 6 6 63
7:45 1 1 7 10 7 4 2 0 2 0 11 18 63
8:00 2 0 12 2 23 3 3 0 0 4 7 6 62
8:15 6 0 5 9 52 3 2 0 3 4 46 8 138
8:30 1 0 4 3 9 0 6 0 1 2 19 10 55
8:45 3 0 2 3 7 0 4 0 2 1 14 7 43
Total 25 1 46 38 142 14 31 2 13 12 132 64 520
Approach% 34.7 1.4 63.9 19.6 73.2 7.2 67.4 4.3 28.3 5.8 63.5 30.8 Total% 4.8 0.2 8.8 7.3 27.3 2.7 6.0 0.4 2.5 2.3 25.4 12.3 AM Intersection Peak Hour:

Volume 13 1 31 30 106 11 12 - 5 9 70 38 326
Approach% 28.9 2.2 68.9 20.4 72.1 7.5 70.6 - 29.4 7.7 59.8 32.5 Total% 4.0 0.3 9.5 9.2 32.5 3.4 3.7 - 1.5 2.8 21.5 11.7 PHF 0.80 0.57 0.85 0.50 0.59
Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 16:00 2 0 3 10 13 2 22 1 2 3 18 17 93
16:15 2 1 1 1 11 3 9 0 6 1 21 23 79
16:30 5 0 4 4 17 5 9 0 4 8 17 11 84
16:45 5 0 5 8 18 4 12 0 3 9 15 14 93
17:00 1 0 7 4 16 7 10 0 7 3 16 10 81
17:15 3 0 7 6 10 3 13 0 3 8 13 13 79
17:30 0 0 3 6 24 5 5 1 2 3 14 11 74
17:45 7 1 4 3 28 1 9 0 5 8 18 12 96
Total 25 2 34 42 137 30 89 2 32 43 132 111 679
Approach% 41.0 3.3 55.7 20.1 65.6 14.4 72.4 1.6 26.0 15.0 46.2 38.8 Total% 3.7 0.3 5.0 6.2 20.2 4.4 13.1 0.3 4.7 6.3 19.4 16.3 PM Intersection Peak Hour:

Volume 14 1 13 23 59 14 52 1 15 21 71 65 349
Approach% 50.0 3.6 46.4 24.0 61.5 14.6 76.5 1.5 22.1 13.4 45.2 41.4 Total% 4.0 0.3 3.7 6.6 16.9 4.0 14.9 0.3 4.3 6.0 20.3 18.6 PHF 0.70 0.80 0.68 0.87 0.94
Intersection Turning Movement - Peak Hour Vehicle Count AM
Wednesday January 10, 2024
PM
Canopy Park Lane Riverwalk Drive Canopy Park Lane
Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | #06 ITM-24-004-06
Canopy Park Lane & Riverwalk Drive LLG Ref. 3-22-3519
Westbound Northbound Eastbound
Santee Community Center
Canopy Park Lane
Southbound
Riverwalk Drive
Southbound
Westbound
Riverwalk Drive
Northbound
Canopy Park Lane
Eastbound
Riverwalk Drive
07:30 to 08:30
16:00 to 17:00
Location: File Name:

Intersection: Project:

Date of Count:

B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right Bicycle 7:00 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 0 0 0 0 0 0 0 0 0 0 0 0 0
8:00 0 0 0 0 0 0 0 0 0 0 0 0 0
8:15 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 0 0 0 0 0 0 0 0 0 0 0 0 0
8:45 0 0 0 0 0 0 0 0 0 0 1 0 1
Ped Total
Bike Total 0 0 0 0 0 0 0 0 0 0 1 0 1
B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right Bicycle 16:00 0 0 0 0 0 0 0 0 0 0 0 0 0
16:15 0 0 0 0 0 0 0 0 0 0 0 0 0
16:30 0 0 0 0 0 0 0 0 0 0 0 0 0
16:45 0 0 0 0 0 1 0 0 0 0 2 0 3
17:00 0 0 0 0 0 0 0 0 0 0 0 0 0
17:15 0 0 0 0 0 0 0 0 0 0 0 0 0
17:30 0 0 0 0 0 0 0 0 0 0 0 0 0
17:45 0 0 0 0 0 0 0 0 0 0 0 0 0
Ped Total
Bike Total 0 0 0 0 0 1 0 0 0 0 2 0 3
Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | Intersection Turning Movement - Bicycle & Pedestrian Count 1 0 1 8
0 2 1
7 57
PM
Canopy Park Lane Riverwalk Drive Canopy Park Lane Riverwalk Drive 2 1 4 5
0 1 0 4
2 3 0 4
0 Totals Southbound Westbound Northbound
6 2
3 3 13 22
2 2
0 0
41 0
4 0
Eastbound
0 0
3 2
2 7
8 Riverwalk Drive
Eastbound
Ped
2 1
2 Totals
3 Ped
4 5
4 6
4 5
Ped
0 0
Ped
0 Riverwalk Drive
Southbound
1 0
1 0
0 1
Canopy Park Lane
1 Canopy Park Lane
Northbound
Ped
0 2
1 1
Westbound
Ped
0 2 0 9 11
Ped
0 0 0 4 4
AM
Wednesday January 10, 2024 Santee Community Center
Ped Ped Ped
7 8 35
2 0 1 0 3
5 9
3 10
#06 ITM-24-004-06
Canopy Park Lane & Riverwalk Drive LLG Ref. 3-22-3519
12 Location: File Name:

Intersection: Project:

Date of Count:

Riverwalk Drive 13 / 8
Canopy Park Lane
AM: 12 0 5 0
PM: 52 1 15 0
Canopy Park Lane
AM: 0 31 1 13
PM: 0 13 1 14
3 / 7 Riverwalk Drive
22 / 35
PM: 21 71 65 2 AM: 9 70 38 1
Time Period
AM = 07:30 to 08:30
PM = 16:00 to 17:00
3 / 7
AM: 30 106 11 0 PM: 23 59 14 1
Intersection Turning Movement - Peak Hour Summary
#06 ITM-24-004-06
Canopy Park Lane & Riverwalk Drive LLG Ref. 3-22-3519
Wednesday January 10, 2024 Santee Community Center
N
Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | Location: File Name:

Intersection: Project:

Date of Count:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 7:00 7 1 7 0 2 2 1 0 0 10 17 1 48
7:15 3 2 7 0 2 0 0 1 0 11 2 0 28
7:30 3 0 16 0 19 8 1 3 0 6 4 0 60
7:45 4 1 14 0 2 0 1 0 0 8 4 2 36
8:00 3 7 34 1 0 0 0 0 0 9 1 2 57
8:15 2 0 54 0 1 2 1 0 0 53 2 5 120
8:30 6 2 9 0 0 0 2 5 0 8 6 2 40
8:45 3 7 10 0 1 1 0 2 0 15 4 2 45
Total 31 20 151 1 27 13 6 11 0 120 40 14 434
Approach% 15.3 9.9 74.8 2.4 65.9 31.7 35.3 64.7 - 69.0 23.0 8.0 Total% 7.1 4.6 34.8 0.2 6.2 3.0 1.4 2.5 - 27.6 9.2 3.2
AM Intersection Peak Hour:

Volume 12 8 118 1 22 10 3 3 - 76 11 9 273
Approach% 8.7 5.8 85.5 3.0 66.7 30.3 50.0 50.0 - 79.2 11.5 9.4 Total% 4.4 2.9 43.2 0.4 8.1 3.7 1.1 1.1 - 27.8 4.0 3.3
PHF 0.62 0.31 0.38 0.40 0.57
Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 16:00 1 2 17 0 4 5 1 2 0 19 0 2 53
16:15 0 7 14 0 2 7 0 4 0 25 1 2 62
16:30 0 4 16 0 5 3 3 1 0 22 0 3 57
16:45 0 13 24 0 2 1 4 8 0 18 0 3 73
17:00 0 2 16 0 5 10 5 7 0 20 0 4 69
17:15 1 3 21 0 0 0 1 2 0 17 1 4 50
17:30 3 6 24 0 1 1 6 7 0 14 0 0 62
17:45 0 11 27 1 4 2 1 3 0 23 2 7 81
Total 5 48 159 1 23 29 21 34 0 158 4 25 507
Approach% 2.4 22.6 75.0 1.9 43.4 54.7 38.2 61.8 - 84.5 2.1 13.4 Total% 1.0 9.5 31.4 0.2 4.5 5.7 4.1 6.7 - 31.2 0.8 4.9
PM Intersection Peak Hour:

Volume 4 22 88 1 10 13 13 19 - 74 3 15 262
Approach% 3.5 19.3 77.2 4.2 41.7 54.2 40.6 59.4 - 80.4 3.3 16.3 Total% 1.5 8.4 33.6 0.4 3.8 5.0 5.0 7.3 - 28.2 1.1 5.7
PHF 0.75 0.40 0.62 0.72 0.81
Intersection Turning Movement - Peak Hour Vehicle Count AM
Wednesday January 10, 2024
PM
Park Center Drive Riverwalk Drive Park Center Drive
Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | #07 ITM-24-004-07
Park Center Drive & Riverwalk Drive LLG Ref. 3-22-3519
Westbound Northbound Eastbound
Santee Community Center
Park Center Drive
Southbound
Riverwalk Drive
Southbound
Westbound
Riverwalk Drive
Northbound
Park Center Drive
Eastbound
Riverwalk Drive
07:30 to 08:30
17:00 to 18:00
Location: File Name:

Intersection: Project:

Date of Count:

B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right Bicycle 7:00 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 0 0 0 0 0 0 0 0 0 0 0 0 0
8:00 0 0 0 0 0 0 0 0 0 0 0 0 0
8:15 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 0 0 0 0 0 0 0 0 0 1 0 0 1
8:45 0 0 0 0 0 0 0 0 0 0 0 1 1
Ped Total
Bike Total 0 0 0 0 0 0 0 0 0 1 0 1 2
B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right Bicycle 16:00 0 0 0 0 0 0 0 0 0 0 0 0 0
16:15 0 0 0 0 1 0 0 0 0 0 0 0 1
16:30 0 0 0 0 0 0 0 0 0 2 0 0 2
16:45 0 0 1 0 0 0 0 0 0 0 0 2 3
17:00 0 1 0 0 0 0 0 2 0 0 0 0 3
17:15 0 0 0 0 0 0 0 0 0 0 0 0 0
17:30 0 0 0 0 0 0 0 1 0 0 0 0 1
17:45 0 0 0 0 0 0 0 0 0 0 0 0 0
Ped Total
Bike Total 0 1 1 0 1 0 0 3 0 2 0 2 10
Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | Intersection Turning Movement - Bicycle & Pedestrian Count 2 1 3 0
0 1 0
13 32
PM
Park Center Drive Riverwalk Drive Park Center Drive Riverwalk Drive 5 0 3 0
0 0 0 0
0 1 1 1
0 Totals Southbound Westbound Northbound
3 1
2 11 13 7
1 1
0 0
33 0
2 0
Eastbound
0 1
0 2
4 1
5 Riverwalk Drive
Eastbound
Ped
0 1
0 Totals
1 Ped
7 7
3 8
0 1
Ped
0 0
Ped
0 Riverwalk Drive
Southbound
3 1
1 2
0 0
Park Center Drive
1 Park Center Drive
Northbound
Ped
0 4
3 2
Westbound
Ped
3 2 0 0 5
Ped
2 0 1 1 4
AM
Wednesday January 10, 2024 Santee Community Center
Ped Ped Ped
5 11 3
1 1 2 1 5
0 3
1 6
#07 ITM-24-004-07
Park Center Drive & Riverwalk Drive LLG Ref. 3-22-3519
8 Location: File Name:

Intersection: Project:

Date of Count:

Riverwalk Drive 13 / 11
Park Center Drive
AM: 3 3 0 0
PM: 13 19 0 3
Park Center Drive
AM: 0 118 8 12
PM: 2 88 22 4
2 / 13 Riverwalk Drive
7 / 3
PM: 74 3 15 4 AM: 76 11 9 2
Time Period
AM = 07:30 to 08:30
PM = 17:00 to 18:00
11 / 5
AM: 1 22 10 0 PM: 1 10 13 1
Intersection Turning Movement - Peak Hour Summary
#07 ITM-24-004-07
Park Center Drive & Riverwalk Drive LLG Ref. 3-22-3519
Wednesday January 10, 2024 Santee Community Center
N
Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3519 Santee Community Center
N:\3519\Report\LTA Appendix.3519.doc

APPENDIX B

BUS ROUTE SCHEDULE AND MAP
RidePRONTO.com 619-595-5636
Get the Card.

Descarga la tarjeta.

Get the app.

Descarga la aplicación.

Trolley ticket machines
(cash, credit or debit)
Máquinas expendedoras de boletos
(efectivo, tarjeta de crédito o debito)
Retail outlets
Establecimientos comerciales
Transit Store: 12th & Imperial Transit Center
Tienda Transit Store: Centro de Transporte 12th & Imperial Always get
the best fare!
¡Obtén siempre la
mejor tarifa!
Effective SEPTEMBER 1, 2021
09/21
Thank you for riding MTS! ¡Gracias por viajar con MTS!
For more information on riding MTS services, pick up a Rider’s Guide on a bus or at the Transit Store, or visit sdmts.com.

Para obtener más información sobre el uso de los servicios de MTS, recoja un ‘Rider’s Guide’ en un autobús o en la Transit Store, o visita a sdmts.com.

DIRECTORY / Directorio
MTS Information & Trip Planning
MTS Información y planeo de viaje
511
or/ó
(619) 233-3004
TTY/TDD (teletype for hearing impaired)
Teletipo para sordos
(619) 234-5005
or/ó
(888) 722-4889
InfoExpress
(24-hour info via Touch-Tone phone)
Información las 24 horas (via teléfono de teclas)
(619) 685-4900
Customer Service / Suggestions
Servicio al cliente / Sugerencias (619) 557-4555
MTS Security
MTS Seguridad (619) 595-4960
Lost & Found
Objetos extraviados (619) 233-3004
Transit Store
(619) 234-1060
12th & Imperial Transit Center
M–F 8am–5pm
For MTS online trip planning
Planifi cación de viajes por Internet sdmts.com
*Proof of eligibility required. Senior Eligibility: Age 65+ or born on or before September 1, 1959. Youth Eligibility: Ages 6-18 *Se requiere verifi cación de elegibilidad. Elegibilidad para Personas Mayores: Edad 65+ o nacido en o antes del 1 de septiembre, 1959. Elegibilidad para Jóvenes: edades 6-18 Load money into your PRONTO account to earn Day Passes and Month Passes. Tap your PRONTO card ($2) or scan your PRONTO mobile app (free) to ride. Carga dinero a tu cuenta de PRONTO para ganar Pases del Día y Pases Mensuales. Toca tu tarjeta PRONTO ($2) o escanea tu aplicación móvil PRONTO (gratis) para viajar.
• One-ways with PRONTO receive free transfers for two hours.

No free transfers for cash. Los viajes de ida con PRONTO reciben transbordes gratuitos por dos horas. No se permiten transbordes gratuitos con pagos en efectivo.
• Day Passes not sold in advance. Earned with PRONTO. Los pases diarios no se venden por adelantado. Se obtienen con PRONTO. • A month pass can be purchased in advanced or earned with PRONTO. Good from fi rst day to last day of the month. El Pase Mensual se puede comprar por adelantado o se obtiene mientras viaja con PRONTO. Válido desde el primer día hasta el último día del mes.

For more information, visit: / Para más información, visite: sdmts.com/fares Exact fare, please Favor de pagar la cantidad exacta
Fares
Tarifas
Adult
Adulto
Senior/Disabled/
Medicare/Youth*
Personas Mayores/con
Discapacidades/Medicare/Jóvenes*

ONE-WAY FARES
Tarifas Sencillas $2.50 $1.25

EARNED DAY PASS
Pase del Día Ganado $6.00 $3.00

MONTH PASS
Pase mensual $72.00 $23.00
Santee Town Center ➡ North Santee ➡ Santee Town Center
A
Santee
Town Center
DEPART
B
Magnolia Av.
&
Woodglen Vista Dr.

C
Mission Gorge Rd.
&
Magnolia Av.

A
Santee
Town Center
ARRIVE
6:05a 6:14a 6:21a 6:24a
6:50 6:59 7:06 7:09
7:35 7:44 7:52 7:56
8:20 8:29 8:37 8:41
9:20 9:29 9:36 9:39
10:20 10:29 10:36 10:39
11:20 11:29 11:36 11:39
12:20p 12:29p 12:36p 12:39p
1:20 1:29 1:37 1:41
2:08 2:17 2:25 2:29
2:53 3:02 3:10 3:14
3:38 3:47 3:55 3:59
4:23 4:32 4:39 4:42
5:21 5:30 5:37 5:40
6:21 6:30 6:37 6:40
7:21 7:30 7:37 7:40
Santee Town Center ➡ North Santee ➡ Santee Town Center
A
Santee
Town Center
DEPART
B
Magnolia Av.
&
Woodglen Vista Dr.

C
Mission Gorge Rd.
&
Magnolia Av.

A
Santee
Town Center
ARRIVE
8:21a 8:29a 8:36a 8:39a B
9:21 9:30 9:37 9:41 B
A 10:21 10:30 10:37 10:41 B
A 11:21 11:30 11:37 11:41 B
A 12:21p 12:30p 12:37p 12:41p B
A 1:21 1:30 1:37 1:41 B
A 2:21 2:30 2:37 2:41 B
A 3:21 3:30 3:37 3:41 B
A 4:21 4:30 4:37 4:41
A = Bus arrives from El Cajon as Route 833 and continues as Route 832. / El Viaje llega de El Cajon como la ruta 833 y continua como la ruta 832.

B = Bus continues as Route 833 to El Cajon. / El viaje continua hacia El Cajon como la ruta 833.

Route 832 – Monday through Friday / lunes a viernes
Route 832 – Saturday and Sunday / sábado y domingo
A Saturday/Sunday schedule will be operated on the following holidays and observed holidays Se operará con horario de sábado/domingo durante los siguientes días festivos y feriados observados New Year’s Day, Presidents’ Day, Memorial Day, Independence Day, Labor Day, Thanksgiving, Christmas >>>
The schedules and other information shown in this timetable are subject to change. MTS does not assume responsibility for errors in timetables nor for any inconvenience caused by delayed buses.

Los horarios e información que se indican en este itinerario están sujetos a cambios. MTS no asume responsabilidad por errores en los itinerarios, ni por ningún perjuicio que se origine por los autobuses demorados.

Rio Seco
School
Community
Center
Santee
Trolley
Square
Santee
Plaza
Woodglen
Vista Park
Cajon
Park
School
Santana
High School
Cameron
Family
YMCA
Santee
Village
Square
Mission
Gorge
Square
Santee
City Hall
Riv
ervie
w
P
k
w
y
C
u
y
a
m
a
c
a
St
Riverwalk Dr
2nd St
El Nopal
Woodglen Vista Dr
L
o
s
R
a
n
c
hito
s
R
d
Mast Bl Mast Bl
N
Magnolia
Av
Mission Gorge Rd Woodside Av
Town
Ctr Pkwy
Gre
e
n
Lin
e
67 SANTEE
Green Line
Santee Town Center
833 834
833
A
C
B
N
A Timepoint and/or transfer point
Alternative formats available upon request. Please call: (619) 557-4555 / Formato alternativo disponible al preguntar. Favor de llamar: (619) 557-4555 Blue Line
Orange Line
GreenLine
Santee
Map not to scale
NORTH
Encanto/62nd Street
12th & Imperial
Massachusetts
Avenue
El Cajon
Middletown
County Center/
Little Italy
Old Town
25th & Commercial
Park & Market
City College
Fifth Avenue
Gaslamp Quarter
Seaport Village
Convention Center
America Plaza
32nd & Commercial
47th Street
Euclid Avenue
Grossmont
Amaya Drive
Gillespie Field
La Mesa Blvd.

Lemon Grove
Depot
Spring Street
Arnele Avenue
Morena/Linda Vista
Fashion Valley
Hazard Center
Mission Valley Center
Rio Vista
Fenton Parkway
Stadium
Mission San Diego
Grantville
SDSU
Alvarado
70th Street
Clairemont Drive
Balboa Avenue
Nobel Drive
VA Medical Center
UC San Diego
Central Campus
UC San Diego
Health La Jolla
Executive Drive
Santa Fe Depot
Barrio Logan
Harborside
Pacific Fleet
8th Street
24th Street
E Street
H Street
Palomar Street
Palm Avenue
Iris Avenue
Beyer Blvd.

San Ysidro
Courthouse
Civic Center
Tecolote Road
UTC
Washington
Street

TIJUANA, MEXICO

LEMON GROVE

NATIONAL CITY

CHULA VISTA

MISSION VALLEY

EL CAJON

LA MESA
SANTEE
Silver Line DOWNTOWN
Connecting Bus Routes
Conexión de rutas de autobús
Connecting Rapid Routes
Conexión de rutas de Rapid
Amtrak and COASTER
Service to Airport
Transferencia al Aeropuerto
Parking (Free)
Estacionamiento (Gratis)
Pay Parking
Estacionamiento de cuota
LEGEND
$P
$P
$P
City College
Rts. 2, 5, 7, 12, 20, 110,
215, 225, 235, 280, 290, 992
Fifth Avenue
Civic Center
Rts. 2, 7, 11, 110, 280
Rts. 3, 120

Courthouse
290, 901, 923, 992
America Plaza
Rts. 83, 215, 225, 235, 280, 290, 923, 992
12th &
Imperial
Rts. 4, 12,
901, 929
Seaport Village Park &
Market
Rts. 3, 5
Fifth Ave
Gaslamp Quarter
Union St
First Ave
Park Blvd
India St
Market St
Broadway
C St
Central
Library
To Escondido
Rapid 235
Rt 992 to Airport
Petco Park
The New
Children’s
Museum
USS Midway
Museum
Seaport
Village
Coronado
Ferry
B Street Pier
Maritime
Museum
Little Italy
Gaslamp
Quarter
Convention
Center
Embarcadero
Marina Park
Convention
Center
Rapid 215, 225, 235
San Diego Zoo
Balboa Park
Rapid 215
to SDSU
Map not to scale
Harbor Dr
To South Bay
Rapid 225
County
Center/
Little
Italy
Rt. 83
Santa Fe
Depot Rts. 83, 215, 225
235, 280, 290
COASTER, Amtrak
To
San Ysidro
To
Arnele Ave./
El Cajon
To Santee
DOWNTOWN DETAIL / Detalle del centro
To UTC
Trolley System / sistema de Trolley
CART POLICY / Política de carritos
ANIMALS / Animales

ACCESSIBLE SERVICE
Accesibilidad de los servicios

PROMOTIONS & DISCOUNTS /
Promociones y descuentos
BIKES / Bicicletas
Tap or Scan, Every Time You Ride: Riders must tap their PRONTO card or scan their PRONTO mobile app at station
validators every trip. It’s the only way to earn a two hour free transfer, day and month passes.

PRONTO Card: PRONTO cards cost $2 at ticket
machines, retail outlets or the MTS Transit Store. At the time of purchase, riders will
need to load a minimum value
onto their PRONTO card ($3
at the Transit Store or ticket
machine, $5 at retail outlets).

Riders can reload money
(or pre-pay for a Month
Pass) instantly online at
RidePRONTO.com, at ticket
machines, retail outlets or
the MTS Transit Store.

PRONTO Mobile App: The PRONTO mobile app is
available for download on Apple and Android phones.

Pay-As-You-Go & Earn the Best Fare: Thanks to best
fare capabilities, riders can load money to their PRONTO account and pay-as-they-go to always get the best fare! Load money onto your PRONTO card or mobile app, then
tap or scan every time you ride.

A one-way fare will be deducted with each tap or scan, up to the value of a Day or Month Pass. You’ll never pay more than the value of a Day Pass ($6 Adult, $3 Senior/Disabled/ Medicare and Youth), in a day, or the value of a Month
Pass ($72 Adult, $23 SDM/Youth) in a calendar month.

Loading Money to PRONTO: Riders can load money to
PRONTO through the mobile app, online at RidePRONTO.
com, at the MTS Transit Store, ticket machines,
participating retail outlets, or over the phone at 619-595- 5636. (Loading passes or money to PRONTO on board
buses is not available.)
Free Transfers: With the PRONTO card or mobile app,
one-way fares are valid for unlimited transfers within two hours of activation. (Riders should tap or scan their card or app every time they board, but they will not be charged for a fare within two hours of a previous tap or scan.)
Using Cash: Riders can purchase one-way fares using
cash at ticket machines and onboard buses. Cash
one-way fares are not eligible for transfers, and do not contribute towards earning a Day Pass or Month Pass.

Reduced Fares: All PRONTO cards will look the same. Reduced fare designations (Senior, Disabled, Medicare, or Youth) are identified at the account level. Riders can have their PRONTO card or mobile app account switched to a reduced fare category by visiting the MTS Transit Store, or calling the PRONTO Support Team at 619-595-5636.

Riders with a reduced fare must travel with proof of eligibility at all times. A PRONTO Photo ID card is encouraged, but not required (available at the Transit Store). Approved IDs include: Governmentissue Photo ID with birth date (seniors), student school photo ID, Medicare card & Government Photo ID, California DMV Placard ID & Government Photo ID, California Senior ID card, MTS Senior/Disabled Photo ID, NCTD Senior/Disabled Photo ID. Senior Eligibility: Age 65+ or born on or before September 1, 1959. Youth Eligibility: Age 18 & Under (kids five and under ride free).

A trained service animal may accompany a rider with
disabilities. Non-service animals must be in enclosed carriers and transported by passengers without the assistance of drivers or operators.

Se permite que un animal de servicio entrenado acompañe a un pasajero discapacitado. Los pasajeros deben transportar los animales que no sean de servicio en una jaula cerrada, sin ayuda de los conductores ni de los choferes.

All Trolleys are equipped with ramps. Seats closest to the doors are reserved for senior and disabled riders.

Todos los Trolleys cuentan con rampas para sillas de ruedas.

Los asientos más cercanos a las puertas están reservados por gentileza para pasajeros mayores o discapacitados.

Family Weekends / Fines de semana para la familia
Two children (12 and under) ride free Saturdays and Sundays with a fare-paying adult (18 or older).

Dos menores (de hasta 12 años) viajan gratis los sábados y domingos con sólo abonar la tarifa de un adulto (de 18 años o más).

Holiday Friends Ride Free / Los días festivos, los amigos viajan gratis
On New Year’s Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, and Christmas Day, two people may ride any MTS bus or Trolley with one fare or pass.

En New Year’s Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, y día de Navidad, dos personas
pueden viajar en cualquier ruta de autobús o Trolley de MTS con un pase o pasaje.

On Trolleys with stairs, board at rear doors of each car. Board low-floor cars at any door. Stay with bike to keep it secure One bike is allowed per car during weekday rush hours, two bikes per car at all other times. MTS is not responsible for loss or damage to bicycles.

En los Trolleys con escaleras, aborde en las puertas
traseras. Aborde los Trolleys de piso bajo en cualquiera puerta. Por seguridad, manténgase junto a la bicicleta
En las horas pico durante la semana, sólo se admite una bicicleta por unidad. En otros tiempos, se admiten dos bicicletas. MTS no es responsable por el extravío o daño de bicicletas.

Contact MTS Security for issues of
harassment, suspicious or illegal behavior.

Contáctenos en situaciones de hostigamiento y
comportamiento sospechoso o ilegal.

Text (619) 318-1338
Call (619) 595-4960
TRANSIT FARE / Tarifa de Transporte Público
RIDE ASSURED / Viaje Tranquilo
Toca o Escanea Cada Vez que Viajes: Los pasajeros deben tocar su tarjeta PRONTO o escanear la aplicación móvil
PRONTO en validadores de estación antes de cada viaje. Es la única manera de ganar transbordes gratis por dos horas, pases del día y del mes.

Tarjeta PRONTO: Las Tarjetas PRONTO tienen un costo de $2 en las máquinas expendedoras de boletos, establecimientos comerciales o en la tienda MTS Transit Store. Al comprarla, los pasajeros deberán cargar un valor mínimo en su tarjeta PRONTO ($3 en la tienda Transit Store o en máquinas de
boletos, $5 en establecimientos comerciales). Los pasajeros pueden recargar dinero (o comprar un pase mensual por
adelantado) instantáneamente en línea en ridePRONTO.com, en máquinas de boletos, en establecimientos comerciales o en la tienda MTS Transit Store.

Aplicación Móvil PRONTO: La aplicación móvil PRONTO está disponible para descargar en teléfonos Apple y Android.

Paga mientras viajas y Adquiere la Mejor Tarifa: Gracias a una nueva función de limitación de tarifas, los pasajeros pueden cargar dinero en su cuenta PRONTO y pagar a su
medida para obtener siempre la mejor tarifa. Carga dinero a tu tarjeta o aplicación móvil PRONTO, luego toca o escanea cada vez que viajes.

Se deducirá una tarifa de viaje sencillo cada vez que toques o escanees, hasta alcanzar el valor de un Pase de Día o Mes. ¡Nunca pagarás más del valor de un Pase de un Día—$6
para adultos, $3 para Adultos Mayores/con Discapacidades/ Medicare (SDM, por sus siglas en inglés) y Jóvenes en un día, o el valor de un Pase Mensual ($72 para Adultos, $23 para SDM y Jóvenes) en un mes del calendario!
Carga Dinero a PRONTO: Los pasajeros pueden cargar
dinero a su cuenta PRONTO a través de la aplicación móvil, en línea en ridePRONTO.com, en la tienda MTS Transit Store, en las máquinas expendedoras de boletos, en establecimientos comerciales, o teléfono 619-595-5636. (No está disponible cargar pases o dinero a cuentas PRONTO a
bordo de los autobuses).

Transbordes Gratis: Con la tarjeta o la
aplicación móvil PRONTO, las tarifas de viaje
sencillo son válidas para transbordes ilimitados
dentro de dos horas después de su activación.
(Los pasajeros deben seguir tocando su
tarjeta o escaneando la aplicación cada vez
que aborden, pero no se les cobrará una tarifa
dentro de las dos horas después del primer
toque o escaneo).

Usando Efectivo: Los pasajeros pueden
comprar tarifas de viaje sencillo con efectivo
en las máquinas de boletos y a bordo de
autobuses. Sin embargo, las tarifas de viaje
sencillo en efectivo no son elegibles para
transbordes y no contribuyen hacia la ganancia
de un Pase de Día o Mes.

Tarifas Reducidas: Todas las tarjetas PRONTO
tendrán el mismo aspecto. Las designaciones de
tarifas reducidas (SDM o Jóvenes) se identifican a
nivel de cuenta. Los pasajeros pueden cambiar su
tarjeta PRONTO o su cuenta de aplicación móvil a una
categoría de tarifa reducida visitando la tienda MTS
Transit Store o llamando al equipo de asistencia de
PRONTO al 619-595-5636. Los pasajeros con tarifa
reducida deben viajar con prueba de elegibilidad en todo momento.

Se recomienda una tarjeta de identificación PRONTO con fotografía, pero no es obligatoria. Las identificaciones aprobadas incluyen:
identificación con fotografía con fecha de nacimiento emitida por el gobierno (para personas mayores), identificación con fotografía de la escuela del estudiante, tarjeta de Medicare junto con una identificación gubernamental con fotografía, placa de discapacidad del DMV de California junto con identificación gubernamental con fotografía, tarjeta de identificación para personas mayores de California, identificación con fotografía para personas mayores/con discapacidades de MTS, identificación con fotografía para personas mayores/con discapacidades de NCTD. Elegibilidad para Personas Mayores:
mayores de 65 años o nacidos el 1 de septiembre de 1959 o antes.

Elegibilidad para Jóvenes: menores de 18 años (los niños menores de cinco años viajan gratis).

Stay Behind the Line
Mantente Detrás de la Línea
Scan for PRONTO information.

Escanea este código para ver información
sobre PRONTO.

RidePRONTO.com
No Jumping or Climbing
between Trolleys
No Brincar o Escalar
entre Trolleys
Stay Alert for Vehicles
Mantente Alerta para
los Vehículos
Use Crosswalks
Usa los Cruces
Keep Off Tracks
Mantente Fuera de las Vías
Don't Chase a Moving Vehicle
No Persigas un Vehículo
en Movimiento
Walk, Don't Ride
Bájate y Camina
Always Hold On
Agárrate Siempre
Remain Seated
Permanece en tu Asiento
Keep Aisles Clear
Mantén Despejados los Pasillos
Don't Block Doors
Mantén las puertas despejadas
Pull Carts Behind You
Jala tu Carrito Detrás de Ti
Watch Your Step
Cuida Donde Pisas
Stay Awake
No te Duermas
More details on
Más detalles en
sdmts.com
Smaller than 30” high,
18” wide, 18” deep
Menos de 30” de alto,
18” de ancho,
18” de grueso
Load does not
exceed capacity
Carga no
sobrepasa
de capacidad
Larger than 30” high,
18“ wide, 18” deep
Mayor de 30” de alto,
18” de ancho,
18” de grueso
Load exceeds
capacity
Carga sobrepasa
de capacidad
Can be loaded
in a single trip
Se puede cargar
en un solo viaje
Does not
block aisle
No obstruye
el pasillo
Cannot be loaded
in a single trip
No se puede cargar
en un solo viaje
Blocks aisle
Obstruye
el pasillo
No more than two
carry-on items
No más que dos
piezas de equipaje de
mano
More than two
carry-on items
Más que dos piezas
de equipaje de mano
Bags of cans/
Leaking items
Bolsa de latas/
objetos goteando
30” 18”
18”
YES / Sí NO / No
Alternative formats available upon request. Please
call (619) 557-4555. Formato alternativo disponible al
preguntar. Favor de llamar (619) 557-4555
*Proof of eligibility required. Senior Eligibility: Age 65+ or born on or before September 1, 1959. *Se requiere verificación de elegibilidad. Elegibilidad para Personas Mayores: Edad 65+ o nacido en o antes del 1 de septiembre, 1959.

Load money into your PRONTO account to earn
Day Passes and Month Passes. Tap your PRONTO
card ($2) or scan your PRONTO mobile app (free)
to ride. Carga dinero a tu cuenta de PRONTO para
ganar Pases del Día y Pases Mensuales. Toca tu tarjeta
PRONTO ($2) o escanea tu aplicación móvil PRONTO
(gratis) para viajar.
• One-ways with PRONTO receive free transfers
for two hours. No free transfers for cash. Los
viajes de ida con PRONTO reciben transbordes
gratuitos por dos horas. No se permiten transbordes
gratuitos con pagos en efectivo.
• Day Passes not sold in advance. Earned with
PRONTO. Los pases diarios no se venden por
adelantado. Se obtienen con PRONTO.
• A month pass can be purchased in advanced
or earned with PRONTO. Good from first day to
last day of the month. El Pase Mensual se puede
comprar por adelantado o se obtiene mientras viaja
con PRONTO. Válido desde el primer día hasta el
último día del mes.

For more information, visit: / Para más información, visite:
sdmts.com/fares
sdmts.com
DIRECTORY / Directorio
MTS Information & Trip Planning
MTS Información y planeo de viaje (619) 233-3004
TTY/TDD (teletype for hearing impaired)
Teletipo para sordos
(619) 234-5005 or / ó
(888) 722-4889
InfoExpress (24-hour info via Touch-Tone phone)
Información las 24 horas (via teléfono de teclas) (619) 685-4900 Customer Service / Servicio al cliente (619) 557-4555
MTS Security / Seguridad de MTS (619) 595-4960
PRONTO Support Center (619) 595-5636
Lost & Found / Objetos extraviados (619) 233-3004
Transit Store (619) 234-1060
Trip planning, route alerts, updated schedules,
connections and more! ¡Planificación de viajes, alertas de ruta, horarios actualizados, conexiones y más!
10/23
Trolley
San Ysidro America Plaza UTC
Arnele Ave. Courthouse (Downtown)
Santee 12th & Imperial (Downtown)
Effective September 4, 2022
FARES / Tarifas
Downtown San Diego Loop
Exact fare, please / Favor de pagar la cantidad exacta
Fares
Tarifas
Adult
Adulto
Senior/Disabled/
Medicare/Youth*
Personas Mayores/con
Discapacidades/Medicare/ Jóvenes*

ONE-WAY FARES
Tarifas Sencillas $2.50 $1.25

EARNED DAY PASS
Pase del Día Ganado $6.00 $3.00

MONTH PASS
Pase mensual $72.00 $23.00
Child (5 and under) / Niño (5 años o menos): FREE / GRATIS sdmts.com/Think-FAST

DOWNTOWN LOOP
12th &
Imperial
Gaslamp
Quarter
Convention
Center
Seaport
Village
America
Plaza
Civic
Center
Fifth
Avenue
City
College
Park &
Market
12th &
Imperial

DOWNTOWN LOOP
12th &
Imperial
Gaslamp
Quarter
Convention
Center
Seaport
Village
America
Plaza
Civic
Center
Fifth
Avenue
City
College
Park &
Market
12th &
Imperial
UTC ➡ AMERICA PLAZA ➡ SAN YSIDRO UTC UCSD
Central
Campus
Balboa
Avenue
Old
Town
Santa Fe
Depot
America
Plaza
City
College
12th &
Imperial
8th
Street
H
Street
Iris
Avenue
San
Ysidro
— — — — — — — — B 4:24a 4:32a 4:41a 4:48a
— — — — — — — — B 4:31 4:39 4:48 4:55
— — — — — — — — B 4:39 4:47 4:56 5:03
— — — — — — — — B 4:46 4:54 5:03 5:10
— — — — — — — — B 4:54 5:02 5:11 5:18
— — — — — — — — B 5:01 5:09 5:18 5:25
— — — — — 4:48a 4:54a 5:00a 5:09 5:17 5:26 5:33
— — — — — — — — B 5:16 5:14 5:33 5:40
— — — — — 5:03 5:09 5:15 5:24 5:32 5:41 5:48
— — — — — 5:10 5:16 5:22 5:31 5:39 5:48 5:55
— — — — — 5:18 5:24 5:30 5:39 5:47 5:56 6:03
— — 5:04a 5:13a 5:22a 5:25 5:31 5:37 5:46 5:54 6:03 6:10 — — — — — 5:33 5:39 5:45 5:54 6:02 6:11 6:18
5:03a 5:09a 5:19 5:28 5:37 5:40 5:46 5:52 6:01 6:09 6:18 6:25 AND THEN EVERY 7/8 & 15 MINUTES AT: / Y LUEGO CADA 7/8 & 15 MINUTOS A LA:
— — — — — :48 :54 :00 :09 :17 :26 :33
:18 :24 :34 :43 :52 :55 :01 :07 :16 :24 :33 :40
— — — — — :03 :09 :15 :24 :32 :41 :48
:33 :39 :49 :58 :07 :10 :16 :22 :31 :39 :48 :55
— — — — — :18 :24 :30 :39 :47 :56 :03
:48 :54 :04 :13 :22 :25 :31 :37 :46 :54 :03 :10
— — — — — :33 :39 :45 :54 :02 :11 :18
:03 :09 :19 :28 :37 :40 :46 :52 :01 :09 :18 :25
UNTIL: / HASTA:
7:18p 7:24p 7:34p 7:43p 7:52p 7:55p 8:01p 8:07p 8:16p 8:24p 8:33p 8:40p 7:33 7:39 7:49 7:58 8:07 8:10 8:16 8:22 8:31 8:39 8:48 8:55 7:48 7:54 8:04 8:13 8:22 8:25 8:31 8:37 8:46 8:54 9:03 9:10 8:03 8:09 8:19 8:28 8:37 8:40 8:46 8:52 9:01 9:09 9:18 9:25 8:18 8:24 8:34 8:43 8:52 8:55 9:01 9:07 9:16 9:24 9:33 9:40 8:33 8:39 8:49 8:58 9:07 9:10 9:16 9:22 9:31 9:39 9:48 9:55 8:48 8:54 9:04 9:13 9:22 9:25 9:31 9:37 9:46 9:54 10:03 10:10 9:03 9:09 9:19 9:28 9:37 9:40 9:46 9:52 10:01 10:09 10:18 10:25 9:18 9:24 9:34 9:43 9:52 9:55 10:01 10:07 10:16 10:24 10:33 10:40 9:33 9:39 9:49 9:58 10:07 10:10 10:16 10:22 10:31 10:39 10:48 10:55 9:48 9:54 10:04 10:13 10:22 10:25 10:31 10:37 10:46 10:54 11:03 11:10 10:03 10:09 10:19 10:28 10:37 10:40 10:46 10:52 11:01 11:09 11:18 11:25 10:18 10:24 10:34 10:43 10:52 10:55 11:01 11:07 11:16 11:24 11:33 11:40 — — — — — 11:10 11:16 11:22 11:31 11:39 11:48 11:55
10:48 10:54 11:04 11:13 11:22 11:25 11:31 11:37 11:46 11:54 12:03a 12:10a 11:18 11:24 11:34 11:43 11:52 11:55 12:01a 12:07a 12:16a 12:24a 12:33 12:40 11:48 11:54 12:04a 12:13a 12:22a 12:25a 12:31 12:37 — — — — 12:18a 12:24a 12:34 12:43 12:52 12:55 1:01 1:07 — — — — UTC ➡ AMERICA PLAZA ➡ SAN YSIDRO UTC UCSD
Central
Campus
Balboa
Avenue
Old
Town
Santa Fe
Depot
America
Plaza
City
College
12th &
Imperial
8th
Street
H
Street
Iris
Avenue
San
Ysidro
— — — — — — — — B 4:31a 4:39a 4:48a 4:55a
— — — — — — — — B 4:46 4:54 5:03 5:10
— — — — — — — — B 5:01 5:09 5:18 5:25
— — — — — 4:55a 5:01a 5:07a 5:16 5:24 5:33 5:40
— — — — — 5:10 5:16 5:22 5:31 5:39 5:48 5:55
— — 5:04a 5:13a 5:22a 5:25 5:31 5:37 5:46 5:54 6:03 6:10 5:03a 5:09a 5:19 5:28 5:37 5:40 5:46 5:52 6:01 6:09 6:18 6:25 AND THEN EVERY 15 MINUTES AT: / Y LUEGO CADA 15 MINUTOS A LA:
:18 :24 :34 :43 :52 :55 :01 :07 :16 :24 :33 :40
:33 :39 :49 :58 :07 :10 :16 :22 :31 :39 :48 :55
:48 :54 :04 :13 :22 :25 :31 :37 :46 :54 :03 :10
:03 :09 :19 :28 :37 :40 :46 :52 :01 :09 :18 :25
UNTIL: / HASTA:
9:18p 9:24p 9:34p 9:43p 9:52p 9:55p 10:01p 10:07p 10:16p 10:24p 10:33p 10:40p — — — — — 10:10 10:16 10:22 10:31 10:39 10:48 10:55
9:48 9:54 10:04 10:13 10:22 10:25 10:31 10:37 10:46 10:54 11:03 11:10 — — — — — 10:40 10:46 10:52 11:01 11:09 11:18 11:25
10:18 10:24 10:34 10:43 10:52 10:55 11:01 11:07 11:16 11:24 11:33 11:40 — — — — — 11:10 11:16 11:22 11:31 11:39 11:48 11:55
10:48 10:54 11:04 11:13 11:22 11:25 11:31 11:37 11:46 11:54 12:03a 12:10a 11:18 11:24 11:34 11:43 11:52 11:55 12:01a 12:07a 12:16a 12:24a 12:33 12:40 11:48 11:54 12:04a 12:13a 12:22a 12:25a 12:31 12:37 — — — — 12:18a 12:24a 12:34 12:43 12:52 12:55 1:01 1:07 — — — — DOWNTOWN ➡ ARNELE AVE.

Courthouse City
College 12th &Imperial EuclidAvenue SpringStreet Grossmont El Cajon Arnele Ave. — — — E 4:39a 4:53a 4:59a 5:06a 5:08a
— — — E 5:09 5:23 5:29 5:36 5:38
5:15a 5:20a 5:26a 5:39 5:53 5:59 6:06 6:08
5:45 5:50 5:56 6:09 6:23 6:29 6:36 6:38
6:15 6:20 6:26 6:39 6:53 6:59 7:06 7:08
6:45 6:50 6:56 7:09 7:23 7:29 7:36 7:38
7:15 7:20 7:26 7:39 7:53 7:59 8:06 8:08
7:45 7:50 7:56 8:09 8:23 8:29 8:36 8:38
8:15 8:20 8:26 8:39 8:53 8:59 9:06 9:08
8:45 8:50 8:56 9:09 9:23 9:29 9:36 9:38
9:15 9:20 9:26 9:39 9:53 9:59 10:06 10:08
9:45 9:50 9:56 10:09 10:23 10:29 10:36 10:38
10:00 10:05 10:11 10:24 10:38 10:44 10:51 10:53
AND THEN EVERY 15 MINUTES AT: / Y LUEGO CADA 15 MINUTOS A LA:
:15 :20 :26 :39 :53 :59 :06 :08
:30 :35 :41 :54 :08 :14 :21 :23
:45 :50 :56 :09 :23 :29 :36 :38
:00 :05 :11 :24 :38 :44 :51 :53
UNTIL: / HASTA:
6:15p 6:20p 6:26p 6:39p 6:53p 6:59p 7:06p 7:08p
6:45 6:50 6:56 7:09 7:23 7:29 7:36 7:38
7:15 7:20 7:26 7:39 7:53 7:59 8:06 8:08
7:45 7:50 7:56 8:09 8:23 8:29 8:36 8:38
8:15 8:20 8:26 8:39 8:53 8:59 9:06 9:08
8:45 8:50 8:56 9:09 9:23 9:29 9:36 9:38
9:15 9:20 9:26 9:39 9:53 9:59 10:06 10:08
9:45 9:50 9:56 10:09 10:23 10:29 10:36 10:38
10:15 10:20 10:26 10:39 10:53 10:59 11:06 11:08
ARNELE AVE. ➡ DOWNTOWN
Arnele Ave. El Cajon Grossmont Spring
Street
Euclid
Avenue
12th &
Imperial
City
College Courthouse
5:15a 5:18a 5:24a 5:30a 5:43a 5:57a 6:02a 6:08a
5:45 5:48 5:54 6:00 6:13 6:27 6:32 6:38
6:15 6:18 6:24 6:30 6:43 6:57 7:02 7:08
6:45 6:48 6:54 7:00 7:13 7:27 7:32 7:38
7:15 7:18 7:24 7:30 7:43 7:57 8:02 8:08
7:45 7:48 7:54 8:00 8:13 8:27 8:32 8:38
8:15 8:18 8:24 8:30 8:43 8:57 9:02 9:08
8:45 8:48 8:54 9:00 9:13 9:27 9:32 9:38
— — — — — 9:42 9:47 9:53
9:15 9:18 9:24 9:30 9:43 9:57 10:02 10:08
— — — — — 10:12 10:17 10:23
9:45 9:48 9:54 10:00 10:13 10:27 10:32 10:38
— — — — — 10:42 10:47 10:53
10:15 10:18 10:24 10:30 10:43 10:57 11:02 11:08
— — — — — 11:12 11:17 11:23
10:45 10:48 10:54 11:00 11:13 11:27 11:32 11:38
11:00 11:03 11:09 11:15 11:28 11:42 11:47 11:53
AND THEN EVERY 15 MINUTES AT: / Y LUEGO CADA 15 MINUTOS A LA:
:15 :18 :24 :30 :43 :57 :02 :08
:30 :33 :39 :45 :58 :12 :17 :23
:45 :48 :54 :00 :13 :27 :32 :38
:00 :03 :09 :15 :28 :42 :47 :53
UNTIL: / HASTA:
7:15p 7:18p 7:24p 7:30p 7:43p 7:57p 8:02p 8:08p
7:45 7:48 7:54 8:00 8:13 8:27 8:32 8:38
8:15 8:18 8:24 8:30 8:43 8:57 9:02 9:08
8:45 8:48 8:54 9:00 9:13 9:27 9:32 9:38
9:15 9:18 9:24 9:30 9:43 9:57 10:02 10:08
9:45 9:48 9:54 10:00 10:13 10:27 10:32 10:38
10:15 10:18 10:24 10:30 10:43 10:57 11:02 11:08
10:45 10:48 10:54 11:00 11:13 11:27 11:32 11:38
11:15 11:18 11:24 11:30 11:43 11:57 12:02a 12:08a
Sunday / domingo
E = Trip begins at 25th & Commercial Station ten minutes earlier than time show. / Este viaje comienza diez minutos antes del tiempo indicado en la estacion de 25th & Commercial.

D = Trip begins at Encanto/62nd Street Station three minutes earlier than time show. / Este viaje comienza tres minutos antes del tiempo indicado en la estacion deEncanto/62nd Street.

ARNELE AVE. ➡ DOWNTOWN
Arnele Ave. El Cajon Grossmont Spring
Street
Euclid
Avenue
12th &
Imperial
City
College Courthouse
5:15a 5:18a 5:24a 5:30a 5:43a 5:57a 6:02a 6:08a
5:45 5:48 5:54 6:00 6:13 6:27 6:32 6:38
6:15 6:18 6:24 6:30 6:43 6:57 7:02 7:08
6:45 6:48 6:54 7:00 7:13 7:27 7:32 7:38
— — — — — 7:42 7:47 7:53
7:15 7:18 7:24 7:30 7:43 7:57 8:02 8:08
7:30 7:33 7:39 7:45 7:58 8:12 8:17 8:23
7:45 7:48 7:54 8:00 8:13 8:27 8:32 8:38
8:00 8:03 8:09 8:15 8:28 8:42 8:47 8:53
8:15 8:18 8:24 8:30 8:43 8:57 9:02 9:08
8:30 8:33 8:39 8:45 8:58 9:12 9:17 9:23
8:45 8:48 8:54 9:00 9:13 9:27 9:32 9:38
9:00 9:03 9:09 9:15 9:28 9:42 9:47 9:53
9:15 9:18 9:24 9:30 9:43 9:57 10:02 10:08
9:30 9:33 9:39 9:45 9:58 10:12 10:17 10:23
9:45 9:48 9:54 10:00 10:13 10:27 10:32 10:38
10:00 10:03 10:09 10:15 10:28 10:42 10:47 10:53
AND THEN EVERY 15 MINUTES AT: / Y LUEGO CADA 15 MINUTOS A LA:
:15 :18 :24 :30 :43 :57 :02 :08
:30 :33 :39 :45 :58 :12 :17 :23
:45 :48 :54 :00 :13 :27 :32 :38
:00 :03 :09 :15 :28 :42 :47 :53
UNTIL: / HASTA:
7:15p 7:18p 7:24p 7:30p 7:43p 7:57p 8:02p 8:08p
7:45 7:48 7:54 8:00 8:13 8:27 8:32 8:38
8:15 8:18 8:24 8:30 8:43 8:57 9:02 9:08
8:45 8:48 8:54 9:00 9:13 9:27 9:32 9:38
9:15 9:18 9:24 9:30 9:43 9:57 10:02 10:08
9:45 9:48 9:54 10:00 10:13 10:27 10:32 10:38
10:15 10:18 10:24 10:30 10:43 10:57 11:02 11:08
10:45 10:48 10:54 11:00 11:13 11:27 11:32 11:38
11:15 11:18 11:24 11:30 11:43 11:57 12:02a 12:08a
11:45 11:48 11:54 12:00a 12:13a 12:27a 12:32 12:38
12:15a 12:18a 12:24a 12:30 12:43 12:57 1:02 1:08
12:45 12:48 12:54 1:00 1:13 1:27 1:32 1:38
DOWNTOWN ➡ ARNELE AVE.

Courthouse City
College
12th &
Imperial
Euclid
Avenue
Spring
Street Grossmont El Cajon Arnele Ave.
— — — E 4:09a 4:23a 4:29a 4:36a 4:38a
— — — E 4:24 4:38 4:44 4:51 4:53
— — — E 4:39 4:53 4:59 5:06 5:08
— — — E 4:54 5:08 5:14 5:21 5:23
— — — E 5:09 5:23 5:29 5:36 5:38
5:00a 5:05a 5:11a 5:24 5:38 5:44 5:51 5:53
5:15 5:20 5:26 5:39 5:53 5:59 6:06 6:08
5:30 5:35 5:41 5:54 6:08 6:14 6:21 6:23
5:45 5:50 5:56 6:09 6:23 6:29 6:36 6:38
6:00 6:05 6:11 6:24 6:38 6:44 6:51 6:53
AND THEN EVERY 15 MINUTES AT: / Y LUEGO CADA 15 MINUTOS A LA:
:15 :20 :26 :39 :53 :59 :06 :08
:30 :35 :41 :54 :08 :14 :21 :23
:45 :50 :56 :09 :23 :29 :36 :38
:00 :05 :11 :24 :38 :44 :51 :53
UNTIL: / HASTA:
7:15p 7:20p 7:26p 7:39p 7:53p 7:59p 8:06p 8:08p
7:45 7:50 7:56 8:09 8:23 8:29 8:36 8:38
8:15 8:20 8:26 8:39 8:53 8:59 9:06 9:08
8:45 8:50 8:56 9:09 9:23 9:29 9:36 9:38
9:15 9:20 9:26 9:39 9:53 9:59 10:06 10:08
9:45 9:50 9:56 10:09 10:23 10:29 10:36 10:38
10:15 10:20 10:26 10:39 10:53 10:59 11:06 11:08
10:45 10:50 10:56 11:09 11:23 11:29 11:36 11:38
11:15 11:20 11:26 11:39 11:53 11:59 12:06a 12:08a
11:45 11:50 11:56 12:09a 12:23a 12:29a 12:36 12:38
ARNELE AVE. ➡ DOWNTOWN
Arnele Ave. El Cajon Grossmont Spring
Street
Euclid
Avenue
12th &
Imperial
City
College Courthouse
— — — — D 4:58a 5:12a 5:17a 5:23a
4:45a 4:48a 4:54a 5:00a 5:13 5:27 5:32 5:38
5:00 5:03 5:09 5:15 5:28 5:42 5:47 5:53
5:15 5:18 5:24 5:30 5:43 5:57 6:02 6:08
5:30 5:33 5:39 5:45 5:58 6:12 6:17 6:23
5:45 5:48 5:54 6:00 6:13 6:27 6:32 6:38
6:00 6:03 6:09 6:15 6:28 6:42 6:47 6:53
6:15 6:18 6:24 6:30 6:43 6:57 7:02 7:08
6:30 6:33 6:39 6:45 6:58 7:12 7:17 7:23
— — — 6:53 7:06 7:20 7:25 —
6:45 6:48 6:54 7:00 7:13 7:27 7:32 7:38
— — — 7:08 7:21 7:35 7:40 —
7:00 7:03 7:09 7:15 7:28 7:42 7:47 7:53
AND THEN EVERY 15 MINUTES AT: / Y LUEGO CADA 15 MINUTOS A LA:
:15 :18 :24 :30 :43 :57 :02 :08
:30 :33 :39 :45 :58 :12 :17 :23
:45 :48 :54 :00 :13 :27 :32 :38
:00 :03 :09 :15 :28 :42 :47 :53
UNTIL: / HASTA:
8:15p 8:18p 8:24p 8:30p 8:43p 8:57p 9:02p 9:08p
8:45 8:48 8:54 9:00 9:13 9:27 9:32 9:38
9:15 9:18 9:24 9:30 9:43 9:57 10:02 10:08
9:45 9:48 9:54 10:00 10:13 10:27 10:32 10:38
10:15 10:18 10:24 10:30 10:43 10:57 11:02 11:08
10:45 10:48 10:54 11:00 11:13 11:27 11:32 11:38
11:15 11:18 11:24 11:30 11:43 11:57 12:02a 12:08a
11:45 11:48 11:54 12:00a 12:13a 12:27a 12:27 12:38
12:15a 12:18a 12:24a 12:30 12:43 12:57 1:02 1:08
12:45 12:48 12:54 1:00 1:13 1:27 1:32 1:38
Monday through Friday / lunes a viernes
SAN YSIDRO ➡ AMERICA PLAZA ➡ UTC San
Ysidro
Iris
Avenue
H
Street
8th
Street
12th &
Imperial
City
College
America
Plaza
Santa Fe
Depot
Old
Town
Balboa
Avenue
UCSD
Central
Campus
UTC
— — — — 4:23a 4:28a 4:34a 4:37a 4:46a 4:55a 5:06a 5:12a — — — — 4:38 4:43 4:49 4:52 5:01 5:10 5:21 5:27
— 4:26a 4:35a 4:43a 4:53 4:58 5:04 5:07 5:16 5:25 5:36 5:42 4:28a 4:35 4:44 4:52 5:02 5:07 5:13 — — — — —
4:34 4:41 4:50 4:58 5:08 5:13 5:19 5:22 5:31 5:40 5:51 5:57 4:43 4:50 4:59 5:07 5:17 5:22 5:28 — — — — —
4:49 4:56 5:05 5:13 5:23 5:28 5:34 5:37 5:46 5:55 6:06 6:12 AND THEN EVERY 6/9 & 15 MINUTES AT: / Y LUEGO CADA 6/9 & 15 MINUTOS A LA:
:58 :05 :14 :22 :32 :37 :43 — — — — —
:04 :11 :20 :28 :38 :43 :49 :52 :01 :10 :21 :27
:13 :20 :29 :37 :47 :52 :58 — — — — —
:19 :26 :35 :43 :53 :58 :04 :07 :16 :25 :36 :42
:28 :35 :44 :52 :02 :07 :13 — — — — —
:34 :41 :50 :58 :08 :13 :19 :22 :31 :40 :51 :57
:43 :50 :59 :07 :17 :22 :28 — — — — —
:49 :56 :05 :13 :23 :28 :34 :37 :46 :55 :06 :12
UNTIL: / HASTA:
7:49p 7:56p 8:05p 8:13p 8:23p 8:28p 8:34p 8:37p 8:46p 8:55p 9:06p 9:12p 7:58 8:05 8:14 8:22 8:32 8:37 8:43 — — — — —
8:04 8:11 8:20 8:28 8:38 8:43 8:49 8:52 9:01 9:10 9:21 9:27 8:13 8:20 8:29 8:37 8:47 8:52 8:58 — — — — —
8:19 8:26 8:35 8:43 8:53 8:58 9:04 9:07 9:16 9:25 9:36 9:42 8:34 8:41 8:50 8:58 9:08 9:13 9:19 9:22 9:31 9:40 9:51 9:57 8:49 8:56 9:05 9:13 9:23 9:28 9:34 — — — — —
9:04 9:11 9:20 9:28 9:38 9:43 9:49 9:52 10:01 10:10 10:21 10:27 9:19 9:26 9:35 9:43 9:53 9:58 10:04 — — — — —
9:34 9:41 9:50 9:58 10:08 10:13 10:19 10:22 10:31 10:40 10:51 10:57 9:49 9:56 10:05 10:13 10:23 10:28 10:34 — — — — —
10:04 10:11 10:20 10:28 10:38 10:43 10:49 10:52 11:01 11:10 11:21 11:27 10:19 10:26 10:35 10:43 10:53 10:58 11:04 — — — — —
10:34 10:41 10:50 10:58 11:08 11:13 11:19 11:22 11:31 11:40 11:51 11:57 10:49 10:56 11:05 11:13 11:23 11:28 11:34 — — — — —
11:04 11:11 11:20 11:28 11:38 11:43 11:49 — — — — —
11:19 11:26 11:35 11:43 11:53 11:58 12:04a — — — — —
11:34 11:41 11:50 11:58 12:08a 12:13a 12:19 — — — — —
11:49 11:56 12:05a 12:13a 12:23 12:28 12:34 — — — — —
12:04a 12:11a 12:20 12:28 12:38 12:43 12:49 — — — — —
12:19 12:26 12:35 12:43 12:53 12:58 1:04 — — — — —
12:49 12:56 1:05 1:13 1:23 1:28 1:34 — — — — —
SAN YSIDRO ➡ AMERICA PLAZA ➡ UTC San
Ysidro
Iris
Avenue
H
Street
8th
Street
12th &
Imperial
City
College
America
Plaza
Santa Fe
Depot
Old
Town
Balboa
Avenue
UCSD
Central
Campus
UTC
— — — — — — — 4:52a 5:01a 5:10a 5:21a 5:27a
— — — — 4:53a 4:58a 5:04a 5:07 5:16 5:25 5:36 5:42
4:34a 4:41a 4:50a 4:58a 5:08 5:13 5:19 5:22 5:31 5:40 5:51 5:57 AND THEN EVERY 15 MINUTES AT: / Y LUEGO CADA 15 MINUTOS A LA:
:49 :56 :05 :13 :23 :28 :34 :37 :46 :55 :06 :12
:04 :11 :20 :28 :38 :43 :49 :52 :01 :10 :21 :27
:19 :26 :35 :43 :53 :58 :04 :07 :16 :25 :36 :42
:34 :41 :50 :58 :08 :13 :19 :22 :31 :40 :51 :57
UNTIL: / HASTA:
7:34p 7:41p 7:50p 7:58p 8:08p 8:13p 8:19p 8:22p 8:31p 8:40p 8:51p 8:57p 7:49 7:56 8:05 8:13 8:23 8:28 8:34 — — — — —
8:04 8:11 8:20 8:28 8:38 8:43 8:49 8:52 9:01 9:10 9:21 9:27 8:19 8:26 8:35 8:43 8:53 8:58 9:04 — — — — —
8:34 8:41 8:50 8:58 9:08 9:13 9:19 9:22 9:31 9:40 9:51 9:57 8:49 8:56 9:05 9:13 9:23 9:28 9:34 — — — — —
9:04 9:11 9:20 9:28 9:38 9:43 9:49 9:52 10:01 10:10 10:21 10:27 9:19 9:26 9:35 9:43 9:53 9:58 10:04 — — — — —
9:34 9:41 9:50 9:58 10:08 10:13 10:19 10:22 10:31 10:40 10:51 10:57 9:49 9:56 10:05 10:13 10:23 10:28 10:34 — — — — —
10:04 10:11 10:20 10:28 10:38 10:43 10:49 10:52 11:01 11:10 11:21 11:27 10:19 10:26 10:35 10:43 10:53 10:58 11:04 — — — — —
10:34 10:41 10:50 10:58 11:08 11:13 11:19 11:22 11:31 11:40 11:51 11:57 10:49 10:56 11:05 11:13 11:23 11:28 11:34 — — — — —
11:04 11:11 11:20 11:28 11:38 11:43 11:49 — — — — —
11:19 11:26 11:35 11:43 11:53 11:58 12:04a — — — — —
11:34 11:41 11:50 11:58 12:08a 12:13a 12:19 — — — — —
11:49 11:56 12:05a 12:13a 12:23 12:28 12:34 — — — — —
12:04a 12:11a 12:20 12:28 12:38 12:43 12:49 — — — — —
12:19 12:26 12:35 12:43 12:53 12:58 1:04 — — — — —
12:49 12:56 1:05 1:13 1:23 1:28 1:34 — — — — —
Monday through Friday / lunes a viernes
H = Trip begins at Gaslamp Quarter Station five minutes earlier than time show. / Este viaje comienza cinco minutos antes del tiempo indicado en la estacion de Gaslamp Quarter.

H = Trip begins at Gaslamp Quarter Station five minutes earlier than time show. / Este viaje comienza cinco minutos antes del tiempo indicado en la estacion de Gaslamp Quarter.

SANTEE ➡ DOWNTOWN
Santee El Cajon Grossmont SDSU Stadium Fashion
Valley
Old
Town
Santa Fe
Depot
12th &
Imperial
— — — — 4:52a 5:01a 5:07a 5:16a 5:23a
— — — — 5:22 5:31 5:37 5:46 5:53
5:18a 5:29a 5:35a 5:44a 5:52 6:01 6:07 6:16 6:23
5:48 5:59 6:05 6:16 6:22 6:31 6:37 6:46 6:53
— — — — 6:37 6:46 6:52 7:01 7:08
AND THEN EVERY 15–30 MINUTES AT: / Y LUEGO CADA 15–30 MINUTOS A LA:
:18 :29 :35 :44 :52 :01 :07 :16 :23
— — — — :07 :16 :22 :31 :38
:48 :59 :05 :14 :22 :31 :37 :46 :53
— — — — :37 :46 :52 :01 :08
UNTIL: / HASTA:
11:18 11:29 11:35 11:44 11:52 12:01p 12:07p 12:16p 12:23p 11:33 11:44 11:50 11:59 12:07p 12:16 12:22 12:31 12:38
AND THEN EVERY 15 MINUTES AT: / Y LUEGO CADA 15 MINUTOS A LA:
:48 :59 :05 :14 :22 :31 :37 :46 :53
:03 :14 :20 :29 :37 :46 :52 :01 :08
:18 :29 :35 :44 :52 :01 :07 :16 :23
:33 :44 :50 :59 :07 :16 :22 :31 :38
UNTIL: / HASTA:
7:48p 7:59p 8:05p 8:14p 8:22 8:31 8:37 8:46 8:53
8:18 8:29 8:35 8:44 8:52 9:01 9:07 9:16 9:23
8:48 8:59 9:05 9:14 9:22 9:31 9:37 9:46 9:53
9:18 9:29 9:35 9:44 9:52 10:01 10:07 10:16 10:23
9:48 9:59 10:05 10:14 10:22 10:31 10:37 10:46 10:53
10:18 10:29 10:35 10:44 10:52 11:01 11:07 11:16 11:23
10:48 10:59 11:05 11:14 11:22 11:31 11:37 11:46 11:53
— — — 11:29 11:37 11:46 11:52 12:01a 12:08a
11:18 11:29 11:35 11:44 11:52 12:01a 12:07a 12:16 12:23 — — — 11:59 12:07a 12:16 12:22 12:31 12:38
— — — 12:29a 12:37 12:46 12:52 1:01 1:08
DOWNTOWN ➡ SANTEE
12th &
Imperial
Santa Fe
Depot
Old
Town
Fashion
Valley Stadium SDSU Grossmont El Cajon Santee
— H 4:13a 4:22a 4:28a 4:37a 4:45a 4:54a 5:01a 5:12a
— H 4:43 4:52 4:58 5:07 5:15 5:24 5:31 5:42
5:06a 5:13 5:22 5:28 5:37 5:45 5:54 6:01 6:12
5:36 5:43 5:52 5:58 6:07 6:15 6:24 6:31 6:42
5:51 5:58 6:07 6:13 6:22 — — — —
6:06 6:13 6:22 6:28 6:37 6:45 6:54 7:01 7:12
AND THEN EVERY 15-30 MINUTES AT: / Y LUEGO CADA 15–30 MINUTOS A LA:
:21 :28 :37 :43 :52 — — — —
:36 :43 :52 :58 :07 :15 :24 :31 :42
:51 :58 :07 :13 :22 — — — —
:06 :13 :22 :28 :37 :45 :54 :01 :12
UNTIL: / HASTA:
10:21 10:28 10:37 10:43 10:52 11:00 11:09 11:16 11:27
10:36 10:43 10:52 10:58 11:07 11:15 11:24 11:31 11:42
10:51 10:58 11:07 11:13 11:22 11:30 11:39 11:46 11:57
11:06 11:13 11:22 11:28 11:37 11:45 11:54 12:01p 12:12p 11:21 11:28 11:37 11:43 11:52 12:00p 12:09p 12:16 12:27 AND THEN EVERY 15 MINUTES AT: / Y LUEGO CADA 15 MINUTOS A LA:
:36 :43 :52 :58 :07 :15 :24 :31 :42
:51 :58 :07 :13 :22 :30 :39 :46 :57
:06 :13 :22 :28 :37 :45 :54 :01 :12
:21 :28 :37 :43 :52 :00 :09 :16 :27
UNTIL: / HASTA:
6:36p 6:43p 6:52p 6:58p 7:07p 7:15 7:24 7:31 7:42
7:06 7:13 7:22 7:28 7:37 7:45 7:54 8:01 8:12
7:36 7:43 7:52 7:58 8:07 8:15 8:24 8:31 8:42
8:06 8:13 8:22 8:28 8:37 8:45 8:54 9:01 9:12
8:36 8:43 8:52 8:58 9:07 9:15 9:24 9:31 9:42
9:06 9:13 9:22 9:28 9:37 9:45 9:54 10:01 10:12
9:36 9:43 9:52 9:58 10:07 10:15 10:24 10:31 10:42
10:06 10:13 10:22 10:28 10:37 10:45 10:54 11:01 11:12
10:36 10:43 10:52 10:58 11:07 11:15 — — —
11:06 11:13 11:22 11:28 11:37 11:45 — — —
11:36 11:43 11:52 11:58 12:07a 12:15a — — —
Saturday / sábado SANTEE ➡ DOWNTOWN
Santee El Cajon Grossmont SDSU Stadium Fashion
Valley
Old
Town
Santa Fe
Depot
12th &
Imperial
— — — — 4:52a 5:01a 5:07a 5:16a 5:23a
— — — — 5:22 5:31 5:37 5:46 5:53
5:18a 5:29a 5:35a 5:44a 5:52 6:01 6:07 6:16 6:23
5:48 5:59 6:05 6:14 6:22 6:31 6:37 6:46 6:53
6:18 6:29 6:35 6:44 6:52 7:01 7:07 7:16 7:23
6:48 6:59 7:05 7:14 7:22 7:31 7:37 7:46 7:53
— — — — 7:37 7:46 7:52 8:01 8:08
7:18 7:29 7:35 7:44 7:52 8:01 8:07 8:16 8:23
— — — — 8:07 8:16 8:22 8:31 8:38
7:48 7:59 8:05 8:14 8:22 8:31 8:37 8:46 8:53
— — — — 8:37 8:46 8:52 9:01 9:08
AND THEN EVERY 15–30 MINUTES AT: / Y LUEGO CADA 15–30 MINUTOS A LA:
:18 :29 :35 :44 :52 :01 :07 :16 :23
— — — — :07 :16 :22 :31 :38
:48 :59 :05 :14 :22 :31 :37 :46 :53
— — — — :37 :46 :52 :01 :08
UNTIL: / HASTA:
11:18 11:29 11:35 11:44 11:52 12:01p 12:07p 12:16p 12:23p — — — 11:59 12:07p 12:16 12:22 12:31 12:38
11:48 11:59 12:05p 12:14p 12:22 12:31 12:37 12:46 12:53 — — — 12:29 12:37 12:46 12:52 1:01 1:08
AND THEN EVERY 15–30 MINUTES AT: / Y LUEGO CADA 15–30 MINUTOS A LA:
:18 :29 :35 :44 :52 :01 :07 :16 :23
— — — :59 :07 :16 :22 :31 :38
:48 :59 :05 :14 :22 :31 :37 :46 :53
— — — :29 :37 :46 :52 :01 :08
UNTIL: / HASTA:
7:18p 7:29p 7:35 7:44 7:52 8:01 8:07 8:16 8:23
7:48 7:59 8:05 8:14 8:22 8:31 8:37 8:46 8:53
8:18 8:29 8:35 8:44 8:52 9:01 9:07 9:16 9:23
8:48 8:59 9:05 9:14 9:22 9:31 9:37 9:46 9:53
9:18 9:29 9:35 9:44 9:52 10:01 10:07 10:16 10:23
9:48 9:59 10:05 10:14 10:22 10:31 10:37 10:46 10:53
10:18 10:29 10:35 10:44 10:52 11:01 11:07 11:16 11:23
10:48 10:59 11:05 11:14 11:22 11:31 11:37 11:46 11:53
— — — 11:29 11:37 11:46 11:52 12:01a 12:08a
11:18 11:29 11:35 11:44 11:52 12:01a 12:07a 12:16 12:23 — — — 11:59 12:07a 12:16 12:22 12:31 12:38
— — — 12:29a 12:37 12:46 12:52 1:01 1:08
DOWNTOWN ➡ SANTEE
12th &
Imperial
Santa Fe
Depot
Old
Town
Fashion
Valley Stadium SDSU Grossmont El Cajon Santee
— H 4:13a 4:22a 4:28a 4:37a 4:45a 4:54a 5:01a 5:12a
— H 4:43 4:52 4:58 5:07 5:15 5:24 5:31 5:42
5:06a 5:13 5:22 5:28 5:37 5:45 5:54 6:01 6:12
5:36 5:43 5:52 5:58 6:07 6:15 6:24 6:31 6:42
6:06 6:13 6:22 6:28 6:37 6:45 6:54 7:01 7:12
6:36 6:43 6:52 6:58 7:07 7:15 7:24 7:31 7:42
6:51 6:58 7:07 7:13 7:22 — — — —
7:06 7:13 7:22 7:28 7:37 7:45 7:54 8:01 8:12
7:21 7:28 7:37 7:43 7:52 — — — —
7:36 7:43 7:52 7:58 8:07 8:15 8:24 8:31 8:42
7:51 7:58 8:07 8:13 8:22 — — — —
AND THEN EVERY 15–30 MINUTES AT: / Y LUEGO CADA 15–30 MINUTOS A LA:
:06 :13 :22 :28 :37 :45 :54 :01 :12
:21 :28 :37 :43 :52 — — — —
:36 :43 :52 :58 :07 :15 :24 :31 :42
:51 :58 :07 :13 :22 — — — —
UNTIL: / HASTA:
10:06 10:13 10:22 10:28 10:37 10:45 10:54 11:01 11:12
10:21 10:28 10:37 10:43 10:52 — — — —
10:36 10:43 10:52 10:58 11:07 11:15 11:24 11:31 11:42
10:51 10:58 11:07 11:13 11:22 11:30 — — —
11:06 11:13 11:22 11:28 11:37 11:45 11:54 12:01p 12:12p 11:21 11:28 11:37 11:43 11:52 12:00p — — —
AND THEN EVERY 15–30 MINUTES AT: / Y LUEGO CADA 15–30 MINUTOS A LA:
:36 :43 :52 :58 :07 :15 :24 :31 :42
:51 :58 :07 :13 :22 :30 — — —
:06 :13 :22 :28 :37 :45 :54 :01 :12
:21 :28 :37 :43 :52 :00 — — —
UNTIL: / HASTA:
6:36p 6:43p 6:52p 6:58p 7:07p 7:15 7:24p 7:31 7:42
7:06 7:13 7:22 7:28 7:37 7:45 7:54 8:01 8:12
7:36 7:43 7:52 7:58 8:07 8:15 8:24 8:31 8:42
8:06 8:13 8:22 8:28 8:37 8:45 8:54 9:01 9:12
8:36 8:43 8:52 8:58 9:07 9:15 9:24 9:31 9:42
9:06 9:13 9:22 9:28 9:37 9:45 9:54 10:01 10:12
9:36 9:43 9:52 9:58 10:07 10:15 10:24 10:31 10:42
10:06 10:13 10:22 10:28 10:37 10:45 10:54 11:01 11:12
10:36 10:43 10:52 10:58 11:07 11:15 — — —
11:06 11:13 11:22 11:28 11:37 11:45 — — —
11:36 11:43 11:52 11:58 12:07a 12:15a — — —
Sunday / domingo
DOWNTOWN ➡ SANTEE
12th &
Imperial
Santa Fe
Depot
Old
Town
Fashion
Valley Stadium SDSU Grossmont El Cajon Santee
— H 3:58a 4:07a 4:13a 4:22a 4:30a 4:39a 4:46a 4:57a
— H 4:13 4:22 4:28 4:37 4:45 4:54 5:01 5:12
— H 4:28 4:37 4:43 4:52 5:00 5:09 5:16 5:27
— H 4:43 4:52 4:58 5:07 5:15 5:24 5:31 5:42
— H 4:58 5:07 5:13 5:22 5:30 5:39 5:46 5:57
5:06a 5:13 5:22 5:28 5:37 5:45 5:54 6:01 6:12
5:21 5:28 5:37 5:43 5:52 6:00 6:09 6:16 6:27
AND THEN EVERY 15 MINUTES AT: / Y LUEGO CADA 15 MINUTOS A LA:
:36 :43 :52 :58 :07 :15 :24 :31 :42
:51 :58 :07 :13 :22 :30 :39 :46 :57
:06 :13 :22 :28 :37 :45 :54 :01 :12
:21 :28 :37 :43 :52 :00 :09 :16 :27
UNTIL: / HASTA:
7:36p 7:43p 7:52p 7:58p 8:07p 8:15p 8:24p 8:31p 8:42p
8:06 8:13 8:22 8:28 8:37 8:45 8:54 9:01 9:12
8:36 8:43 8:52 8:58 9:07 9:15 9:24 9:31 9:42
9:06 9:13 9:22 9:28 9:37 9:45 9:54 10:01 10:12
9:36 9:43 9:52 9:58 10:07 10:15 10:24 10:31 10:42
10:06 10:13 10:22 10:28 10:37 10:45 10:54 11:01 11:12
10:36 10:43 10:52 10:58 11:07 11:15 — — —
11:06 11:13 11:22 11:28 11:37 11:45 — — —
11:36 11:43 11:52 11:58 12:07a 12:15a — — —
SANTEE ➡ DOWNTOWN
Santee El Cajon Grossmont SDSU Stadium Fashion
Valley OldTown Santa Fe Depot 12th & Imperial
— — — — — — 4:52a 5:01a 5:08a
— — — — 4:52a 5:01a 5:07 5:16 5:23
— — — — — — 5:22 5:31 5:38
— — — — 5:22 5:31 5:37 5:46 5:53
5:03a 5:14a 5:20a 5:29a 5:37 5:46 5:52 6:01 6:08
5:18 5:29 5:35 5:44 5:52 6:01 6:07 6:16 6:23
5:33 5:44 5:50 5:59 6:07 6:16 6:22 6:31 6:38
AND THEN EVERY 15 MINUTES AT: / Y LUEGO CADA 15 MINUTOS A LA:
:48 :59 :05 :14 :22 :31 :37 :46 :53
:03 :14 :20 :29 :37 :46 :52 :01 :08
:18 :29 :35 :44 :52 :01 :07 :16 :23
:33 :44 :50 :59 :07 :16 :22 :31 :38
UNTIL: / HASTA:
8:48p 8:59p 9:05p 9:14p 9:22p 9:31p 9:37p 9:46p 9:53p
9:18 9:29 9:35 9:44 9:52 10:01 10:07 10:16 10:23
9:48 9:59 10:05 10:14 10:22 10:31 10:37 10:46 10:53
10:18 10:29 10:35 10:44 10:52 11:01 11:07 11:16 11:23
10:48 10:59 11:05 11:14 11:22 11:31 11:37 11:46 11:53
— — — 11:29 11:37 11:46 11:52 12:01a 12:08a
11:18 11:29 11:35 11:44 11:52 12:01a 12:07a 12:16 12:23 — — — 11:59 12:07a 12:16 12:22 12:31 12:38
— — — 12:29a 12:37 12:46 12:52 1:01 1:08
Monday through Friday / lunes a viernes
B = Trip begins at Barrio Logan Station six minutes earlier than time shown. / Viaje comienza en la estación de Barrio Logan seis minutos antes del tiempo indicado.

B = Trip begins at Barrio Logan Station six minutes earlier than time shown. / Viaje comienza en la estación de Barrio Logan seis minutos antes del tiempo indicado. 2:22p 2:24p 2:25p 2:27p 2:35p 2:37p 2:39p 2:41p 2:44p 2:47p 2:52 2:54 2:55 2:57 3:05 3:07 3:09 3:11 3:14 3:17
3:22 3:24 3:25 3:27 3:35 3:37 3:39 3:41 3:44 3:47
3:52 3:54 3:55 3:57 4:05 4:07 4:09 4:11 4:14 4:17
4:37 4:39 4:40 4:42 4:50 4:52 4:54 4:56 4:59 5:02
5:07 5:09 5:10 5:12 5:20 5:22 5:24 5:26 5:29 5:32
5:37 5:39 5:40 5:42 5:50 5:52 5:54 5:56 5:59 6:02
6:07 6:09 6:10 6:12 6:20 6:22 6:24 6:26 6:29 6:32
Silver Line subject to cancellation due to holidays, construction, special events or vehicle maintenance / Silver Line Sujeto a cancelación por días festivos, construcción, eventos especiales o mantenimiento de vehículos times continue next column / horario continúa en la siguiente columna --> Saturday & Sunday / sábado & domingo
9:07a 9:09a 9:10a 9:12a 9:20a 9:22a 9:24a 9:26a 9:29a 9:32a 9:37 9:39 9:40 9:42 9:50 9:52 9:54 9:56 9:59 10:02
10:07 10:09 10:10 10:12 10:20 10:22 10:24 10:26 10:29 10:32 10:37 10:39 10:40 10:42 10:50 10:52 10:54 10:56 10:59 11:02 11:07 11:09 11:10 11:12 11:20 11:22 11:24 11:26 11:29 11:32 11:52 11:54 11:55 11:57 12:05p 12:07p 12:09p 12:11p 12:14p 12:17p 12:22p 12:24p 12:25p 12:27p 12:35p 12:37p 12:39p 12:41p 12:44p 12:47p 12:52 12:54 12:55 12:57 1:05 1:07 1:09 1:11 1:14 1:17
1:22 1:24 1:25 1:27 1:35 1:37 1:39 1:41 1:44 1:47
Holiday Service
A Saturday or Sunday schedule will be operated on the following holidays and observed holidays: New Year’s Day, Presidents’ Day, Memorial Day, Independence Day, Labor Day and Thanksgiving. Christmas schedule: Trolleys operate every 30 minutes throughout the day on all lines. No Silver Line on Holidays. Call 511 or (619) 233-3004 for more information.

Servicio de los días festivos
Se operará con horario de sábado o domingo durante los siguientes días festivos y feriados observados: New Year’s Day, Presidents’ Day, Memorial Day, Independence Day (EE.UU.), Labor Day y Thanksgiving. Servicio durante Navidad: Los carros operarán cada 30 minutos durante todo el día en todas las líneas. No habrá Silver Line en días festivos. Llame al 511 ó (619) 233-3004 para más información.

Scan for Current schedules and alerts
Escanea para horarios y alertas actuales
Saturday & Sunday / sábado & domingo
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3519 Santee Community Center
N:\3519\Report\LTA Appendix.3519.doc

APPENDIX C

EXISTING INTERSECTION ANALYSIS WORKSHEETS
HCM 6th Signalized Intersection Summary Ex AM
1: Cuyamaca St & Mast Blvd 02/09/2024
Santee Community Center Synchro 11 Report
3-22-3519 Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 96 299 148 247 708 9 226 107 173 7 215 317 Future Volume (veh/h) 96 299 148 247 708 9 226 107 173 7 215 317 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 113 352 174 294 843 11 305 145 234 8 234 345 Peak Hour Factor 0.85 0.85 0.85 0.84 0.84 0.84 0.74 0.74 0.74 0.92 0.92 0.92 Percent Heavy Veh, % 333333333333
Cap, veh/h 173 991 429 391 1058 14 401 1294 741 71 511 442 Arrive On Green 0.10 0.28 0.28 0.11 0.30 0.30 0.12 0.37 0.37 0.04 0.29 0.29 Sat Flow, veh/h 1767 3526 1525 3428 3562 46 3428 3526 1532 1767 1763 1526 Grp Volume(v), veh/h 113 352 174 294 417 437 305 145 234 8 234 345 Grp Sat Flow(s),veh/h/ln 1767 1763 1525 1714 1763 1846 1714 1763 1532 1767 1763 1526 Q Serve(g_s), s 6.2 8.0 9.3 8.3 21.8 21.8 8.6 2.7 9.4 0.4 10.9 20.7 Cycle Q Clear(g_c), s 6.2 8.0 9.3 8.3 21.8 21.8 8.6 2.7 9.4 0.4 10.9 20.7 Prop In Lane 1.00 1.00 1.00 0.03 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 173 991 429 391 524 548 401 1294 741 71 511 442 V/C Ratio(X) 0.65 0.36 0.41 0.75 0.80 0.80 0.76 0.11 0.32 0.11 0.46 0.78 Avail Cap(c_a), veh/h 173 994 430 391 543 568 401 1294 741 71 511 442 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 0.95 0.95 0.95 0.86 0.86 0.86 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.5 28.7 29.2 42.9 32.4 32.4 42.8 20.9 15.9 46.3 29.1 32.6 Incr Delay (d2), s/veh 17.5 1.0 2.8 12.0 11.4 10.9 11.1 0.2 1.0 3.2 2.9 12.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.5 3.4 3.6 4.1 10.5 10.9 4.2 1.1 3.3 0.3 4.9 9.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 61.0 29.7 32.0 54.9 43.8 43.3 53.9 21.0 16.9 49.5 32.0 45.3 LnGrp LOS E CCDDDDCBDCD
Approach Vol, veh/h 639 1148 684 587
Approach Delay, s/veh 35.9 46.4 34.3 40.1
Approach LOS DDCD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 15.6 34.4 15.9 34.1 14.0 36.0 8.2 41.8 Change Period (Y+Rc), s * 4.2 6.3 * 4.2 * 5.1 * 4.2 * 6.3 * 4.2 5.1 Max Green Setting (Gmax), s * 11 28.2 * 12 * 29 * 9.8 * 31 * 4 36.6 Max Q Clear Time (g_c+I1), s 10.3 11.3 10.6 22.7 8.2 23.8 2.4 11.4 Green Ext Time (p_c), s 0.1 3.7 0.1 2.6 0.0 3.4 0.0 2.6 Intersection Summary
HCM 6th Ctrl Delay 40.3
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Ex AM
2: Park Center Dr & Mast Blvd 02/09/2024
Santee Community Center Synchro 11 Report
3-22-3519 Page 2
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 525 41 118 594 20 69
Future Volume (veh/h) 525 41 118 594 20 69
Initial Q (Qb), veh 0 00000
Ped-Bike Adj(A_pbT) 0.96 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 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 648 51 149 752 49 168
Peak Hour Factor 0.81 0.81 0.79 0.79 0.41 0.41
Percent Heavy Veh, % 3 33333
Cap, veh/h 1130 89 200 1974 279 248
Arrive On Green 0.34 0.34 0.11 0.56 0.16 0.16
Sat Flow, veh/h 3391 259 1767 3618 1767 1572
Grp Volume(v), veh/h 346 353 149 752 49 168
Grp Sat Flow(s),veh/h/ln1763 1794 1767 1763 1767 1572
Q Serve(g_s), s 6.5 6.5 3.3 4.8 1.0 4.1
Cycle Q Clear(g_c), s 6.5 6.5 3.3 4.8 1.0 4.1
Prop In Lane 0.14 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 604 615 200 1974 279 248
V/C Ratio(X) 0.57 0.57 0.74 0.38 0.18 0.68
Avail Cap(c_a), veh/h 1993 2029 1084 6602 1482 1319
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 10.9 10.9 17.3 5.0 14.7 16.0
Incr Delay (d2), s/veh 0.9 0.8 5.4 0.1 0.3 3.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln1.9 1.9 1.4 0.8 0.4 1.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 11.7 11.7 22.7 5.1 15.0 19.2
LnGrp LOS B B C A B B
Approach Vol, veh/h 699 901 217
Approach Delay, s/veh 11.7 8.0 18.3
Approach LOS B A B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s8.8 20.2 28.9 11.5
Change Period (Y+Rc), s* 4.2 6.3 * 6.3 5.1
Max Green Setting (Gmax), s * 25 45.7 * 76 33.9
Max Q Clear Time (g_c+I1), s 5.3 8.5 6.8 6.1
Green Ext Time (p_c), s 0.3 4.5 5.8 0.7
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.

HCM 6th Signalized Intersection Summary Ex AM
3: Magnolia Ave & Mast Blvd 02/09/2024
Santee Community Center Synchro 11 Report
3-22-3519 Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 222 89 189 105 199 21 332 524 46 30 522 272 Future Volume (veh/h) 222 89 189 105 199 21 332 524 46 30 522 272 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.94 1.00 0.95 1.00 0.97 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1930 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 271 109 230 164 311 33 437 689 61 33 574 299 Peak Hour Factor 0.82 0.82 0.82 0.64 0.64 0.64 0.76 0.76 0.76 0.91 0.91 0.91 Percent Heavy Veh, % 3 33333333333
Cap, veh/h 442 775 325 296 897 378 626 1247 110 106 940 402 Arrive On Green 0.13 0.22 0.22 0.17 0.25 0.25 0.18 0.38 0.38 0.06 0.27 0.27 Sat Flow, veh/h 3428 3526 1476 1767 3526 1486 3565 3266 289 1767 3526 1508 Grp Volume(v), veh/h 271 109 230 164 311 33 437 372 378 33 574 299 Grp Sat Flow(s),veh/h/ln1714 1763 1476 1767 1763 1486 1783 1763 1792 1767 1763 1508 Q Serve(g_s), s 8.7 2.9 16.7 9.9 8.4 2.0 13.4 19.2 19.2 2.1 16.6 21.1 Cycle Q Clear(g_c), s 8.7 2.9 16.7 9.9 8.4 2.0 13.4 19.2 19.2 2.1 16.6 21.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.16 1.00 1.00
Lane Grp Cap(c), veh/h 442 775 325 296 897 378 626 673 684 106 940 402 V/C Ratio(X) 0.61 0.14 0.71 0.55 0.35 0.09 0.70 0.55 0.55 0.31 0.61 0.74 Avail Cap(c_a), veh/h 442 888 372 296 1010 426 626 673 684 106 940 402 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 47.9 36.5 41.9 44.4 35.5 33.1 45.0 28.1 28.2 52.3 37.4 39.0 Incr Delay (d2), s/veh 6.2 0.1 5.2 7.3 0.2 0.1 6.4 3.2 3.2 7.4 3.0 11.8 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/ln4.0 1.2 6.4 4.9 3.6 0.7 6.4 8.4 8.6 1.1 7.4 8.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 54.1 36.6 47.1 51.7 35.7 33.2 51.4 31.4 31.4 59.8 40.3 50.8 LnGrp LOS D DDDDCDCCEDD
Approach Vol, veh/h 610 508 1187 906
Approach Delay, s/veh 48.3 40.7 38.8 44.5
Approach LOS DDDD
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s24.0 31.1 24.9 36.3 20.0 35.1 11.5 49.7 Change Period (Y+Rc), s 4.5 5.5 4.5 5.3 5.0 5.5 4.5 5.3 Max Green Setting (Gmax), s 19.5 29.3 20.4 31.0 15.0 33.3 7.0 44.4 Max Q Clear Time (g_c+I1), s 11.9 18.7 15.4 23.1 10.7 10.4 4.1 21.2 Green Ext Time (p_c), s 0.2 1.0 0.7 2.9 0.4 2.0 0.0 4.5 Intersection Summary
HCM 6th Ctrl Delay 42.5
HCM 6th LOS D
HCM 6th Signalized Intersection Summary Ex AM
4: Cuyamaca St & Riverwalk Dr 02/09/2024
Santee Community Center Synchro 11 Report
3-22-3519 Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1 2 77 2 50 148 484 69 82 629 3 Future Volume (veh/h) 0 1 2 77 2 50 148 484 69 82 629 3 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.96 1.00 0.96 1.00 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 0 3 5 107 3 69 187 613 87 108 828 4 Peak Hour Factor 0.38 0.38 0.38 0.72 0.72 0.72 0.79 0.79 0.79 0.76 0.76 0.76 Percent Heavy Veh, % 3 33333333333
Cap, veh/h 100 34 57 298 11 245 231 1175 166 139 1184 6 Arrive On Green 0.00 0.06 0.06 0.17 0.17 0.17 0.13 0.38 0.38 0.08 0.33 0.33 Sat Flow, veh/h 1767 606 1010 1767 63 1455 1767 3081 436 1767 3597 17 Grp Volume(v), veh/h 0 0 8 107 0 72 187 350 350 108 406 426 Grp Sat Flow(s),veh/h/ln1767 0 1617 1767 0 1518 1767 1763 1754 1767 1763 1851 Q Serve(g_s), s 0.0 0.0 0.3 3.6 0.0 2.7 6.8 10.2 10.2 4.0 13.3 13.3 Cycle Q Clear(g_c), s 0.0 0.0 0.3 3.6 0.0 2.7 6.8 10.2 10.2 4.0 13.3 13.3 Prop In Lane 1.00 0.63 1.00 0.96 1.00 0.25 1.00 0.01
Lane Grp Cap(c), veh/h 100 0 92 298 0 256 231 672 669 139 580 610 V/C Ratio(X) 0.00 0.00 0.09 0.36 0.00 0.28 0.81 0.52 0.52 0.78 0.70 0.70 Avail Cap(c_a), veh/h 746 0 682 719 0 618 368 874 870 298 808 848 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 29.7 24.4 0.0 24.1 28.1 15.8 15.9 30.0 19.4 19.4 Incr Delay (d2), s/veh 0.0 0.0 0.6 0.9 0.0 0.8 3.1 0.9 0.9 3.5 2.4 2.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 0.0 0.1 1.5 0.0 1.0 2.9 3.8 3.8 1.7 5.3 5.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 0.0 30.3 25.3 0.0 24.8 31.2 16.7 16.8 33.5 21.8 21.7 LnGrp LOS A A C C A C C B B C C C
Approach Vol, veh/h 8 179 887 940
Approach Delay, s/veh 30.3 25.1 19.8 23.1
Approach LOS C C B C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s9.4 30.4 10.1 12.9 26.9 16.5
Change Period (Y+Rc), s* 4.2 5.1 6.3 * 4.2 * 5.1 5.3
Max Green Setting (Gmax), s * 11 32.9 28.0 * 14 * 30 27.0 Max Q Clear Time (g_c+I1), s 6.0 12.2 2.3 8.8 15.3 5.6
Green Ext Time (p_c), s 0.1 5.9 0.0 0.1 6.5 0.9
Intersection Summary
HCM 6th Ctrl Delay 21.9
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th AWSC Ex AM
5: Riverwalk Dr & Verde Vista Ln 02/09/2024
Santee Community Center Synchro 11 Report
3-22-3519 Page 5
Intersection
Intersection Delay, s/veh 9.3
Intersection LOS A
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 22 123 145 2 5 37
Future Vol, veh/h 22 123 145 2 5 37
Peak Hour Factor 0.51 0.51 0.64 0.64 0.62 0.62
Heavy Vehicles, % 3 33333
Mvmt Flow 43 241 227 3 8 60
Number of Lanes 0 11010
Approach EB WB SB
Opposing Approach WB EB
Opposing Lanes 1 1 0
Conflicting Approach Left SB WB
Conflicting Lanes Left 1 0 1
Conflicting Approach Right SB EB
Conflicting Lanes Right 0 1 1
HCM Control Delay 9.7 9.1 8

HCM LOS A A A

Lane EBLn1WBLn1 SBLn1
Vol Left, % 15% 0% 12%
Vol Thru, % 85% 99% 0%
Vol Right, % 0% 1% 88%
Sign Control Stop Stop Stop
Traffic Vol by Lane 145 147 42
LT Vol 22 0 5
Through Vol 123 145 0
RT Vol 0 2 37
Lane Flow Rate 284 230 68
Geometry Grp 1 1 1
Degree of Util (X) 0.346 0.28 0.086
Departure Headway (Hd) 4.378 4.396 4.572
Convergence, Y/N Yes Yes Yes
Cap 825 820 784
Service Time 2.395 2.413 2.598
HCM Lane V/C Ratio 0.344 0.28 0.087
HCM Control Delay 9.7 9.1 8
HCM Lane LOS A A A
HCM 95th-tile Q 1.6 1.1 0.3
HCM 6th AWSC Ex AM
6: Canopy Park Ln & Riverwalk Dr 02/09/2024
Santee Community Center Synchro 11 Report
3-22-3519 Page 6
Intersection
Intersection Delay, s/veh 9.1
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 9 70 38 30 106 11 12 0 5 13 1 31
Future Vol, veh/h 9 70 38 30 106 11 12 0 5 13 1 31
Peak Hour Factor 0.50 0.50 0.50 0.57 0.57 0.57 0.85 0.85 0.85 0.80 0.80 0.80 Heavy Vehicles, % 3 33333333333
Mvmt Flow 18 140 76 53 186 19 14 0 6 16 1 39
Number of Lanes 0 10010011010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 2 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 1 1 1
HCM Control Delay 8.9 9.4 8.7 8.2

HCM LOS A A A A

Lane NBLn1 NBLn2 EBLn1WBLn1 SBLn1
Vol Left, % 100% 0% 8% 20% 29%
Vol Thru, % 0% 0% 60% 72% 2%
Vol Right, % 0% 100% 32% 7% 69%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 12 5 117 147 45
LT Vol 12 0 9 30 13
Through Vol 0 0 70 106 1
RT Vol 0 5 38 11 31
Lane Flow Rate 14 6 234 258 56
Geometry Grp 77225
Degree of Util (X) 0.024 0.008 0.275 0.314 0.075
Departure Headway (Hd) 6.195 4.982 4.235 4.377 4.799
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 578 717 849 823 746
Service Time 3.932 2.719 2.254 2.395 2.832
HCM Lane V/C Ratio 0.024 0.008 0.276 0.313 0.075
HCM Control Delay 9.1 7.8 8.9 9.4 8.2
HCM Lane LOS AAAAA
HCM 95th-tile Q 0.1 0 1.1 1.3 0.2
HCM 6th AWSC Ex AM
7: Park Center Dr & Riverwalk Dr 02/09/2024
Santee Community Center Synchro 11 Report
3-22-3519 Page 7
Intersection
Intersection Delay, s/veh 9.2
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 76 11 9 1 22 10 3 3 0 12 8 118
Future Vol, veh/h 76 11 9 1 22 10 3 3 0 12 8 118
Peak Hour Factor 0.40 0.40 0.40 0.31 0.31 0.31 0.38 0.38 0.38 0.62 0.62 0.62 Heavy Vehicles, % 3 33333333333
Mvmt Flow 190 28 23 3 71 32 8 8 0 19 13 190
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 9.9 8.4 8.3 8.9

HCM LOS A A A A

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 50% 79% 3% 9%
Vol Thru, % 50% 11% 67% 6%
Vol Right, % 0% 9% 30% 86%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 6 96 33 138
LT Vol 3 76 1 12
Through Vol 3 11 22 8
RT Vol 0 9 10 118
Lane Flow Rate 16 240 106 223
Geometry Grp 1111
Degree of Util (X) 0.023 0.314 0.136 0.266
Departure Headway (Hd) 5.142 4.708 4.594 4.298
Convergence, Y/N Yes Yes Yes Yes
Cap 694 761 777 835
Service Time 3.19 2.747 2.639 2.329
HCM Lane V/C Ratio 0.023 0.315 0.136 0.267
HCM Control Delay 8.3 9.9 8.4 8.9
HCM Lane LOS AAAA
HCM 95th-tile Q 0.1 1.3 0.5 1.1
HCM 6th Signalized Intersection Summary Ex PM
1: Cuyamaca St & Mast Blvd 02/09/2024
Santee Community Center Synchro 11 Report
3-22-3519 Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 187 530 155 243 304 16 206 220 359 13 160 114 Future Volume (veh/h) 187 530 155 243 304 16 206 220 359 13 160 114 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 205 582 170 251 313 16 217 232 378 14 170 121 Peak Hour Factor 0.91 0.91 0.91 0.97 0.97 0.97 0.95 0.95 0.95 0.94 0.94 0.94 Percent Heavy Veh, % 333333333333
Cap, veh/h 279 1044 452 439 906 46 302 1192 718 71 580 386 Arrive On Green 0.16 0.30 0.30 0.13 0.27 0.27 0.09 0.34 0.34 0.04 0.29 0.29 Sat Flow, veh/h 1767 3526 1526 3428 3407 173 3428 3526 1530 1767 2002 1329 Grp Volume(v), veh/h 205 582 170 251 161 168 217 232 378 14 148 143 Grp Sat Flow(s),veh/h/ln 1767 1763 1526 1714 1763 1818 1714 1763 1530 1767 1763 1568 Q Serve(g_s), s 11.0 13.9 8.8 6.9 7.4 7.5 6.2 4.7 17.5 0.8 6.5 7.1 Cycle Q Clear(g_c), s 11.0 13.9 8.8 6.9 7.4 7.5 6.2 4.7 17.5 0.8 6.5 7.1 Prop In Lane 1.00 1.00 1.00 0.10 1.00 1.00 1.00 0.85
Lane Grp Cap(c), veh/h 279 1044 452 439 469 484 302 1192 718 71 511 455 V/C Ratio(X) 0.73 0.56 0.38 0.57 0.34 0.35 0.72 0.19 0.53 0.20 0.29 0.31 Avail Cap(c_a), veh/h 279 1047 453 439 488 504 302 1192 718 71 511 455 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 0.97 0.97 0.97 0.64 0.64 0.64 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.1 29.7 27.9 41.0 29.6 29.7 44.4 23.5 18.9 46.4 27.5 27.7 Incr Delay (d2), s/veh 15.7 2.2 2.4 5.2 1.9 1.9 9.1 0.2 1.8 6.2 1.4 1.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.9 6.0 3.4 3.1 3.3 3.4 3.0 1.9 6.2 0.5 2.9 2.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 55.8 31.8 30.3 46.2 31.6 31.6 53.5 23.7 20.7 52.6 29.0 29.5 LnGrp LOS E CCDCCDCCDCC
Approach Vol, veh/h 957 580 827 305
Approach Delay, s/veh 36.7 37.9 30.2 30.3
Approach LOS DDCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 17.0 35.9 13.0 34.1 20.0 32.9 8.2 38.9 Change Period (Y+Rc), s * 4.2 6.3 * 4.2 * 5.1 * 4.2 * 6.3 * 4.2 5.1 Max Green Setting (Gmax), s * 13 29.7 * 8.8 * 29 * 16 * 28 * 4 33.7 Max Q Clear Time (g_c+I1), s 8.9 15.9 8.2 9.1 13.0 9.5 2.8 19.5 Green Ext Time (p_c), s 0.2 5.0 0.0 2.4 0.1 2.1 0.0 3.6 Intersection Summary
HCM 6th Ctrl Delay 34.2
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Ex PM
2: Park Center Dr & Mast Blvd 02/09/2024
Santee Community Center Synchro 11 Report
3-22-3519 Page 2
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 895 20 86 616 20 85
Future Volume (veh/h) 895 20 86 616 20 85
Initial Q (Qb), veh 0 00000
Ped-Bike Adj(A_pbT) 0.96 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 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 923 21 92 662 28 120
Peak Hour Factor 0.97 0.97 0.93 0.93 0.71 0.71
Percent Heavy Veh, % 3 33333
Cap, veh/h 1489 34 119 2082 243 216
Arrive On Green 0.42 0.42 0.07 0.59 0.14 0.14
Sat Flow, veh/h 3613 80 1767 3618 1767 1572
Grp Volume(v), veh/h 462 482 92 662 28 120
Grp Sat Flow(s),veh/h/ln1763 1837 1767 1763 1767 1572
Q Serve(g_s), s 8.6 8.6 2.1 4.0 0.6 3.0
Cycle Q Clear(g_c), s 8.6 8.6 2.1 4.0 0.6 3.0
Prop In Lane 0.04 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 746 777 119 2082 243 216
V/C Ratio(X) 0.62 0.62 0.77 0.32 0.12 0.56
Avail Cap(c_a), veh/h 2344 2443 709 6539 1346 1197
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 9.4 9.4 19.2 4.3 15.8 16.9
Incr Delay (d2), s/veh 0.8 0.8 10.2 0.1 0.2 2.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln2.3 2.4 1.1 0.6 0.2 1.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 10.3 10.3 29.4 4.4 16.1 19.1
LnGrp LOS B B C A B B
Approach Vol, veh/h 944 754 148
Approach Delay, s/veh 10.3 7.5 18.5
Approach LOS B A B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s7.0 24.0 31.0 10.8
Change Period (Y+Rc), s* 4.2 6.3 * 6.3 5.1
Max Green Setting (Gmax), s * 17 55.7 * 78 31.9
Max Q Clear Time (g_c+I1), s 4.1 10.6 6.0 5.0
Green Ext Time (p_c), s 0.1 6.7 4.9 0.4
Intersection Summary
HCM 6th Ctrl Delay 9.8
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Ex PM
3: Magnolia Ave & Mast Blvd 02/09/2024
Santee Community Center Synchro 11 Report
3-22-3519 Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 334 221 220 74 123 31 282 446 113 55 403 208 Future Volume (veh/h) 334 221 220 74 123 31 282 446 113 55 403 208 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.95 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1930 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 355 235 234 84 140 35 317 501 127 58 424 219 Peak Hour Factor 0.94 0.94 0.94 0.88 0.88 0.88 0.89 0.89 0.89 0.95 0.95 0.95 Percent Heavy Veh, % 3 33333333333
Cap, veh/h 639 741 319 217 499 212 577 1049 264 166 1097 473 Arrive On Green 0.19 0.21 0.21 0.12 0.14 0.14 0.16 0.38 0.38 0.09 0.31 0.31 Sat Flow, veh/h 3428 3526 1515 1767 3526 1497 3565 2771 698 1767 3526 1522 Grp Volume(v), veh/h 355 235 234 84 140 35 317 318 310 58 424 219 Grp Sat Flow(s),veh/h/ln1714 1763 1515 1767 1763 1497 1783 1763 1706 1767 1763 1522 Q Serve(g_s), s 9.6 5.7 14.7 4.5 3.6 2.1 8.3 13.9 14.1 3.1 9.6 11.8 Cycle Q Clear(g_c), s 9.6 5.7 14.7 4.5 3.6 2.1 8.3 13.9 14.1 3.1 9.6 11.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.41 1.00 1.00
Lane Grp Cap(c), veh/h 639 741 319 217 499 212 577 668 646 166 1097 473 V/C Ratio(X) 0.56 0.32 0.73 0.39 0.28 0.17 0.55 0.48 0.48 0.35 0.39 0.46 Avail Cap(c_a), veh/h 639 1366 587 217 1124 477 577 668 646 166 1097 473 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 37.6 34.1 37.6 41.2 39.1 38.5 39.3 24.0 24.0 43.2 27.5 28.3 Incr Delay (d2), s/veh 3.5 0.2 3.3 5.2 0.3 0.4 3.7 2.4 2.6 5.7 1.0 3.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.2 2.4 5.6 2.2 1.5 0.8 3.8 6.0 5.9 1.6 4.0 4.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.1 34.3 40.9 46.3 39.4 38.8 43.0 26.4 26.6 48.9 28.5 31.5 LnGrp LOS D CDDDDDCCDCC
Approach Vol, veh/h 824 259 945 701
Approach Delay, s/veh 39.1 41.6 32.0 31.1
Approach LOS DDCC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s17.0 26.9 21.0 37.0 24.0 19.9 14.1 43.9 Change Period (Y+Rc), s 4.5 5.5 4.5 5.3 5.0 5.5 4.5 5.3 Max Green Setting (Gmax), s 12.5 39.5 16.5 31.7 19.0 32.5 9.6 38.6 Max Q Clear Time (g_c+I1), s 6.5 16.7 10.3 13.8 11.6 5.6 5.1 16.1 Green Ext Time (p_c), s 0.1 2.2 0.6 3.2 0.7 0.9 0.0 3.7 Intersection Summary
HCM 6th Ctrl Delay 34.8
HCM 6th LOS C
HCM 6th Signalized Intersection Summary Ex PM
4: Cuyamaca St & Riverwalk Dr 02/09/2024
Santee Community Center Synchro 11 Report
3-22-3519 Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 14 1 8 107 1 66 18 831 125 81 648 2 Future Volume (veh/h) 14 1 8 107 1 66 18 831 125 81 648 2 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.96 1.00 0.95 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 19 1 11 147 1 90 20 944 142 86 689 2 Peak Hour Factor 0.72 0.72 0.72 0.73 0.73 0.73 0.88 0.88 0.88 0.94 0.94 0.94 Percent Heavy Veh, % 3 33333333333
Cap, veh/h 168 12 132 277 3 233 32 1234 186 110 1617 5
Arrive On Green 0.09 0.09 0.09 0.16 0.16 0.16 0.02 0.40 0.40 0.06 0.45 0.45 Sat Flow, veh/h 1767 127 1392 1767 17 1489 1767 3051 459 1767 3605 10 Grp Volume(v), veh/h 19 0 12 147 0 91 20 545 541 86 337 354 Grp Sat Flow(s),veh/h/ln1767 0 1519 1767 0 1506 1767 1763 1747 1767 1763 1853 Q Serve(g_s), s 0.7 0.0 0.5 5.7 0.0 4.0 0.8 19.8 19.8 3.6 9.7 9.7 Cycle Q Clear(g_c), s 0.7 0.0 0.5 5.7 0.0 4.0 0.8 19.8 19.8 3.6 9.7 9.7 Prop In Lane 1.00 0.92 1.00 0.99 1.00 0.26 1.00 0.01
Lane Grp Cap(c), veh/h 168 0 144 277 0 236 32 713 707 110 791 831 V/C Ratio(X) 0.11 0.00 0.08 0.53 0.00 0.39 0.62 0.76 0.77 0.78 0.43 0.43 Avail Cap(c_a), veh/h 667 0 573 645 0 550 138 879 871 167 910 956 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.7 0.0 30.6 28.8 0.0 28.1 36.2 19.1 19.1 34.3 13.9 13.9 Incr Delay (d2), s/veh 0.4 0.0 0.4 2.0 0.0 1.3 7.1 3.8 3.8 6.0 0.6 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.3 0.0 0.2 2.5 0.0 1.5 0.4 8.0 7.9 1.6 3.6 3.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.2 0.0 31.0 30.8 0.0 29.4 43.3 22.8 22.9 40.3 14.5 14.5 LnGrp LOS C A C C A CDCCDBB
Approach Vol, veh/h 31 238 1106 777
Approach Delay, s/veh 31.1 30.3 23.2 17.4
Approach LOS C C C B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s8.8 35.1 13.3 5.6 38.4 16.9
Change Period (Y+Rc), s* 4.2 5.1 6.3 * 4.2 * 5.1 5.3
Max Green Setting (Gmax), s * 7 37.0 28.0 * 5.8 * 38 27.1 Max Q Clear Time (g_c+I1), s 5.6 21.8 2.7 2.8 11.7 7.7
Green Ext Time (p_c), s 0.0 8.2 0.1 0.0 6.9 1.2
Intersection Summary
HCM 6th Ctrl Delay 22.0
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th AWSC Ex PM
5: Riverwalk Dr & Verde Vista Ln 02/09/2024
Santee Community Center Synchro 11 Report
3-22-3519 Page 5
Intersection
Intersection Delay, s/veh 8.5
Intersection LOS A
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 46 147 118 5 5 21
Future Vol, veh/h 46 147 118 5 5 21
Peak Hour Factor 0.79 0.79 0.79 0.79 0.81 0.81
Heavy Vehicles, % 3 33333
Mvmt Flow 58 186 149 6 6 26
Number of Lanes 0 11010
Approach EB WB SB
Opposing Approach WB EB
Opposing Lanes 1 1 0
Conflicting Approach Left SB WB
Conflicting Lanes Left 1 0 1
Conflicting Approach Right SB EB
Conflicting Lanes Right 0 1 1
HCM Control Delay 8.9 8.2 7.5

HCM LOS A A A

Lane EBLn1WBLn1 SBLn1
Vol Left, % 24% 0% 19%
Vol Thru, % 76% 96% 0%
Vol Right, % 0% 4% 81%
Sign Control Stop Stop Stop
Traffic Vol by Lane 193 123 26
LT Vol 46 0 5
Through Vol 147 118 0
RT Vol 0 5 21
Lane Flow Rate 244 156 32
Geometry Grp 1 1 1
Degree of Util (X) 0.283 0.18 0.039
Departure Headway (Hd) 4.173 4.167 4.371
Convergence, Y/N Yes Yes Yes
Cap 855 850 824
Service Time 2.229 2.244 2.371
HCM Lane V/C Ratio 0.285 0.184 0.039
HCM Control Delay 8.9 8.2 7.5
HCM Lane LOS A A A
HCM 95th-tile Q 1.2 0.7 0.1
HCM 6th AWSC Ex PM
6: Canopy Park Ln & Riverwalk Dr 02/09/2024
Santee Community Center Synchro 11 Report
3-22-3519 Page 6
Intersection
Intersection Delay, s/veh 8.4
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 21 71 65 23 59 14 52 1 15 14 1 13
Future Vol, veh/h 21 71 65 23 59 14 52 1 15 14 1 13
Peak Hour Factor 0.87 0.87 0.87 0.80 0.80 0.80 0.68 0.68 0.68 0.70 0.70 0.70 Heavy Vehicles, % 3 33333333333
Mvmt Flow 24 82 75 29 74 18 76 1 22 20 1 19
Number of Lanes 0 10010011010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 2 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 1 1 1
HCM Control Delay 8.4 8.3 8.9 8

HCM LOS A A A A

Lane NBLn1 NBLn2 EBLn1WBLn1 SBLn1
Vol Left, % 98% 0% 13% 24% 50%
Vol Thru, % 2% 0% 45% 61% 4%
Vol Right, % 0% 100% 41% 15% 46%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 53 15 157 96 28
LT Vol 52 0 21 23 14
Through Vol 1 0 71 59 1
RT Vol 0 15 65 14 13
Lane Flow Rate 78 22 180 120 40
Geometry Grp 77225
Degree of Util (X) 0.124 0.028 0.212 0.149 0.052
Departure Headway (Hd) 5.748 4.55 4.234 4.473 4.682
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 624 787 850 803 764
Service Time 3.477 2.278 2.25 2.492 2.713
HCM Lane V/C Ratio 0.125 0.028 0.212 0.149 0.052
HCM Control Delay 9.3 7.4 8.4 8.3 8
HCM Lane LOS AAAAA
HCM 95th-tile Q 0.4 0.1 0.8 0.5 0.2
HCM 6th AWSC Ex PM
7: Park Center Dr & Riverwalk Dr 02/09/2024
Santee Community Center Synchro 11 Report
3-22-3519 Page 7
Intersection
Intersection Delay, s/veh 8
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 74 3 15 1 10 13 13 19 0 4 22 88
Future Vol, veh/h 74 3 15 1 10 13 13 19 0 4 22 88
Peak Hour Factor 0.72 0.72 0.72 0.40 0.40 0.40 0.62 0.62 0.62 0.75 0.75 0.75 Heavy Vehicles, % 3 33333333333
Mvmt Flow 103 4 21 3 25 33 21 31 0 5 29 117
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 8.4 7.6 8 7.8

HCM LOS A A A A

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 41% 80% 4% 4%
Vol Thru, % 59% 3% 42% 19%
Vol Right, % 0% 16% 54% 77%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 32 92 24 114
LT Vol 13 74 1 4
Through Vol 19 3 10 22
RT Vol 0 15 13 88
Lane Flow Rate 52 128 60 152
Geometry Grp 1111
Degree of Util (X) 0.066 0.16 0.07 0.168
Departure Headway (Hd) 4.62 4.516 4.218 3.987
Convergence, Y/N Yes Yes Yes Yes
Cap 777 796 851 903
Service Time 2.635 2.532 2.235 1.998
HCM Lane V/C Ratio 0.067 0.161 0.071 0.168
HCM Control Delay 8 8.4 7.6 7.8
HCM Lane LOS AAAA
HCM 95th-tile Q 0.2 0.6 0.2 0.6
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3519 Santee Community Center
N:\3519\Report\LTA Appendix.3519.doc

APPENDIX D

EXCERPTS FROM THE ITE AND SANDAG TRIP

GENERATION MANUAL
Recreational Community Center
(495)
Vehicle Trip Ends vs: 1000 Sq. Ft. GFA
On a: Weekday
Setting/Location: General Urban/Suburban
Number of Studies: 4
Avg. 1000 Sq. Ft. GFA: 78
Directional Distribution: 50% entering, 50% exiting
Vehicle Trip Generation per 1000 Sq. Ft. GFA
Average Rate Range of Rates Standard Deviation

28.82 21.49 - 36.71 8.56
Data Plot and Equation
0 100 200 0
1000
2000
3000
4000
Study Site Fitted Curve Average Rate
Fitted Curve Equation: Ln(T) = 0.98 Ln(X) + 3.42 R²= 0.74 X = 1000 Sq. Ft. GFA
T = Trips Ends
General Urban/Suburban and Rural (Land Uses 400–799) 283 Recreational Community Center
(495)
Vehicle Trip Ends vs: 1000 Sq. Ft. GFA
On a: Weekday,
Peak Hour of Adjacent Street Traffic,
One Hour Between 7 and 9 a.m.

Setting/Location: General Urban/Suburban
Number of Studies: 12
Avg. 1000 Sq. Ft. GFA: 105
Directional Distribution: 66% entering, 34% exiting
Vehicle Trip Generation per 1000 Sq. Ft. GFA
Average Rate Range of Rates Standard Deviation

1.91 1.08 - 4.18 0.88
Data Plot and Equation
0 100 200 300 0
100
200
300
400
Study Site Average Rate
Fitted Curve Equation: Not Given R²= ***
X = 1000 Sq. Ft. GFA
T = Trips Ends
284 Trip Generation Manual 11th Edition • Volume 4
Recreational Community Center
(495)
Vehicle Trip Ends vs: 1000 Sq. Ft. GFA
On a: Weekday,
Peak Hour of Adjacent Street Traffic,
One Hour Between 4 and 6 p.m.

Setting/Location: General Urban/Suburban
Number of Studies: 15
Avg. 1000 Sq. Ft. GFA: 124
Directional Distribution: 47% entering, 53% exiting
Vehicle Trip Generation per 1000 Sq. Ft. GFA
Average Rate Range of Rates Standard Deviation

2.50 1.05 - 5.37 1.28
Data Plot and Equation
0 100 200 300 400 0
200
400
600
Study Site Fitted Curve Average Rate
Fitted Curve Equation: Ln(T) = 0.71 Ln(X) + 2.31 R²= 0.57 X = 1000 Sq. Ft. GFA
T = Trips Ends
General Urban/Suburban and Rural (Land Uses 400–799) 285 (NOT SO)

BRIEF GUIDE OF VEHICULAR TRAFFIC GENERATION RATES

FOR THE SAN DIEGO REGION
APRIL 2002
LAND USE TRIP CATEGORIES ESTIMATED WEEKDAY VEHICLE HIGHEST PEAK HOUR % (plus IN:OUT ratio) TRIP LENGTH [PRIMARY:DIVERTED:PASS-BY]P TRIP GENERATION RATE (DRIVEWAY) Between 6:00-9:30 A.M. Between 3:00-6:30 P.M. (Miles)L AGRICULTURE (Open Space) .......................... [80:18:2] 2/acre** 10.8 AIRPORT ........................................................ [78:20:2] 12.5 Commercial 60/acre, 100/flight, 70/1000 sq. ft.* ** 5% (6:4) 6% (5:5) General Aviation 6/acre, 2/flight, 6/based aircraft* ** 9% (7:3) 15% (5:5) Heliports 100/acre**

AUTOMOBILES
Car Wash
Automatic 900/site, 600/acre** 4% (5:5) 9% (5:5)
Self-serve 100/wash stall** 4% (5:5) 8% (5:5)
Gasoline .................................................... [21:51:28] 2.8 with/Food Mart 160/vehicle fueling space** 7% (5:5) 8% (5:5) with/Food Mart & Car Wash 155/vehicle fueling space** 8% (5:5) 9% (5:5) Older Service Station Design 150/vehicle fueling space, 900/station** 7% (5:5) 9% (5:5) Sales (Dealer & Repair) 50/1000 sq. ft., 300/acre, 60/service stall* ** 5% (7:3) 8% (4:6) Auto Repair Center 20/1000 sq. ft., 400/acre, 20/service stall* 8% (7:3) 11% (4:6) Auto Parts Sales 60/1000 sq. ft. ** 4% 10%
Quick Lube 40/service stall** 7% (6:4) 10% (5:5)
Tire Store 25/1000 sq. ft., 30/service stall** 7% (6:4) 11% (5:5) CEMETERY 5/acre*
CHURCH (or Synagogue) ................................ [64:25:11] 9/1000 sq. ft., 30/acre** (quadruple rates 5% (6:4) 8% (5:5) 5.1 for Sunday, or days of assembly)

COMMERCIAL/RETAILS
Super Regional Shopping Center 35/1000 sq. ft.,C 400/acre* 4% (7:3) 10% (5:5) (More than 80 acres, more than
800,000 sq. ft., w/usually 3+
major stores)
Regional Shopping Center ......................... [54:35:11] 50/1000 sq. ft.,C 500/acre* 4% (7:3) 9% (5:5) 5.2 (40-80acres, 400,000-800,000
sq. ft., w/usually 2+ major stores)
NOTE: This listing only represents a guide of average, or estimated, traffic generation "driveway" rates and some very general trip data for land uses (emphasis on acreage and building square footage) in the San Diego region. These rates (both local and national) are subject to change as future documentation becomes available, or as regional sources are updated. For more specific information regarding traffic data and trip rates, please refer to the San Diego Traffic Generators manual. Always check with local jurisdictions for their preferred or applicable rates. 401 B Street, Suite 800
San Diego, California 92101
(619) 699-1900 • Fax (619) 699-1950
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3519 Santee Community Center
N:\3519\Report\LTA Appendix.3519.doc

APPENDIX E
EXISTING + PROJECT INTERSECTION ANALYSIS

WORKSHEETS
HCM 6th Signalized Intersection Summary Ex + P AM
1: Cuyamaca St & Mast Blvd 02/09/2024
Santee Community Center Synchro 11 Report
3-22-3519 Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 96 299 161 247 708 9 232 109 173 7 218 317 Future Volume (veh/h) 96 299 161 247 708 9 232 109 173 7 218 317 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 113 352 189 294 843 11 314 147 234 8 237 345 Peak Hour Factor 0.85 0.85 0.85 0.84 0.84 0.84 0.74 0.74 0.74 0.92 0.92 0.92 Percent Heavy Veh, % 333333333333
Cap, veh/h 173 991 429 391 1058 14 401 1294 741 71 511 442 Arrive On Green 0.10 0.28 0.28 0.11 0.30 0.30 0.12 0.37 0.37 0.04 0.29 0.29 Sat Flow, veh/h 1767 3526 1525 3428 3562 46 3428 3526 1532 1767 1763 1526 Grp Volume(v), veh/h 113 352 189 294 417 437 314 147 234 8 237 345 Grp Sat Flow(s),veh/h/ln 1767 1763 1525 1714 1763 1846 1714 1763 1532 1767 1763 1526 Q Serve(g_s), s 6.2 8.0 10.2 8.3 21.8 21.8 8.9 2.8 9.4 0.4 11.0 20.7 Cycle Q Clear(g_c), s 6.2 8.0 10.2 8.3 21.8 21.8 8.9 2.8 9.4 0.4 11.0 20.7 Prop In Lane 1.00 1.00 1.00 0.03 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 173 991 429 391 524 548 401 1294 741 71 511 442 V/C Ratio(X) 0.65 0.36 0.44 0.75 0.80 0.80 0.78 0.11 0.32 0.11 0.46 0.78 Avail Cap(c_a), veh/h 173 994 430 391 543 568 401 1294 741 71 511 442 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 0.95 0.95 0.95 0.82 0.82 0.82 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.5 28.7 29.5 42.9 32.4 32.4 42.9 20.9 15.9 46.3 29.1 32.6 Incr Delay (d2), s/veh 17.5 1.0 3.3 12.0 11.4 10.9 11.8 0.1 0.9 3.2 3.0 12.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.5 3.4 4.0 4.1 10.5 10.9 4.4 1.1 3.3 0.3 5.0 9.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 61.0 29.7 32.8 54.9 43.8 43.3 54.7 21.1 16.8 49.5 32.1 45.3 LnGrp LOS E CCDDDDCBDCD
Approach Vol, veh/h 654 1148 695 590
Approach Delay, s/veh 36.0 46.4 34.8 40.1
Approach LOS DDCD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 15.6 34.4 15.9 34.1 14.0 36.0 8.2 41.8 Change Period (Y+Rc), s * 4.2 6.3 * 4.2 * 5.1 * 4.2 * 6.3 * 4.2 5.1 Max Green Setting (Gmax), s * 11 28.2 * 12 * 29 * 9.8 * 31 * 4 36.6 Max Q Clear Time (g_c+I1), s 10.3 12.2 10.9 22.7 8.2 23.8 2.4 11.4 Green Ext Time (p_c), s 0.1 3.7 0.1 2.6 0.0 3.4 0.0 2.6 Intersection Summary
HCM 6th Ctrl Delay 40.4
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Ex + P AM
2: Park Center Dr & Mast Blvd 02/09/2024
Santee Community Center Synchro 11 Report
3-22-3519 Page 2
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 525 43 140 594 21 81
Future Volume (veh/h) 525 43 140 594 21 81
Initial Q (Qb), veh 0 00000
Ped-Bike Adj(A_pbT) 0.95 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 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 648 53 177 752 51 198
Peak Hour Factor 0.81 0.81 0.79 0.79 0.41 0.41
Percent Heavy Veh, % 3 33333
Cap, veh/h 1094 89 237 1987 308 274
Arrive On Green 0.33 0.33 0.13 0.56 0.17 0.17
Sat Flow, veh/h 3379 268 1767 3618 1767 1572
Grp Volume(v), veh/h 347 354 177 752 51 198
Grp Sat Flow(s),veh/h/ln1763 1792 1767 1763 1767 1572
Q Serve(g_s), s 7.1 7.1 4.2 5.1 1.1 5.2
Cycle Q Clear(g_c), s 7.1 7.1 4.2 5.1 1.1 5.2
Prop In Lane 0.15 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 587 597 237 1987 308 274
V/C Ratio(X) 0.59 0.59 0.75 0.38 0.17 0.72
Avail Cap(c_a), veh/h 1852 1883 1008 6137 1378 1226
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 12.0 12.1 18.1 5.3 15.3 17.0
Incr Delay (d2), s/veh 1.0 0.9 4.7 0.1 0.3 3.6
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln2.2 2.2 1.7 1.0 0.4 1.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 13.0 13.0 22.8 5.4 15.5 20.6
LnGrp LOS B B C A B C
Approach Vol, veh/h 701 929 249
Approach Delay, s/veh 13.0 8.7 19.5
Approach LOS B A B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s10.0 20.8 30.8 12.7
Change Period (Y+Rc), s* 4.2 6.3 * 6.3 5.1
Max Green Setting (Gmax), s * 25 45.7 * 76 33.9
Max Q Clear Time (g_c+I1), s 6.2 9.1 7.1 7.2
Green Ext Time (p_c), s 0.4 4.5 5.8 0.8
Intersection Summary
HCM 6th Ctrl Delay 11.7
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Ex + P AM
3: Magnolia Ave & Mast Blvd 02/09/2024
Santee Community Center Synchro 11 Report
3-22-3519 Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 224 91 197 105 202 21 348 524 46 30 522 275 Future Volume (veh/h) 224 91 197 105 202 21 348 524 46 30 522 275 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.94 1.00 0.95 1.00 0.97 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1930 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 273 111 240 164 316 33 458 689 61 33 574 302 Peak Hour Factor 0.82 0.82 0.82 0.64 0.64 0.64 0.76 0.76 0.76 0.91 0.91 0.91 Percent Heavy Veh, % 3 33333333333
Cap, veh/h 441 783 328 296 904 381 624 1244 110 106 937 401 Arrive On Green 0.13 0.22 0.22 0.17 0.26 0.26 0.17 0.38 0.38 0.06 0.27 0.27 Sat Flow, veh/h 3428 3526 1477 1767 3526 1487 3565 3266 289 1767 3526 1508 Grp Volume(v), veh/h 273 111 240 164 316 33 458 372 378 33 574 302 Grp Sat Flow(s),veh/h/ln1714 1763 1477 1767 1763 1487 1783 1763 1792 1767 1763 1508 Q Serve(g_s), s 8.8 2.9 17.6 9.9 8.5 2.0 14.2 19.3 19.3 2.1 16.6 21.4 Cycle Q Clear(g_c), s 8.8 2.9 17.6 9.9 8.5 2.0 14.2 19.3 19.3 2.1 16.6 21.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.16 1.00 1.00
Lane Grp Cap(c), veh/h 441 783 328 296 904 381 624 671 682 106 937 401 V/C Ratio(X) 0.62 0.14 0.73 0.55 0.35 0.09 0.73 0.55 0.55 0.31 0.61 0.75 Avail Cap(c_a), veh/h 441 886 371 296 1007 425 624 671 682 106 937 401 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 48.1 36.4 42.1 44.6 35.4 33.0 45.5 28.3 28.3 52.5 37.5 39.3 Incr Delay (d2), s/veh 6.4 0.1 6.3 7.3 0.2 0.1 7.5 3.3 3.2 7.5 3.0 12.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.1 1.3 6.8 4.9 3.7 0.7 6.8 8.5 8.6 1.1 7.4 9.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 54.5 36.5 48.5 51.9 35.6 33.1 53.0 31.6 31.6 60.0 40.5 51.6 LnGrp LOS D DDDDCDCCEDD
Approach Vol, veh/h 624 513 1208 909
Approach Delay, s/veh 49.0 40.7 39.7 44.9
Approach LOS DDDD
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s24.0 31.4 24.9 36.3 20.0 35.4 11.5 49.7 Change Period (Y+Rc), s 4.5 5.5 4.5 5.3 5.0 5.5 4.5 5.3 Max Green Setting (Gmax), s 19.5 29.3 20.4 31.0 15.0 33.3 7.0 44.4 Max Q Clear Time (g_c+I1), s 11.9 19.6 16.2 23.4 10.8 10.5 4.1 21.3 Green Ext Time (p_c), s 0.2 1.0 0.7 2.9 0.4 2.0 0.0 4.5 Intersection Summary
HCM 6th Ctrl Delay 43.1
HCM 6th LOS D
HCM 6th Signalized Intersection Summary Ex + P AM
4: Cuyamaca St & Riverwalk Dr 02/09/2024
Santee Community Center Synchro 11 Report
3-22-3519 Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1 2 89 2 58 148 484 90 98 629 3 Future Volume (veh/h) 0 1 2 89 2 58 148 484 90 98 629 3 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.96 1.00 0.96 1.00 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 0 3 5 124 3 81 187 613 114 129 828 4 Peak Hour Factor 0.38 0.38 0.38 0.72 0.72 0.72 0.79 0.79 0.79 0.76 0.76 0.76 Percent Heavy Veh, % 3 33333333333
Cap, veh/h 100 34 57 301 9 249 230 1078 200 164 1183 6
Arrive On Green 0.00 0.06 0.06 0.17 0.17 0.17 0.13 0.37 0.37 0.09 0.33 0.33 Sat Flow, veh/h 1767 606 1010 1767 54 1463 1767 2945 546 1767 3597 17 Grp Volume(v), veh/h 0 0 8 124 0 84 187 366 361 129 406 426 Grp Sat Flow(s),veh/h/ln1767 0 1616 1767 0 1517 1767 1763 1728 1767 1763 1851 Q Serve(g_s), s 0.0 0.0 0.3 4.2 0.0 3.2 6.9 11.1 11.1 4.8 13.4 13.4 Cycle Q Clear(g_c), s 0.0 0.0 0.3 4.2 0.0 3.2 6.9 11.1 11.1 4.8 13.4 13.4 Prop In Lane 1.00 0.63 1.00 0.96 1.00 0.32 1.00 0.01
Lane Grp Cap(c), veh/h 100 0 92 301 0 258 230 646 633 164 580 609 V/C Ratio(X) 0.00 0.00 0.09 0.41 0.00 0.33 0.81 0.57 0.57 0.79 0.70 0.70 Avail Cap(c_a), veh/h 743 0 680 717 0 615 366 871 854 297 805 845 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 29.8 24.6 0.0 24.3 28.2 16.9 16.9 29.5 19.5 19.5 Incr Delay (d2), s/veh 0.0 0.0 0.6 1.2 0.0 0.9 3.2 1.1 1.2 3.1 2.5 2.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 0.0 0.1 1.8 0.0 1.2 2.9 4.2 4.1 2.0 5.3 5.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 0.0 30.4 25.8 0.0 25.2 31.4 18.0 18.1 32.7 22.0 21.8 LnGrp LOS A A C C A C C B B C C C
Approach Vol, veh/h 8 208 914 961
Approach Delay, s/veh 30.4 25.6 20.8 23.3
Approach LOS CCCC
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s10.4 29.5 10.1 12.9 27.0 16.6
Change Period (Y+Rc), s* 4.2 5.1 6.3 * 4.2 * 5.1 5.3
Max Green Setting (Gmax), s * 11 32.9 28.0 * 14 * 30 27.0 Max Q Clear Time (g_c+I1), s 6.8 13.1 2.3 8.9 15.4 6.2
Green Ext Time (p_c), s 0.1 6.1 0.0 0.1 6.5 1.1
Intersection Summary
HCM 6th Ctrl Delay 22.5
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th AWSC Ex + P AM
5: Riverwalk Dr & Verde Vista Ln 02/09/2024
Santee Community Center Synchro 11 Report
3-22-3519 Page 5
Intersection
Intersection Delay, s/veh10.2
Intersection LOS B
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 22 160 165 2 6 37
Future Vol, veh/h 22 160 165 2 6 37
Peak Hour Factor 0.51 0.51 0.64 0.64 0.62 0.62
Heavy Vehicles, % 3 33333
Mvmt Flow 43 314 258 3 10 60
Number of Lanes 0 11010
Approach EB WB SB
Opposing Approach WB EB
Opposing Lanes 1 1 0
Conflicting Approach Left SB WB
Conflicting Lanes Left 1 0 1
Conflicting Approach Right SB EB
Conflicting Lanes Right 0 1 1
HCM Control Delay 10.9 9.7 8.3

HCM LOS B A A

Lane EBLn1WBLn1 SBLn1
Vol Left, % 12% 0% 14%
Vol Thru, % 88% 99% 0%
Vol Right, % 0% 1% 86%
Sign Control Stop Stop Stop
Traffic Vol by Lane 182 167 43
LT Vol 22 0 6
Through Vol 160 165 0
RT Vol 0 2 37
Lane Flow Rate 357 261 69
Geometry Grp 1 1 1
Degree of Util (X) 0.438 0.325 0.093
Departure Headway (Hd) 4.419 4.484 4.813
Convergence, Y/N Yes Yes Yes
Cap 817 801 743
Service Time 2.442 2.509 2.85
HCM Lane V/C Ratio 0.437 0.326 0.093
HCM Control Delay 10.9 9.7 8.3
HCM Lane LOS B A A
HCM 95th-tile Q 2.2 1.4 0.3
HCM 6th AWSC Ex + P AM
6: Canopy Park Ln & Riverwalk Dr 02/09/2024
Santee Community Center Synchro 11 Report
3-22-3519 Page 6
Intersection
Intersection Delay, s/veh 10
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 9 70 76 54 106 11 32 0 18 13 2 31
Future Vol, veh/h 9 70 76 54 106 11 32 0 18 13 2 31
Peak Hour Factor 0.50 0.50 0.50 0.57 0.57 0.57 0.85 0.85 0.85 0.80 0.80 0.80 Heavy Vehicles, % 3 33333333333
Mvmt Flow 18 140 152 95 186 19 38 0 21 16 3 39
Number of Lanes 0 10010011010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 2 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 1 1 1
HCM Control Delay 9.9 10.5 9.2 8.7

HCM LOS A B A A

Lane NBLn1 NBLn2 EBLn1WBLn1 SBLn1
Vol Left, % 100% 0% 6% 32% 28%
Vol Thru, % 0% 0% 45% 62% 4%
Vol Right, % 0% 100% 49% 6% 67%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 32 18 155 171 46
LT Vol 32 0 9 54 13
Through Vol 0 0 70 106 2
RT Vol 0 18 76 11 31
Lane Flow Rate 38 21 310 300 58
Geometry Grp 77225
Degree of Util (X) 0.068 0.031 0.372 0.385 0.082
Departure Headway (Hd) 6.472 5.256 4.323 4.618 5.148
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 551 676 831 777 691
Service Time 4.243 3.026 2.363 2.66 3.219
HCM Lane V/C Ratio 0.069 0.031 0.373 0.386 0.084
HCM Control Delay 9.7 8.2 9.9 10.5 8.7
HCM Lane LOS AAABA
HCM 95th-tile Q 0.2 0.1 1.7 1.8 0.3
HCM 6th AWSC Ex + P AM
7: Park Center Dr & Riverwalk Dr 02/09/2024
Santee Community Center Synchro 11 Report
3-22-3519 Page 7
Intersection
Intersection Delay, s/veh 9.8
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 89 11 9 1 22 10 3 3 0 12 8 142
Future Vol, veh/h 89 11 9 1 22 10 3 3 0 12 8 142
Peak Hour Factor 0.40 0.40 0.40 0.31 0.31 0.31 0.38 0.38 0.38 0.62 0.62 0.62 Heavy Vehicles, % 3 33333333333
Mvmt Flow 223 28 23 3 71 32 8 8 0 19 13 229
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 10.6 8.6 8.5 9.5

HCM LOS B A A A

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 50% 82% 3% 7%
Vol Thru, % 50% 10% 67% 5%
Vol Right, % 0% 8% 30% 88%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 6 109 33 162
LT Vol 3 89 1 12
Through Vol 3 11 22 8
RT Vol 0 9 10 142
Lane Flow Rate 16 272 106 261
Geometry Grp 1111
Degree of Util (X) 0.023 0.365 0.14 0.318
Departure Headway (Hd) 5.293 4.817 4.738 4.376
Convergence, Y/N Yes Yes Yes Yes
Cap 672 744 752 818
Service Time 3.358 2.868 2.798 2.416
HCM Lane V/C Ratio 0.024 0.366 0.141 0.319
HCM Control Delay 8.5 10.6 8.6 9.5
HCM Lane LOS ABAA
HCM 95th-tile Q 0.1 1.7 0.5 1.4
HCM 6th Signalized Intersection Summary Ex + P PM
1: Cuyamaca St & Mast Blvd 02/09/2024
Santee Community Center Synchro 11 Report
3-22-3519 Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 187 530 167 243 304 16 219 223 359 13 163 114 Future Volume (veh/h) 187 530 167 243 304 16 219 223 359 13 163 114 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 205 582 184 251 313 16 231 235 378 14 173 121 Peak Hour Factor 0.91 0.91 0.91 0.97 0.97 0.97 0.95 0.95 0.95 0.94 0.94 0.94 Percent Heavy Veh, % 333333333333
Cap, veh/h 279 1044 452 439 906 46 302 1192 718 71 585 382 Arrive On Green 0.16 0.30 0.30 0.13 0.27 0.27 0.09 0.34 0.34 0.04 0.29 0.29 Sat Flow, veh/h 1767 3526 1526 3428 3407 173 3428 3526 1530 1767 2016 1318 Grp Volume(v), veh/h 205 582 184 251 161 168 231 235 378 14 150 144 Grp Sat Flow(s),veh/h/ln 1767 1763 1526 1714 1763 1818 1714 1763 1530 1767 1763 1571 Q Serve(g_s), s 11.0 13.9 9.6 6.9 7.4 7.5 6.6 4.7 17.5 0.8 6.6 7.2 Cycle Q Clear(g_c), s 11.0 13.9 9.6 6.9 7.4 7.5 6.6 4.7 17.5 0.8 6.6 7.2 Prop In Lane 1.00 1.00 1.00 0.10 1.00 1.00 1.00 0.84
Lane Grp Cap(c), veh/h 279 1044 452 439 469 484 302 1192 718 71 511 456 V/C Ratio(X) 0.73 0.56 0.41 0.57 0.34 0.35 0.77 0.20 0.53 0.20 0.29 0.32 Avail Cap(c_a), veh/h 279 1047 453 439 488 504 302 1192 718 71 511 456 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.97 0.97 0.97 0.61 0.61 0.61 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.1 29.7 28.2 41.0 29.6 29.7 44.6 23.5 18.9 46.4 27.5 27.8 Incr Delay (d2), s/veh 15.7 2.2 2.7 5.2 1.9 1.9 10.8 0.2 1.7 6.2 1.5 1.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.9 6.0 3.8 3.1 3.3 3.4 3.2 2.0 6.2 0.5 2.9 2.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 55.8 31.8 30.9 46.2 31.6 31.6 55.4 23.7 20.6 52.6 29.0 29.6 LnGrp LOS E CCDCCECCDCC
Approach Vol, veh/h 971 580 844 308
Approach Delay, s/veh 36.7 37.9 31.0 30.3
Approach LOS DDCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 17.0 35.9 13.0 34.1 20.0 32.9 8.2 38.9 Change Period (Y+Rc), s * 4.2 6.3 * 4.2 * 5.1 * 4.2 * 6.3 * 4.2 5.1 Max Green Setting (Gmax), s * 13 29.7 * 8.8 * 29 * 16 * 28 * 4 33.7 Max Q Clear Time (g_c+I1), s 8.9 15.9 8.6 9.2 13.0 9.5 2.8 19.5 Green Ext Time (p_c), s 0.2 5.1 0.0 2.4 0.1 2.1 0.0 3.6 Intersection Summary
HCM 6th Ctrl Delay 34.5
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Ex + P PM
2: Park Center Dr & Mast Blvd 02/09/2024
Santee Community Center Synchro 11 Report
3-22-3519 Page 2
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 895 22 106 616 22 108
Future Volume (veh/h) 895 22 106 616 22 108
Initial Q (Qb), veh 0 00000
Ped-Bike Adj(A_pbT) 0.96 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 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 923 23 114 662 31 152
Peak Hour Factor 0.97 0.97 0.93 0.93 0.71 0.71
Percent Heavy Veh, % 3 33333
Cap, veh/h 1461 36 150 2105 252 224
Arrive On Green 0.42 0.42 0.08 0.60 0.14 0.14
Sat Flow, veh/h 3603 87 1767 3618 1767 1572
Grp Volume(v), veh/h 463 483 114 662 31 152
Grp Sat Flow(s),veh/h/ln1763 1835 1767 1763 1767 1572
Q Serve(g_s), s 9.1 9.1 2.8 4.1 0.7 4.0
Cycle Q Clear(g_c), s 9.1 9.1 2.8 4.1 0.7 4.0
Prop In Lane 0.05 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 734 764 150 2105 252 224
V/C Ratio(X) 0.63 0.63 0.76 0.31 0.12 0.68
Avail Cap(c_a), veh/h 2243 2335 678 6257 1288 1146
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 10.1 10.1 19.6 4.4 16.4 17.8
Incr Delay (d2), s/veh 0.9 0.9 7.7 0.1 0.2 3.6
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln2.6 2.6 1.3 0.7 0.3 1.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 11.0 11.0 27.3 4.5 16.6 21.4
LnGrp LOS B B C A B C
Approach Vol, veh/h 946 776 183
Approach Delay, s/veh 11.0 7.8 20.6
Approach LOS B A C
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s7.9 24.5 32.4 11.3
Change Period (Y+Rc), s* 4.2 6.3 * 6.3 5.1
Max Green Setting (Gmax), s * 17 55.7 * 78 31.9
Max Q Clear Time (g_c+I1), s 4.8 11.1 6.1 6.0
Green Ext Time (p_c), s 0.2 6.7 4.9 0.6
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.

HCM 6th Signalized Intersection Summary Ex + P PM
3: Magnolia Ave & Mast Blvd 02/09/2024
Santee Community Center Synchro 11 Report
3-22-3519 Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 337 224 237 74 126 31 296 446 113 55 403 211 Future Volume (veh/h) 337 224 237 74 126 31 296 446 113 55 403 211 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.95 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1930 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 359 238 252 84 143 35 333 501 127 58 424 222 Peak Hour Factor 0.94 0.94 0.94 0.88 0.88 0.88 0.89 0.89 0.89 0.95 0.95 0.95 Percent Heavy Veh, % 3 33333333333
Cap, veh/h 632 770 331 214 530 226 571 1038 262 165 1085 468 Arrive On Green 0.18 0.22 0.22 0.12 0.15 0.15 0.16 0.37 0.37 0.09 0.31 0.31 Sat Flow, veh/h 3428 3526 1517 1767 3526 1500 3565 2771 698 1767 3526 1521 Grp Volume(v), veh/h 359 238 252 84 143 35 333 318 310 58 424 222 Grp Sat Flow(s),veh/h/ln1714 1763 1517 1767 1763 1500 1783 1763 1706 1767 1763 1521 Q Serve(g_s), s 9.8 5.8 16.0 4.5 3.7 2.1 8.9 14.1 14.3 3.2 9.7 12.2 Cycle Q Clear(g_c), s 9.8 5.8 16.0 4.5 3.7 2.1 8.9 14.1 14.3 3.2 9.7 12.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.41 1.00 1.00
Lane Grp Cap(c), veh/h 632 770 331 214 530 226 571 661 639 165 1085 468 V/C Ratio(X) 0.57 0.31 0.76 0.39 0.27 0.16 0.58 0.48 0.49 0.35 0.39 0.47 Avail Cap(c_a), veh/h 632 1352 582 214 1113 473 571 661 639 165 1085 468 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 38.3 33.7 37.7 41.7 38.7 38.1 40.1 24.6 24.6 43.8 28.0 28.9 Incr Delay (d2), s/veh 3.7 0.2 3.6 5.3 0.3 0.3 4.3 2.5 2.6 5.8 1.1 3.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.3 2.5 6.1 2.2 1.6 0.8 4.1 6.1 6.0 1.6 4.1 4.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.9 34.0 41.3 47.0 39.0 38.4 44.4 27.0 27.2 49.6 29.1 32.3 LnGrp LOS D CDDDDDCCDCC
Approach Vol, veh/h 849 262 961 704
Approach Delay, s/veh 39.5 41.5 33.1 31.8
Approach LOS DDCC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s17.0 28.0 21.0 37.0 24.0 21.0 14.1 43.9 Change Period (Y+Rc), s 4.5 5.5 4.5 5.3 5.0 5.5 4.5 5.3 Max Green Setting (Gmax), s 12.5 39.5 16.5 31.7 19.0 32.5 9.6 38.6 Max Q Clear Time (g_c+I1), s 6.5 18.0 10.9 14.2 11.8 5.7 5.2 16.3 Green Ext Time (p_c), s 0.1 2.2 0.6 3.2 0.7 0.9 0.0 3.7 Intersection Summary
HCM 6th Ctrl Delay 35.5
HCM 6th LOS D
HCM 6th Signalized Intersection Summary Ex + P PM
4: Cuyamaca St & Riverwalk Dr 02/09/2024
Santee Community Center Synchro 11 Report
3-22-3519 Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 14 1 8 130 1 82 18 831 145 96 648 2 Future Volume (veh/h) 14 1 8 130 1 82 18 831 145 96 648 2 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.96 1.00 0.95 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 19 1 11 178 1 112 20 944 165 102 689 2 Peak Hour Factor 0.72 0.72 0.72 0.73 0.73 0.73 0.88 0.88 0.88 0.94 0.94 0.94 Percent Heavy Veh, % 3 33333333333
Cap, veh/h 166 12 130 284 2 240 32 1199 209 130 1652 5
Arrive On Green 0.09 0.09 0.09 0.16 0.16 0.16 0.02 0.40 0.40 0.07 0.46 0.46 Sat Flow, veh/h 1767 126 1390 1767 13 1493 1767 2975 520 1767 3605 10 Grp Volume(v), veh/h 19 0 12 178 0 113 20 559 550 102 337 354 Grp Sat Flow(s),veh/h/ln1767 0 1516 1767 0 1506 1767 1763 1732 1767 1763 1853 Q Serve(g_s), s 0.8 0.0 0.6 7.3 0.0 5.3 0.9 21.5 21.6 4.4 9.9 9.9 Cycle Q Clear(g_c), s 0.8 0.0 0.6 7.3 0.0 5.3 0.9 21.5 21.6 4.4 9.9 9.9 Prop In Lane 1.00 0.92 1.00 0.99 1.00 0.30 1.00 0.01
Lane Grp Cap(c), veh/h 166 0 142 284 0 242 32 710 698 130 808 849 V/C Ratio(X) 0.11 0.00 0.08 0.63 0.00 0.47 0.63 0.79 0.79 0.79 0.42 0.42 Avail Cap(c_a), veh/h 637 0 547 616 0 525 132 840 825 159 869 914 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.2 0.0 32.2 30.4 0.0 29.6 37.9 20.3 20.3 35.4 14.1 14.1 Incr Delay (d2), s/veh 0.4 0.0 0.4 2.9 0.0 1.8 7.3 4.8 4.9 14.9 0.5 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.3 0.0 0.2 3.3 0.0 2.0 0.4 8.9 8.8 2.4 3.7 3.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.7 0.0 32.5 33.3 0.0 31.4 45.2 25.1 25.2 50.3 14.6 14.6 LnGrp LOS C A C C A CDCCDBB
Approach Vol, veh/h 31 291 1129 793
Approach Delay, s/veh 32.6 32.6 25.5 19.2
Approach LOS C C C B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s9.9 36.4 13.6 5.6 40.7 17.8
Change Period (Y+Rc), s* 4.2 5.1 6.3 * 4.2 * 5.1 5.3
Max Green Setting (Gmax), s * 7 37.0 28.0 * 5.8 * 38 27.1 Max Q Clear Time (g_c+I1), s 6.4 23.6 2.8 2.9 11.9 9.3
Green Ext Time (p_c), s 0.0 7.7 0.1 0.0 6.9 1.5
Intersection Summary
HCM 6th Ctrl Delay 24.3
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th AWSC Ex + P PM
5: Riverwalk Dr & Verde Vista Ln 02/09/2024
Santee Community Center Synchro 11 Report
3-22-3519 Page 5
Intersection
Intersection Delay, s/veh 9
Intersection LOS A
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 46 182 157 6 6 21
Future Vol, veh/h 46 182 157 6 6 21
Peak Hour Factor 0.79 0.79 0.79 0.79 0.81 0.81
Heavy Vehicles, % 3 33333
Mvmt Flow 58 230 199 8 7 26
Number of Lanes 0 11010
Approach EB WB SB
Opposing Approach WB EB
Opposing Lanes 1 1 0
Conflicting Approach Left SB WB
Conflicting Lanes Left 1 0 1
Conflicting Approach Right SB EB
Conflicting Lanes Right 0 1 1
HCM Control Delay 9.4 8.7 7.8

HCM LOS A A A

Lane EBLn1WBLn1 SBLn1
Vol Left, % 20% 0% 22%
Vol Thru, % 80% 96% 0%
Vol Right, % 0% 4% 78%
Sign Control Stop Stop Stop
Traffic Vol by Lane 228 163 27
LT Vol 46 0 6
Through Vol 182 157 0
RT Vol 0 6 21
Lane Flow Rate 289 206 33
Geometry Grp 1 1 1
Degree of Util (X) 0.337 0.241 0.043
Departure Headway (Hd) 4.205 4.205 4.599
Convergence, Y/N Yes Yes Yes
Cap 846 840 783
Service Time 2.281 2.301 2.599
HCM Lane V/C Ratio 0.342 0.245 0.042
HCM Control Delay 9.4 8.7 7.8
HCM Lane LOS A A A
HCM 95th-tile Q 1.5 0.9 0.1
HCM 6th AWSC Ex + P PM
6: Canopy Park Ln & Riverwalk Dr 02/09/2024
Santee Community Center Synchro 11 Report
3-22-3519 Page 6
Intersection
Intersection Delay, s/veh 9.3
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 21 71 101 45 59 14 92 2 40 14 2 13
Future Vol, veh/h 21 71 101 45 59 14 92 2 40 14 2 13
Peak Hour Factor 0.87 0.87 0.87 0.80 0.80 0.80 0.68 0.68 0.68 0.70 0.70 0.70 Heavy Vehicles, % 3 33333333333
Mvmt Flow 24 82 116 56 74 18 135 3 59 20 3 19
Number of Lanes 0 10010011010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 2 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 1 1 1
HCM Control Delay 9.2 9.1 9.7 8.4

HCM LOS A A A A

Lane NBLn1 NBLn2 EBLn1WBLn1 SBLn1
Vol Left, % 98% 0% 11% 38% 48%
Vol Thru, % 2% 0% 37% 50% 7%
Vol Right, % 0% 100% 52% 12% 45%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 94 40 193 118 29
LT Vol 92 0 21 45 14
Through Vol 2 0 71 59 2
RT Vol 0 40 101 14 13
Lane Flow Rate 138 59 222 148 41
Geometry Grp 77225
Degree of Util (X) 0.228 0.077 0.276 0.198 0.058
Departure Headway (Hd) 5.932 4.732 4.473 4.844 5.014
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 603 752 801 738 708
Service Time 3.693 2.493 2.514 2.892 3.088
HCM Lane V/C Ratio 0.229 0.078 0.277 0.201 0.058
HCM Control Delay 10.5 7.9 9.2 9.1 8.4
HCM Lane LOS BAAAA
HCM 95th-tile Q 0.9 0.2 1.1 0.7 0.2
HCM 6th AWSC Ex + P PM
7: Park Center Dr & Riverwalk Dr 02/09/2024
Santee Community Center Synchro 11 Report
3-22-3519 Page 7
Intersection
Intersection Delay, s/veh 8.3
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 99 3 15 1 10 13 13 19 0 4 22 110
Future Vol, veh/h 99 3 15 1 10 13 13 19 0 4 22 110
Peak Hour Factor 0.72 0.72 0.72 0.40 0.40 0.40 0.62 0.62 0.62 0.75 0.75 0.75 Heavy Vehicles, % 3 33333333333
Mvmt Flow 138 4 21 3 25 33 21 31 0 5 29 147
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 8.9 7.7 8.1 8.1

HCM LOS A A A A

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 41% 85% 4% 3%
Vol Thru, % 59% 3% 42% 16%
Vol Right, % 0% 13% 54% 81%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 32 117 24 136
LT Vol 13 99 1 4
Through Vol 19 3 10 22
RT Vol 0 15 13 110
Lane Flow Rate 52 162 60 181
Geometry Grp 1111
Degree of Util (X) 0.068 0.208 0.072 0.204
Departure Headway (Hd) 4.746 4.613 4.33 4.055
Convergence, Y/N Yes Yes Yes Yes
Cap 756 778 827 887
Service Time 2.769 2.637 2.357 2.074
HCM Lane V/C Ratio 0.069 0.208 0.073 0.204
HCM Control Delay 8.1 8.9 7.7 8.1
HCM Lane LOS AAAA
HCM 95th-tile Q 0.2 0.8 0.2 0.8
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3519 Santee Community Center
N:\3519\Report\LTA Appendix.3519.doc

APPENDIX F
EXISTING + CUMULATIVE PROJECTS INTERSECTION

ANALYSIS WORKSHEETS
HCM 6th Signalized Intersection Summary Ex + C AM
1: Cuyamaca St & Mast Blvd 02/15/2024
Santee Community Center Synchro 11 Report
3-22-3519 Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 110 327 170 268 748 10 240 139 185 8 282 345 Future Volume (veh/h) 110 327 170 268 748 10 240 139 185 8 282 345 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 129 385 200 319 890 12 324 188 250 9 307 375 Peak Hour Factor 0.85 0.85 0.85 0.84 0.84 0.84 0.74 0.74 0.74 0.92 0.92 0.92 Percent Heavy Veh, % 333333333333
Cap, veh/h 173 991 429 391 1057 14 401 1294 741 71 511 442 Arrive On Green 0.10 0.28 0.28 0.11 0.30 0.30 0.12 0.37 0.37 0.04 0.29 0.29 Sat Flow, veh/h 1767 3526 1525 3428 3560 48 3428 3526 1532 1767 1763 1526 Grp Volume(v), veh/h 129 385 200 319 441 461 324 188 250 9 307 375 Grp Sat Flow(s),veh/h/ln 1767 1763 1525 1714 1763 1845 1714 1763 1532 1767 1763 1526 Q Serve(g_s), s 7.1 8.8 10.9 9.1 23.4 23.4 9.2 3.6 10.1 0.5 15.0 23.1 Cycle Q Clear(g_c), s 7.1 8.8 10.9 9.1 23.4 23.4 9.2 3.6 10.1 0.5 15.0 23.1 Prop In Lane 1.00 1.00 1.00 0.03 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 173 991 429 391 524 548 401 1294 741 71 511 442 V/C Ratio(X) 0.74 0.39 0.47 0.82 0.84 0.84 0.81 0.15 0.34 0.13 0.60 0.85 Avail Cap(c_a), veh/h 173 994 430 391 543 568 401 1294 741 71 511 442 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 0.94 0.94 0.94 0.85 0.85 0.85 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.9 29.0 29.7 43.3 32.9 32.9 43.1 21.2 16.1 46.3 30.5 33.4 Incr Delay (d2), s/veh 24.9 1.2 3.6 16.1 14.3 13.8 13.8 0.2 1.0 3.7 5.1 17.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.2 3.8 4.3 4.6 11.6 12.1 4.6 1.5 3.6 0.3 6.9 10.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 68.8 30.2 33.4 59.4 47.3 46.7 56.9 21.4 17.1 50.0 35.7 51.3 LnGrp LOS E C C E D D E C B D D D
Approach Vol, veh/h 714 1221 762 691
Approach Delay, s/veh 38.0 50.2 35.1 44.4
Approach LOS DDDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 15.6 34.4 15.9 34.1 14.0 36.0 8.2 41.8 Change Period (Y+Rc), s * 4.2 6.3 * 4.2 * 5.1 * 4.2 * 6.3 * 4.2 5.1 Max Green Setting (Gmax), s * 11 28.2 * 12 * 29 * 9.8 * 31 * 4 36.6 Max Q Clear Time (g_c+I1), s 11.1 12.9 11.2 25.1 9.1 25.4 2.5 12.1 Green Ext Time (p_c), s 0.0 3.9 0.0 2.0 0.0 2.9 0.0 3.1 Intersection Summary
HCM 6th Ctrl Delay 43.1
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Ex + C AM
2: Park Center Dr & Mast Blvd 02/15/2024
Santee Community Center Synchro 11 Report
3-22-3519 Page 2
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 553 54 131 646 29 78
Future Volume (veh/h) 553 54 131 646 29 78
Initial Q (Qb), veh 0 00000
Ped-Bike Adj(A_pbT) 0.96 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 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 683 67 166 818 71 190
Peak Hour Factor 0.81 0.81 0.79 0.79 0.41 0.41
Percent Heavy Veh, % 3 33333
Cap, veh/h 1126 110 222 2010 302 269
Arrive On Green 0.35 0.35 0.13 0.57 0.17 0.17
Sat Flow, veh/h 3320 316 1767 3618 1767 1572
Grp Volume(v), veh/h 373 377 166 818 71 190
Grp Sat Flow(s),veh/h/ln1763 1781 1767 1763 1767 1572
Q Serve(g_s), s 7.7 7.7 4.0 5.7 1.5 5.0
Cycle Q Clear(g_c), s 7.7 7.7 4.0 5.7 1.5 5.0
Prop In Lane 0.18 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 615 621 222 2010 302 269
V/C Ratio(X) 0.61 0.61 0.75 0.41 0.24 0.71
Avail Cap(c_a), veh/h 1831 1850 996 6065 1361 1211
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 11.8 11.8 18.6 5.3 15.8 17.2
Incr Delay (d2), s/veh 1.0 1.0 4.9 0.1 0.4 3.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln2.3 2.4 1.6 1.1 0.6 1.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 12.8 12.8 23.5 5.4 16.2 20.6
LnGrp LOS B B C A B C
Approach Vol, veh/h 750 984 261
Approach Delay, s/veh 12.8 8.5 19.4
Approach LOS B A B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s9.7 21.6 31.4 12.6
Change Period (Y+Rc), s* 4.2 6.3 * 6.3 5.1
Max Green Setting (Gmax), s * 25 45.7 * 76 33.9
Max Q Clear Time (g_c+I1), s 6.0 9.7 7.7 7.0
Green Ext Time (p_c), s 0.4 4.9 6.5 0.8
Intersection Summary
HCM 6th Ctrl Delay 11.5
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Ex + C AM
3: Magnolia Ave & Mast Blvd 02/15/2024
Santee Community Center Synchro 11 Report
3-22-3519 Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 231 105 195 133 243 26 343 560 58 33 573 286 Future Volume (veh/h) 231 105 195 133 243 26 343 560 58 33 573 286 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.94 1.00 0.95 1.00 0.97 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1930 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 282 128 238 208 380 41 451 737 76 36 630 314 Peak Hour Factor 0.82 0.82 0.82 0.64 0.64 0.64 0.76 0.76 0.76 0.91 0.91 0.91 Percent Heavy Veh, % 3 33333333333
Cap, veh/h 441 782 328 296 903 381 624 1224 126 106 938 401 Arrive On Green 0.13 0.22 0.22 0.17 0.26 0.26 0.18 0.38 0.38 0.06 0.27 0.27 Sat Flow, veh/h 3428 3526 1476 1767 3526 1487 3565 3214 331 1767 3526 1508 Grp Volume(v), veh/h 282 128 238 208 380 41 451 404 409 36 630 314 Grp Sat Flow(s),veh/h/ln1714 1763 1476 1767 1763 1487 1783 1763 1783 1767 1763 1508 Q Serve(g_s), s 9.1 3.4 17.4 12.9 10.5 2.5 13.9 21.5 21.5 2.3 18.6 22.5 Cycle Q Clear(g_c), s 9.1 3.4 17.4 12.9 10.5 2.5 13.9 21.5 21.5 2.3 18.6 22.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.19 1.00 1.00
Lane Grp Cap(c), veh/h 441 782 328 296 903 381 624 671 679 106 938 401 V/C Ratio(X) 0.64 0.16 0.73 0.70 0.42 0.11 0.72 0.60 0.60 0.34 0.67 0.78 Avail Cap(c_a), veh/h 441 886 371 296 1007 425 624 671 679 106 938 401 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 48.2 36.6 42.1 45.8 36.1 33.2 45.4 29.0 29.0 52.6 38.2 39.7 Incr Delay (d2), s/veh 6.9 0.1 6.1 13.2 0.3 0.1 7.1 4.0 3.9 8.5 3.8 14.1 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/ln4.2 1.5 6.8 6.7 4.5 0.9 6.6 9.5 9.6 1.2 8.3 9.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 55.1 36.7 48.2 59.0 36.5 33.3 52.5 32.9 32.9 61.0 42.1 53.8 LnGrp LOS E D D E DCDCCEDD
Approach Vol, veh/h 648 629 1264 980
Approach Delay, s/veh 48.9 43.7 39.9 46.5
Approach LOS DDDD
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s24.0 31.4 24.9 36.3 20.0 35.4 11.5 49.7 Change Period (Y+Rc), s 4.5 5.5 4.5 5.3 5.0 5.5 4.5 5.3 Max Green Setting (Gmax), s 19.5 29.3 20.4 31.0 15.0 33.3 7.0 44.4 Max Q Clear Time (g_c+I1), s 14.9 19.4 15.9 24.5 11.1 12.5 4.3 23.5 Green Ext Time (p_c), s 0.2 1.1 0.7 2.8 0.3 2.5 0.0 4.8 Intersection Summary
HCM 6th Ctrl Delay 44.1
HCM 6th LOS D
HCM 6th Signalized Intersection Summary Ex + C AM
4: Cuyamaca St & Riverwalk Dr 02/15/2024
Santee Community Center Synchro 11 Report
3-22-3519 Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1 2 77 2 50 148 541 69 82 738 3 Future Volume (veh/h) 0 1 2 77 2 50 148 541 69 82 738 3 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.96 1.00 0.96 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 0 3 5 107 3 69 187 685 87 108 971 4 Peak Hour Factor 0.38 0.38 0.38 0.72 0.72 0.72 0.79 0.79 0.79 0.76 0.76 0.76 Percent Heavy Veh, % 3 33333333333
Cap, veh/h 100 34 57 284 10 234 229 1278 162 138 1286 5 Arrive On Green 0.00 0.06 0.06 0.16 0.16 0.16 0.13 0.41 0.41 0.08 0.36 0.36 Sat Flow, veh/h 1767 605 1009 1767 63 1453 1767 3130 397 1767 3600 15 Grp Volume(v), veh/h 0 0 8 107 0 72 187 385 387 108 475 500 Grp Sat Flow(s),veh/h/ln1767 0 1614 1767 0 1516 1767 1763 1764 1767 1763 1852 Q Serve(g_s), s 0.0 0.0 0.3 3.8 0.0 3.0 7.3 11.7 11.7 4.2 16.8 16.8 Cycle Q Clear(g_c), s 0.0 0.0 0.3 3.8 0.0 3.0 7.3 11.7 11.7 4.2 16.8 16.8 Prop In Lane 1.00 0.63 1.00 0.96 1.00 0.23 1.00 0.01
Lane Grp Cap(c), veh/h 100 0 91 284 0 244 229 720 720 138 630 662 V/C Ratio(X) 0.00 0.00 0.09 0.38 0.00 0.30 0.82 0.54 0.54 0.78 0.76 0.76 Avail Cap(c_a), veh/h 701 0 640 676 0 580 346 822 822 280 759 798 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 31.6 26.5 0.0 26.1 29.9 15.8 15.8 31.9 20.0 20.0 Incr Delay (d2), s/veh 0.0 0.0 0.6 1.1 0.0 0.9 5.2 0.9 0.9 3.6 4.3 4.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 0.0 0.1 1.7 0.0 1.1 3.2 4.4 4.4 1.9 6.9 7.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 0.0 32.2 27.5 0.0 26.9 35.1 16.7 16.7 35.5 24.3 24.1 LnGrp LOS A A C C A C D B B D C C
Approach Vol, veh/h 8 179 959 1083
Approach Delay, s/veh 32.2 27.3 20.3 25.3
Approach LOS CCCC
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s9.7 33.9 10.3 13.3 30.3 16.6
Change Period (Y+Rc), s* 4.2 5.1 6.3 * 4.2 * 5.1 5.3
Max Green Setting (Gmax), s * 11 32.9 28.0 * 14 * 30 27.0 Max Q Clear Time (g_c+I1), s 6.2 13.7 2.3 9.3 18.8 5.8
Green Ext Time (p_c), s 0.0 6.4 0.0 0.1 6.5 0.9
Intersection Summary
HCM 6th Ctrl Delay 23.3
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th AWSC Ex + C AM
5: Riverwalk Dr & Verde Vista Ln 02/15/2024
Santee Community Center Synchro 11 Report
3-22-3519 Page 5
Intersection
Intersection Delay, s/veh 9.9
Intersection LOS A
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 22 146 172 2 5 37
Future Vol, veh/h 22 146 172 2 5 37
Peak Hour Factor 0.51 0.51 0.64 0.64 0.62 0.62
Heavy Vehicles, % 3 33333
Mvmt Flow 43 286 269 3 8 60
Number of Lanes 0 11010
Approach EB WB SB
Opposing Approach WB EB
Opposing Lanes 1 1 0
Conflicting Approach Left SB WB
Conflicting Lanes Left 1 0 1
Conflicting Approach Right SB EB
Conflicting Lanes Right 0 1 1
HCM Control Delay 10.4 9.7 8.3

HCM LOS B A A

Lane EBLn1WBLn1 SBLn1
Vol Left, % 13% 0% 12%
Vol Thru, % 87% 99% 0%
Vol Right, % 0% 1% 88%
Sign Control Stop Stop Stop
Traffic Vol by Lane 168 174 42
LT Vol 22 0 5
Through Vol 146 172 0
RT Vol 0 2 37
Lane Flow Rate 329 272 68
Geometry Grp 1 1 1
Degree of Util (X) 0.405 0.336 0.09
Departure Headway (Hd) 4.426 4.452 4.76
Convergence, Y/N Yes Yes Yes
Cap 814 807 752
Service Time 2.448 2.474 2.795
HCM Lane V/C Ratio 0.404 0.337 0.09
HCM Control Delay 10.4 9.7 8.3
HCM Lane LOS B A A
HCM 95th-tile Q 2 1.5 0.3
HCM 6th AWSC Ex + C AM
6: Canopy Park Ln & Riverwalk Dr 02/15/2024
Santee Community Center Synchro 11 Report
3-22-3519 Page 6
Intersection
Intersection Delay, s/veh 9.6
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 9 83 45 35 126 11 14 0 6 13 1 31
Future Vol, veh/h 9 83 45 35 126 11 14 0 6 13 1 31
Peak Hour Factor 0.50 0.50 0.50 0.57 0.57 0.57 0.85 0.85 0.85 0.80 0.80 0.80 Heavy Vehicles, % 3 33333333333
Mvmt Flow 18 166 90 61 221 19 16 0 7 16 1 39
Number of Lanes 0 10010011010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 2 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 1 1 1
HCM Control Delay 9.4 10.1 8.9 8.5

HCM LOS A B A A

Lane NBLn1 NBLn2 EBLn1WBLn1 SBLn1
Vol Left, % 100% 0% 7% 20% 29%
Vol Thru, % 0% 0% 61% 73% 2%
Vol Right, % 0% 100% 33% 6% 69%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 14 6 137 172 45
LT Vol 14 0 9 35 13
Through Vol 0 0 83 126 1
RT Vol 0 6 45 11 31
Lane Flow Rate 16 7 274 302 56
Geometry Grp 77225
Degree of Util (X) 0.029 0.01 0.327 0.373 0.078
Departure Headway (Hd) 6.388 5.173 4.299 4.445 4.993
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 560 690 836 812 716
Service Time 4.137 2.921 2.322 2.468 3.037
HCM Lane V/C Ratio 0.029 0.01 0.328 0.372 0.078
HCM Control Delay 9.3 8 9.4 10.1 8.5
HCM Lane LOS AAABA
HCM 95th-tile Q 0.1 0 1.4 1.7 0.3
HCM 6th AWSC Ex + C AM
7: Park Center Dr & Riverwalk Dr 02/15/2024
Santee Community Center Synchro 11 Report
3-22-3519 Page 7
Intersection
Intersection Delay, s/veh 10
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 90 13 11 1 26 12 4 4 0 14 10 140
Future Vol, veh/h 90 13 11 1 26 12 4 4 0 14 10 140
Peak Hour Factor 0.40 0.40 0.40 0.31 0.31 0.31 0.38 0.38 0.38 0.62 0.62 0.62 Heavy Vehicles, % 3 33333333333
Mvmt Flow 225 33 28 3 84 39 11 11 0 23 16 226
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 11 8.8 8.6 9.7

HCM LOS B A A A

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 50% 79% 3% 9%
Vol Thru, % 50% 11% 67% 6%
Vol Right, % 0% 10% 31% 85%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 8 114 39 164
LT Vol 4 90 1 14
Through Vol 4 13 26 10
RT Vol 0 11 12 140
Lane Flow Rate 21 285 126 265
Geometry Grp 1111
Degree of Util (X) 0.031 0.385 0.167 0.329
Departure Headway (Hd) 5.384 4.858 4.784 4.473
Convergence, Y/N Yes Yes Yes Yes
Cap 659 735 744 799
Service Time 3.464 2.918 2.854 2.524
HCM Lane V/C Ratio 0.032 0.388 0.169 0.332
HCM Control Delay 8.6 11 8.8 9.7
HCM Lane LOS ABAA
HCM 95th-tile Q 0.1 1.8 0.6 1.4
HCM 6th Signalized Intersection Summary Ex + C PM
1: Cuyamaca St & Mast Blvd 02/15/2024
Santee Community Center Synchro 11 Report
3-22-3519 Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 217 577 176 260 336 17 229 301 384 15 202 129 Future Volume (veh/h) 217 577 176 260 336 17 229 301 384 15 202 129 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 238 634 193 268 346 18 241 317 404 16 215 137 Peak Hour Factor 0.91 0.91 0.91 0.97 0.97 0.97 0.95 0.95 0.95 0.94 0.94 0.94 Percent Heavy Veh, % 333333333333
Cap, veh/h 279 1044 452 439 905 47 302 1192 718 71 605 366 Arrive On Green 0.16 0.30 0.30 0.13 0.27 0.27 0.09 0.34 0.34 0.04 0.29 0.29 Sat Flow, veh/h 1767 3526 1526 3428 3404 176 3428 3526 1530 1767 2085 1261 Grp Volume(v), veh/h 238 634 193 268 178 186 241 317 404 16 180 172 Grp Sat Flow(s),veh/h/ln 1767 1763 1526 1714 1763 1817 1714 1763 1530 1767 1763 1583 Q Serve(g_s), s 13.1 15.4 10.2 7.4 8.3 8.3 6.9 6.5 19.2 0.9 8.1 8.7 Cycle Q Clear(g_c), s 13.1 15.4 10.2 7.4 8.3 8.3 6.9 6.5 19.2 0.9 8.1 8.7 Prop In Lane 1.00 1.00 1.00 0.10 1.00 1.00 1.00 0.80
Lane Grp Cap(c), veh/h 279 1044 452 439 469 483 302 1192 718 71 511 459 V/C Ratio(X) 0.85 0.61 0.43 0.61 0.38 0.38 0.80 0.27 0.56 0.23 0.35 0.37 Avail Cap(c_a), veh/h 279 1047 453 439 488 503 302 1192 718 71 511 459 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 0.97 0.97 0.97 0.51 0.51 0.51 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.0 30.2 28.4 41.2 30.0 30.0 44.7 24.1 19.4 46.5 28.1 28.3 Incr Delay (d2), s/veh 26.6 2.6 2.9 6.0 2.3 2.2 10.8 0.3 1.6 7.3 1.9 2.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.6 6.7 4.0 3.4 3.7 3.8 3.3 2.7 6.8 0.5 3.6 3.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 67.6 32.8 31.3 47.3 32.2 32.2 55.5 24.4 21.0 53.8 30.0 30.6 LnGrp LOS E CCDCCECCDCC
Approach Vol, veh/h 1065 632 962 368
Approach Delay, s/veh 40.3 38.6 30.8 31.3
Approach LOS DDCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 17.0 35.9 13.0 34.1 20.0 32.9 8.2 38.9 Change Period (Y+Rc), s * 4.2 6.3 * 4.2 * 5.1 * 4.2 * 6.3 * 4.2 5.1 Max Green Setting (Gmax), s * 13 29.7 * 8.8 * 29 * 16 * 28 * 4 33.7 Max Q Clear Time (g_c+I1), s 9.4 17.4 8.9 10.7 15.1 10.3 2.9 21.2 Green Ext Time (p_c), s 0.2 5.2 0.0 2.9 0.0 2.3 0.0 4.1 Intersection Summary
HCM 6th Ctrl Delay 35.8
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Ex + C PM
2: Park Center Dr & Mast Blvd 02/15/2024
Santee Community Center Synchro 11 Report
3-22-3519 Page 2
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 958 31 97 657 30 95
Future Volume (veh/h) 958 31 97 657 30 95
Initial Q (Qb), veh 0 00000
Ped-Bike Adj(A_pbT) 0.96 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 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 988 32 104 706 42 134
Peak Hour Factor 0.97 0.97 0.93 0.93 0.71 0.71
Percent Heavy Veh, % 3 33333
Cap, veh/h 1525 49 136 2145 244 217
Arrive On Green 0.44 0.44 0.08 0.61 0.14 0.14
Sat Flow, veh/h 3573 113 1767 3618 1767 1572
Grp Volume(v), veh/h 500 520 104 706 42 134
Grp Sat Flow(s),veh/h/ln1763 1830 1767 1763 1767 1572
Q Serve(g_s), s 10.0 10.0 2.6 4.4 0.9 3.6
Cycle Q Clear(g_c), s 10.0 10.0 2.6 4.4 0.9 3.6
Prop In Lane 0.06 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 772 802 136 2145 244 217
V/C Ratio(X) 0.65 0.65 0.76 0.33 0.17 0.62
Avail Cap(c_a), veh/h 2181 2264 659 6085 1252 1114
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 9.9 9.9 20.4 4.3 17.1 18.3
Incr Delay (d2), s/veh 0.9 0.9 8.6 0.1 0.3 2.8
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln2.8 2.9 1.2 0.7 0.4 1.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 10.8 10.8 28.9 4.4 17.5 21.1
LnGrp LOS B B C A B C
Approach Vol, veh/h 1020 810 176
Approach Delay, s/veh 10.8 7.6 20.2
Approach LOS B A C
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s7.7 26.0 33.7 11.3
Change Period (Y+Rc), s* 4.2 6.3 * 6.3 5.1
Max Green Setting (Gmax), s * 17 55.7 * 78 31.9
Max Q Clear Time (g_c+I1), s 4.6 12.0 6.4 5.6
Green Ext Time (p_c), s 0.2 7.5 5.3 0.5
Intersection Summary
HCM 6th Ctrl Delay 10.3
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Ex + C PM
3: Magnolia Ave & Mast Blvd 02/15/2024
Santee Community Center Synchro 11 Report
3-22-3519 Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 350 269 229 91 146 35 291 505 143 61 440 219 Future Volume (veh/h) 350 269 229 91 146 35 291 505 143 61 440 219 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.95 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1930 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 372 286 244 103 166 40 327 567 161 64 463 231 Peak Hour Factor 0.94 0.94 0.94 0.88 0.88 0.88 0.89 0.89 0.89 0.95 0.95 0.95 Percent Heavy Veh, % 3 33333333333
Cap, veh/h 634 764 328 215 523 223 573 1012 286 165 1088 469 Arrive On Green 0.18 0.22 0.22 0.12 0.15 0.15 0.16 0.38 0.38 0.09 0.31 0.31 Sat Flow, veh/h 3428 3526 1517 1767 3526 1500 3565 2693 762 1767 3526 1522 Grp Volume(v), veh/h 372 286 244 103 166 40 327 370 358 64 463 231 Grp Sat Flow(s),veh/h/ln1714 1763 1517 1767 1763 1500 1783 1763 1692 1767 1763 1522 Q Serve(g_s), s 10.2 7.1 15.4 5.6 4.3 2.4 8.7 17.1 17.2 3.5 10.7 12.7 Cycle Q Clear(g_c), s 10.2 7.1 15.4 5.6 4.3 2.4 8.7 17.1 17.2 3.5 10.7 12.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.45 1.00 1.00
Lane Grp Cap(c), veh/h 634 764 328 215 523 223 573 662 636 165 1088 469 V/C Ratio(X) 0.59 0.37 0.74 0.48 0.32 0.18 0.57 0.56 0.56 0.39 0.43 0.49 Avail Cap(c_a), veh/h 634 1355 583 215 1115 474 573 662 636 165 1088 469 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 38.3 34.3 37.6 42.1 39.1 38.3 39.9 25.4 25.4 43.8 28.3 29.0 Incr Delay (d2), s/veh 3.9 0.3 3.3 7.5 0.3 0.4 4.1 3.4 3.6 6.7 1.2 3.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.5 3.0 5.8 2.8 1.8 0.9 4.0 7.4 7.2 1.8 4.6 4.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 42.2 34.6 40.9 49.6 39.4 38.7 44.0 28.7 29.0 50.5 29.5 32.6 LnGrp LOS D CDDDDDCCDCC
Approach Vol, veh/h 902 309 1055 758
Approach Delay, s/veh 39.5 42.7 33.5 32.2
Approach LOS DDCC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s17.0 27.8 21.0 37.0 24.0 20.8 14.1 43.9 Change Period (Y+Rc), s 4.5 5.5 4.5 5.3 5.0 5.5 4.5 5.3 Max Green Setting (Gmax), s 12.5 39.5 16.5 31.7 19.0 32.5 9.6 38.6 Max Q Clear Time (g_c+I1), s 7.6 17.4 10.7 14.7 12.2 6.3 5.5 19.2 Green Ext Time (p_c), s 0.1 2.5 0.6 3.4 0.8 1.1 0.0 4.2 Intersection Summary
HCM 6th Ctrl Delay 35.9
HCM 6th LOS D
HCM 6th Signalized Intersection Summary Ex + C PM
4: Cuyamaca St & Riverwalk Dr 02/15/2024
Santee Community Center Synchro 11 Report
3-22-3519 Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 14 1 8 107 1 66 18 961 125 81 728 2 Future Volume (veh/h) 14 1 8 107 1 66 18 961 125 81 728 2 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.95 1.00 0.96 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 19 1 11 147 1 90 20 1092 142 86 774 2 Peak Hour Factor 0.72 0.72 0.72 0.73 0.73 0.73 0.88 0.88 0.88 0.94 0.94 0.94 Percent Heavy Veh, % 3 33333333333
Cap, veh/h 165 12 130 265 2 223 32 1332 173 110 1700 4
Arrive On Green 0.09 0.09 0.09 0.15 0.15 0.15 0.02 0.43 0.43 0.06 0.47 0.47 Sat Flow, veh/h 1767 126 1390 1767 17 1487 1767 3119 405 1767 3607 9 Grp Volume(v), veh/h 19 0 12 147 0 91 20 616 618 86 378 398 Grp Sat Flow(s),veh/h/ln1767 0 1516 1767 0 1503 1767 1763 1760 1767 1763 1853 Q Serve(g_s), s 0.8 0.0 0.6 6.0 0.0 4.3 0.9 24.1 24.2 3.8 11.3 11.3 Cycle Q Clear(g_c), s 0.8 0.0 0.6 6.0 0.0 4.3 0.9 24.1 24.2 3.8 11.3 11.3 Prop In Lane 1.00 0.92 1.00 0.99 1.00 0.23 1.00 0.01
Lane Grp Cap(c), veh/h 165 0 142 265 0 225 32 753 752 110 831 874 V/C Ratio(X) 0.11 0.00 0.08 0.55 0.00 0.40 0.63 0.82 0.82 0.78 0.46 0.46 Avail Cap(c_a), veh/h 632 0 542 612 0 521 131 833 832 158 863 907 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.5 0.0 32.4 30.8 0.0 30.1 38.2 19.7 19.8 36.2 13.9 13.9 Incr Delay (d2), s/veh 0.4 0.0 0.4 2.3 0.0 1.5 7.3 6.4 6.6 8.7 0.6 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.3 0.0 0.2 2.7 0.0 1.6 0.4 10.2 10.3 1.8 4.2 4.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.9 0.0 32.8 33.2 0.0 31.6 45.5 26.1 26.3 44.8 14.5 14.5 LnGrp LOS C A C C A CDCCDBB
Approach Vol, veh/h 31 238 1254 862
Approach Delay, s/veh 32.9 32.6 26.5 17.5
Approach LOS C C C B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s9.1 38.5 13.6 5.6 42.0 17.0
Change Period (Y+Rc), s* 4.2 5.1 6.3 * 4.2 * 5.1 5.3
Max Green Setting (Gmax), s * 7 37.0 28.0 * 5.8 * 38 27.1 Max Q Clear Time (g_c+I1), s 5.8 26.2 2.8 2.9 13.3 8.0
Green Ext Time (p_c), s 0.0 7.2 0.1 0.0 7.8 1.2
Intersection Summary
HCM 6th Ctrl Delay 24.0
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th AWSC Ex + C PM
5: Riverwalk Dr & Verde Vista Ln 02/15/2024
Santee Community Center Synchro 11 Report
3-22-3519 Page 5
Intersection
Intersection Delay, s/veh 8.9
Intersection LOS A
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 46 174 140 5 5 21
Future Vol, veh/h 46 174 140 5 5 21
Peak Hour Factor 0.79 0.79 0.79 0.79 0.81 0.81
Heavy Vehicles, % 3 33333
Mvmt Flow 58 220 177 6 6 26
Number of Lanes 0 11010
Approach EB WB SB
Opposing Approach WB EB
Opposing Lanes 1 1 0
Conflicting Approach Left SB WB
Conflicting Lanes Left 1 0 1
Conflicting Approach Right SB EB
Conflicting Lanes Right 0 1 1
HCM Control Delay 9.3 8.4 7.7

HCM LOS A A A

Lane EBLn1WBLn1 SBLn1
Vol Left, % 21% 0% 19%
Vol Thru, % 79% 97% 0%
Vol Right, % 0% 3% 81%
Sign Control Stop Stop Stop
Traffic Vol by Lane 220 145 26
LT Vol 46 0 5
Through Vol 174 140 0
RT Vol 0 5 21
Lane Flow Rate 278 184 32
Geometry Grp 1 1 1
Degree of Util (X) 0.324 0.214 0.04
Departure Headway (Hd) 4.188 4.197 4.505
Convergence, Y/N Yes Yes Yes
Cap 849 842 800
Service Time 2.254 2.285 2.505
HCM Lane V/C Ratio 0.327 0.219 0.04
HCM Control Delay 9.3 8.4 7.7
HCM Lane LOS A A A
HCM 95th-tile Q 1.4 0.8 0.1
HCM 6th AWSC Ex + C PM
6: Canopy Park Ln & Riverwalk Dr 02/15/2024
Santee Community Center Synchro 11 Report
3-22-3519 Page 6
Intersection
Intersection Delay, s/veh 8.8
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 21 84 77 28 70 14 62 1 18 14 1 13
Future Vol, veh/h 21 84 77 28 70 14 62 1 18 14 1 13
Peak Hour Factor 0.87 0.87 0.87 0.80 0.80 0.80 0.68 0.68 0.68 0.70 0.70 0.70 Heavy Vehicles, % 3 33333333333
Mvmt Flow 24 97 89 35 88 18 91 1 26 20 1 19
Number of Lanes 0 10010011010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 2 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 1 1 1
HCM Control Delay 8.8 8.6 9.2 8.2

HCM LOS A A A A

Lane NBLn1 NBLn2 EBLn1WBLn1 SBLn1
Vol Left, % 98% 0% 12% 25% 50%
Vol Thru, % 2% 0% 46% 62% 4%
Vol Right, % 0% 100% 42% 12% 46%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 63 18 182 112 28
LT Vol 62 0 21 28 14
Through Vol 1 0 84 70 1
RT Vol 0 18 77 14 13
Lane Flow Rate 93 26 209 140 40
Geometry Grp 77225
Degree of Util (X) 0.151 0.034 0.25 0.178 0.054
Departure Headway (Hd) 5.866 4.665 4.31 4.581 4.83
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 611 766 835 783 739
Service Time 3.606 2.405 2.334 2.61 2.875
HCM Lane V/C Ratio 0.152 0.034 0.25 0.179 0.054
HCM Control Delay 9.7 7.6 8.8 8.6 8.2
HCM Lane LOS AAAAA
HCM 95th-tile Q 0.5 0.1 1 0.6 0.2
HCM 6th AWSC Ex + C PM
7: Park Center Dr & Riverwalk Dr 02/15/2024
Santee Community Center Synchro 11 Report
3-22-3519 Page 7
Intersection
Intersection Delay, s/veh 8.3
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 88 4 18 1 12 16 16 23 0 5 26 104
Future Vol, veh/h 88 4 18 1 12 16 16 23 0 5 26 104
Peak Hour Factor 0.72 0.72 0.72 0.40 0.40 0.40 0.62 0.62 0.62 0.75 0.75 0.75 Heavy Vehicles, % 3 33333333333
Mvmt Flow 122 6 25 3 30 40 26 37 0 7 35 139
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 8.8 7.8 8.2 8.2

HCM LOS A A A A

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 41% 80% 3% 4%
Vol Thru, % 59% 4% 41% 19%
Vol Right, % 0% 16% 55% 77%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 39 110 29 135
LT Vol 16 88 1 5
Through Vol 23 4 12 26
RT Vol 0 18 16 104
Lane Flow Rate 63 153 72 180
Geometry Grp 1111
Degree of Util (X) 0.083 0.196 0.087 0.205
Departure Headway (Hd) 4.753 4.627 4.342 4.099
Convergence, Y/N Yes Yes Yes Yes
Cap 755 776 825 877
Service Time 2.776 2.651 2.369 2.117
HCM Lane V/C Ratio 0.083 0.197 0.087 0.205
HCM Control Delay 8.2 8.8 7.8 8.2
HCM Lane LOS AAAA
HCM 95th-tile Q 0.3 0.7 0.3 0.8
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3519 Santee Community Center
N:\3519\Report\LTA Appendix.3519.doc

APPENDIX G
EXISTING + CUMULATIVE PROJECTS + PROJECT

INTERSECTION ANALYSIS WORKSHEETS
HCM 6th Signalized Intersection Summary Ex + C + P AM
1: Cuyamaca St & Mast Blvd 02/15/2024
Santee Community Center Synchro 11 Report
3-22-3519 Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 110 327 183 268 748 10 246 141 185 8 285 345 Future Volume (veh/h) 110 327 183 268 748 10 246 141 185 8 285 345 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 129 385 215 319 890 12 332 191 250 9 310 375 Peak Hour Factor 0.85 0.85 0.85 0.84 0.84 0.84 0.74 0.74 0.74 0.92 0.92 0.92 Percent Heavy Veh, % 333333333333
Cap, veh/h 173 991 429 391 1057 14 401 1294 741 71 511 442 Arrive On Green 0.10 0.28 0.28 0.11 0.30 0.30 0.12 0.37 0.37 0.04 0.29 0.29 Sat Flow, veh/h 1767 3526 1525 3428 3560 48 3428 3526 1532 1767 1763 1526 Grp Volume(v), veh/h 129 385 215 319 441 461 332 191 250 9 310 375 Grp Sat Flow(s),veh/h/ln 1767 1763 1525 1714 1763 1845 1714 1763 1532 1767 1763 1526 Q Serve(g_s), s 7.1 8.8 11.8 9.1 23.4 23.4 9.5 3.6 10.1 0.5 15.2 23.1 Cycle Q Clear(g_c), s 7.1 8.8 11.8 9.1 23.4 23.4 9.5 3.6 10.1 0.5 15.2 23.1 Prop In Lane 1.00 1.00 1.00 0.03 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 173 991 429 391 524 548 401 1294 741 71 511 442 V/C Ratio(X) 0.74 0.39 0.50 0.82 0.84 0.84 0.83 0.15 0.34 0.13 0.61 0.85 Avail Cap(c_a), veh/h 173 994 430 391 543 568 401 1294 741 71 511 442 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 0.94 0.94 0.94 0.82 0.82 0.82 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.9 29.0 30.1 43.3 32.9 32.9 43.2 21.2 16.1 46.3 30.6 33.4 Incr Delay (d2), s/veh 24.9 1.2 4.2 16.1 14.3 13.8 14.8 0.2 1.0 3.7 5.3 17.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.2 3.8 4.7 4.6 11.6 12.1 4.8 1.5 3.6 0.3 7.0 10.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 68.8 30.2 34.2 59.4 47.3 46.7 58.0 21.4 17.1 50.0 35.9 51.3 LnGrp LOS E C C E D D E C B D D D
Approach Vol, veh/h 729 1221 773 694
Approach Delay, s/veh 38.2 50.2 35.7 44.4
Approach LOS DDDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 15.6 34.4 15.9 34.1 14.0 36.0 8.2 41.8 Change Period (Y+Rc), s * 4.2 6.3 * 4.2 * 5.1 * 4.2 * 6.3 * 4.2 5.1 Max Green Setting (Gmax), s * 11 28.2 * 12 * 29 * 9.8 * 31 * 4 36.6 Max Q Clear Time (g_c+I1), s 11.1 13.8 11.5 25.1 9.1 25.4 2.5 12.1 Green Ext Time (p_c), s 0.0 3.9 0.0 2.0 0.0 2.9 0.0 3.1 Intersection Summary
HCM 6th Ctrl Delay 43.2
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Ex + C + P AM
2: Park Center Dr & Mast Blvd 02/15/2024
Santee Community Center Synchro 11 Report
3-22-3519 Page 2
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 553 56 153 646 30 90
Future Volume (veh/h) 553 56 153 646 30 90
Initial Q (Qb), veh 0 00000
Ped-Bike Adj(A_pbT) 0.95 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 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 683 69 194 818 73 220
Peak Hour Factor 0.81 0.81 0.79 0.79 0.41 0.41
Percent Heavy Veh, % 3 33333
Cap, veh/h 1088 110 256 2014 335 298
Arrive On Green 0.34 0.34 0.15 0.57 0.19 0.19
Sat Flow, veh/h 3310 325 1767 3618 1767 1572
Grp Volume(v), veh/h 374 378 194 818 73 220
Grp Sat Flow(s),veh/h/ln1763 1779 1767 1763 1767 1572
Q Serve(g_s), s 8.5 8.5 5.0 6.2 1.7 6.3
Cycle Q Clear(g_c), s 8.5 8.5 5.0 6.2 1.7 6.3
Prop In Lane 0.18 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 596 602 256 2014 335 298
V/C Ratio(X) 0.63 0.63 0.76 0.41 0.22 0.74
Avail Cap(c_a), veh/h 1690 1705 919 5598 1257 1118
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 13.3 13.3 19.6 5.7 16.3 18.2
Incr Delay (d2), s/veh 1.1 1.1 4.5 0.1 0.3 3.6
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln2.8 2.8 2.1 1.3 0.6 2.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 14.3 14.3 24.1 5.8 16.7 21.8
LnGrp LOS B B C A B C
Approach Vol, veh/h 752 1012 293
Approach Delay, s/veh 14.3 9.3 20.5
Approach LOS B A C
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s11.1 22.4 33.5 14.1
Change Period (Y+Rc), s* 4.2 6.3 * 6.3 5.1
Max Green Setting (Gmax), s * 25 45.7 * 76 33.9
Max Q Clear Time (g_c+I1), s 7.0 10.5 8.2 8.3
Green Ext Time (p_c), s 0.5 4.9 6.5 0.9
Intersection Summary
HCM 6th Ctrl Delay 12.8
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Ex + C + P AM
3: Magnolia Ave & Mast Blvd 02/15/2024
Santee Community Center Synchro 11 Report
3-22-3519 Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 233 107 203 133 246 26 359 560 58 33 573 289 Future Volume (veh/h) 233 107 203 133 246 26 359 560 58 33 573 289 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.94 1.00 0.95 1.00 0.97 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1930 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 284 130 248 208 384 41 472 737 76 36 630 318 Peak Hour Factor 0.82 0.82 0.82 0.64 0.64 0.64 0.76 0.76 0.76 0.91 0.91 0.91 Percent Heavy Veh, % 3 33333333333
Cap, veh/h 440 790 331 295 911 384 622 1221 126 106 935 400 Arrive On Green 0.13 0.22 0.22 0.17 0.26 0.26 0.17 0.38 0.38 0.06 0.27 0.27 Sat Flow, veh/h 3428 3526 1477 1767 3526 1487 3565 3214 331 1767 3526 1508 Grp Volume(v), veh/h 284 130 248 208 384 41 472 404 409 36 630 318 Grp Sat Flow(s),veh/h/ln1714 1763 1477 1767 1763 1487 1783 1763 1783 1767 1763 1508 Q Serve(g_s), s 9.2 3.5 18.3 13.0 10.6 2.5 14.7 21.6 21.6 2.3 18.7 23.0 Cycle Q Clear(g_c), s 9.2 3.5 18.3 13.0 10.6 2.5 14.7 21.6 21.6 2.3 18.7 23.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.19 1.00 1.00
Lane Grp Cap(c), veh/h 440 790 331 295 911 384 622 670 677 106 935 400 V/C Ratio(X) 0.65 0.16 0.75 0.71 0.42 0.11 0.76 0.60 0.60 0.34 0.67 0.80 Avail Cap(c_a), veh/h 440 884 370 295 1004 424 622 670 677 106 935 400 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 48.4 36.5 42.3 46.0 36.1 33.1 45.9 29.2 29.2 52.7 38.4 40.0 Incr Delay (d2), s/veh 7.1 0.1 7.4 13.3 0.3 0.1 8.4 4.0 4.0 8.5 3.9 15.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.3 1.5 7.2 6.7 4.6 0.9 7.1 9.5 9.7 1.2 8.4 9.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 55.5 36.6 49.7 59.3 36.4 33.2 54.3 33.2 33.1 61.3 42.3 55.0 LnGrp LOS E D D E DCDCCEDE
Approach Vol, veh/h 662 633 1285 984
Approach Delay, s/veh 49.6 43.7 40.9 47.1
Approach LOS DDDD
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s24.0 31.7 24.9 36.3 20.0 35.7 11.5 49.7 Change Period (Y+Rc), s 4.5 5.5 4.5 5.3 5.0 5.5 4.5 5.3 Max Green Setting (Gmax), s 19.5 29.3 20.4 31.0 15.0 33.3 7.0 44.4 Max Q Clear Time (g_c+I1), s 15.0 20.3 16.7 25.0 11.2 12.6 4.3 23.6 Green Ext Time (p_c), s 0.2 1.1 0.7 2.7 0.3 2.5 0.0 4.8 Intersection Summary
HCM 6th Ctrl Delay 44.7
HCM 6th LOS D
HCM 6th Signalized Intersection Summary Ex + C + P AM
4: Cuyamaca St & Riverwalk Dr 02/15/2024
Santee Community Center Synchro 11 Report
3-22-3519 Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1 2 89 2 58 148 541 90 98 738 3 Future Volume (veh/h) 0 1 2 89 2 58 148 541 90 98 738 3 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.96 1.00 0.96 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 0 3 5 124 3 81 187 685 114 129 971 4 Peak Hour Factor 0.38 0.38 0.38 0.72 0.72 0.72 0.79 0.79 0.79 0.76 0.76 0.76 Percent Heavy Veh, % 3 33333333333
Cap, veh/h 100 34 57 286 9 237 229 1182 197 164 1284 5
Arrive On Green 0.00 0.06 0.06 0.16 0.16 0.16 0.13 0.39 0.39 0.09 0.36 0.36 Sat Flow, veh/h 1767 605 1009 1767 54 1460 1767 3004 499 1767 3600 15 Grp Volume(v), veh/h 0 0 8 124 0 84 187 402 397 129 475 500 Grp Sat Flow(s),veh/h/ln1767 0 1614 1767 0 1514 1767 1763 1740 1767 1763 1852 Q Serve(g_s), s 0.0 0.0 0.3 4.5 0.0 3.5 7.3 12.7 12.7 5.1 16.8 16.8 Cycle Q Clear(g_c), s 0.0 0.0 0.3 4.5 0.0 3.5 7.3 12.7 12.7 5.1 16.8 16.8 Prop In Lane 1.00 0.63 1.00 0.96 1.00 0.29 1.00 0.01
Lane Grp Cap(c), veh/h 100 0 91 286 0 245 229 694 685 164 629 661 V/C Ratio(X) 0.00 0.00 0.09 0.43 0.00 0.34 0.82 0.58 0.58 0.79 0.76 0.76 Avail Cap(c_a), veh/h 699 0 639 674 0 578 345 820 809 280 757 796 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 31.7 26.7 0.0 26.3 30.0 16.8 16.9 31.4 20.0 20.0 Incr Delay (d2), s/veh 0.0 0.0 0.6 1.3 0.0 1.1 5.3 1.1 1.1 3.2 4.4 4.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 0.0 0.1 1.9 0.0 1.3 3.3 4.8 4.8 2.2 7.0 7.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 0.0 32.3 28.0 0.0 27.4 35.3 17.9 18.0 34.6 24.4 24.2 LnGrp LOS A A C C A C D B B C C C
Approach Vol, veh/h 8 208 986 1104
Approach Delay, s/veh 32.3 27.8 21.2 25.5
Approach LOS CCCC
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s10.7 33.0 10.3 13.4 30.3 16.8
Change Period (Y+Rc), s* 4.2 5.1 6.3 * 4.2 * 5.1 5.3
Max Green Setting (Gmax), s * 11 32.9 28.0 * 14 * 30 27.0 Max Q Clear Time (g_c+I1), s 7.1 14.7 2.3 9.3 18.8 6.5
Green Ext Time (p_c), s 0.1 6.5 0.0 0.1 6.4 1.1
Intersection Summary
HCM 6th Ctrl Delay 23.9
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th AWSC Ex + C + P AM
5: Riverwalk Dr & Verde Vista Ln 02/15/2024
Santee Community Center Synchro 11 Report
3-22-3519 Page 5
Intersection
Intersection Delay, s/veh 11
Intersection LOS B
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 22 183 192 2 6 37
Future Vol, veh/h 22 183 192 2 6 37
Peak Hour Factor 0.51 0.51 0.64 0.64 0.62 0.62
Heavy Vehicles, % 3 33333
Mvmt Flow 43 359 300 3 10 60
Number of Lanes 0 11010
Approach EB WB SB
Opposing Approach WB EB
Opposing Lanes 1 1 0
Conflicting Approach Left SB WB
Conflicting Lanes Left 1 0 1
Conflicting Approach Right SB EB
Conflicting Lanes Right 0 1 1
HCM Control Delay 11.9 10.4 8.6

HCM LOS B B A

Lane EBLn1WBLn1 SBLn1
Vol Left, % 11% 0% 14%
Vol Thru, % 89% 99% 0%
Vol Right, % 0% 1% 86%
Sign Control Stop Stop Stop
Traffic Vol by Lane 205 194 43
LT Vol 22 0 6
Through Vol 183 192 0
RT Vol 0 2 37
Lane Flow Rate 402 303 69
Geometry Grp 1 1 1
Degree of Util (X) 0.499 0.382 0.096
Departure Headway (Hd) 4.469 4.541 4.997
Convergence, Y/N Yes Yes Yes
Cap 808 791 714
Service Time 2.496 2.57 3.047
HCM Lane V/C Ratio 0.498 0.383 0.097
HCM Control Delay 11.9 10.4 8.6
HCM Lane LOS B B A
HCM 95th-tile Q 2.8 1.8 0.3
HCM 6th AWSC Ex + C + P AM
6: Canopy Park Ln & Riverwalk Dr 02/15/2024
Santee Community Center Synchro 11 Report
3-22-3519 Page 6
Intersection
Intersection Delay, s/veh10.8
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 9 83 83 59 126 11 34 0 19 13 2 31
Future Vol, veh/h 9 83 83 59 126 11 34 0 19 13 2 31
Peak Hour Factor 0.50 0.50 0.50 0.57 0.57 0.57 0.85 0.85 0.85 0.80 0.80 0.80 Heavy Vehicles, % 3 33333333333
Mvmt Flow 18 166 166 104 221 19 40 0 22 16 3 39
Number of Lanes 0 10010011010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 2 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 1 1 1
HCM Control Delay 10.7 11.5 9.4 8.9

HCM LOS B B A A

Lane NBLn1 NBLn2 EBLn1WBLn1 SBLn1
Vol Left, % 100% 0% 5% 30% 28%
Vol Thru, % 0% 0% 47% 64% 4%
Vol Right, % 0% 100% 47% 6% 67%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 34 19 175 196 46
LT Vol 34 0 9 59 13
Through Vol 0 0 83 126 2
RT Vol 0 19 83 11 31
Lane Flow Rate 40 22 350 344 58
Geometry Grp 77225
Degree of Util (X) 0.074 0.034 0.428 0.448 0.085
Departure Headway (Hd) 6.667 5.449 4.407 4.688 5.35
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 534 650 812 763 662
Service Time 4.456 3.237 2.454 2.738 3.441
HCM Lane V/C Ratio 0.075 0.034 0.431 0.451 0.088
HCM Control Delay 10 8.4 10.7 11.5 8.9
HCM Lane LOS AABBA
HCM 95th-tile Q 0.2 0.1 2.2 2.3 0.3
HCM 6th AWSC Ex + C + P AM
7: Park Center Dr & Riverwalk Dr 02/15/2024
Santee Community Center Synchro 11 Report
3-22-3519 Page 7
Intersection
Intersection Delay, s/veh10.8
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 103 13 11 1 26 12 4 4 0 14 10 164
Future Vol, veh/h 103 13 11 1 26 12 4 4 0 14 10 164
Peak Hour Factor 0.40 0.40 0.40 0.31 0.31 0.31 0.38 0.38 0.38 0.62 0.62 0.62 Heavy Vehicles, % 3 33333333333
Mvmt Flow 258 33 28 3 84 39 11 11 0 23 16 265
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 11.9 9.1 8.8 10.5

HCM LOS B A A B

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 50% 81% 3% 7%
Vol Thru, % 50% 10% 67% 5%
Vol Right, % 0% 9% 31% 87%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 8 127 39 188
LT Vol 4 103 1 14
Through Vol 4 13 26 10
RT Vol 0 11 12 164
Lane Flow Rate 21 318 126 303
Geometry Grp 1111
Degree of Util (X) 0.033 0.439 0.173 0.384
Departure Headway (Hd) 5.651 4.973 4.939 4.559
Convergence, Y/N Yes Yes Yes Yes
Cap 637 718 718 782
Service Time 3.651 3.049 3.029 2.623
HCM Lane V/C Ratio 0.033 0.443 0.175 0.387
HCM Control Delay 8.8 11.9 9.1 10.5
HCM Lane LOS ABAB
HCM 95th-tile Q 0.1 2.2 0.6 1.8
HCM 6th Signalized Intersection Summary Ex + C + P PM
1: Cuyamaca St & Mast Blvd 02/15/2024
Santee Community Center Synchro 11 Report
3-22-3519 Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 217 577 188 260 336 17 242 304 384 15 205 129 Future Volume (veh/h) 217 577 188 260 336 17 242 304 384 15 205 129 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 238 634 207 268 346 18 255 320 404 16 218 137 Peak Hour Factor 0.91 0.91 0.91 0.97 0.97 0.97 0.95 0.95 0.95 0.94 0.94 0.94 Percent Heavy Veh, % 333333333333
Cap, veh/h 279 1044 452 439 905 47 302 1192 718 71 608 363 Arrive On Green 0.16 0.30 0.30 0.13 0.27 0.27 0.09 0.34 0.34 0.04 0.29 0.29 Sat Flow, veh/h 1767 3526 1526 3428 3404 176 3428 3526 1530 1767 2096 1252 Grp Volume(v), veh/h 238 634 207 268 178 186 255 320 404 16 182 173 Grp Sat Flow(s),veh/h/ln 1767 1763 1526 1714 1763 1817 1714 1763 1530 1767 1763 1585 Q Serve(g_s), s 13.1 15.4 11.0 7.4 8.3 8.3 7.3 6.6 19.2 0.9 8.2 8.7 Cycle Q Clear(g_c), s 13.1 15.4 11.0 7.4 8.3 8.3 7.3 6.6 19.2 0.9 8.2 8.7 Prop In Lane 1.00 1.00 1.00 0.10 1.00 1.00 1.00 0.79
Lane Grp Cap(c), veh/h 279 1044 452 439 469 483 302 1192 718 71 511 460 V/C Ratio(X) 0.85 0.61 0.46 0.61 0.38 0.38 0.85 0.27 0.56 0.23 0.36 0.38 Avail Cap(c_a), veh/h 279 1047 453 439 488 503 302 1192 718 71 511 460 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 0.97 0.97 0.97 0.45 0.45 0.45 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.0 30.2 28.7 41.2 30.0 30.0 44.9 24.1 19.4 46.5 28.1 28.3 Incr Delay (d2), s/veh 26.6 2.6 3.3 6.0 2.3 2.2 12.4 0.2 1.4 7.3 1.9 2.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.6 6.7 4.4 3.4 3.7 3.8 3.6 2.7 6.7 0.5 3.6 3.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 67.6 32.8 32.0 47.3 32.2 32.2 57.4 24.3 20.8 53.8 30.0 30.7 LnGrp LOS E CCDCCECCDCC
Approach Vol, veh/h 1079 632 979 371
Approach Delay, s/veh 40.3 38.6 31.5 31.3
Approach LOS DDCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 17.0 35.9 13.0 34.1 20.0 32.9 8.2 38.9 Change Period (Y+Rc), s * 4.2 6.3 * 4.2 * 5.1 * 4.2 * 6.3 * 4.2 5.1 Max Green Setting (Gmax), s * 13 29.7 * 8.8 * 29 * 16 * 28 * 4 33.7 Max Q Clear Time (g_c+I1), s 9.4 17.4 9.3 10.7 15.1 10.3 2.9 21.2 Green Ext Time (p_c), s 0.2 5.2 0.0 2.9 0.0 2.3 0.0 4.1 Intersection Summary
HCM 6th Ctrl Delay 36.1
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Ex + C + P PM
2: Park Center Dr & Mast Blvd 02/15/2024
Santee Community Center Synchro 11 Report
3-22-3519 Page 2
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 958 33 117 657 32 118
Future Volume (veh/h) 958 33 117 657 32 118
Initial Q (Qb), veh 0 00000
Ped-Bike Adj(A_pbT) 0.96 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 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 988 34 126 706 45 166
Peak Hour Factor 0.97 0.97 0.93 0.93 0.71 0.71
Percent Heavy Veh, % 3 33333
Cap, veh/h 1492 51 166 2160 260 231
Arrive On Green 0.43 0.43 0.09 0.61 0.15 0.15
Sat Flow, veh/h 3564 119 1767 3618 1767 1572
Grp Volume(v), veh/h 502 520 126 706 45 166
Grp Sat Flow(s),veh/h/ln1763 1828 1767 1763 1767 1572
Q Serve(g_s), s 10.7 10.7 3.3 4.6 1.1 4.8
Cycle Q Clear(g_c), s 10.7 10.7 3.3 4.6 1.1 4.8
Prop In Lane 0.07 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 758 786 166 2160 260 231
V/C Ratio(X) 0.66 0.66 0.76 0.33 0.17 0.72
Avail Cap(c_a), veh/h 2072 2149 626 5780 1189 1058
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 10.8 10.8 20.9 4.4 17.7 19.3
Incr Delay (d2), s/veh 1.0 1.0 6.9 0.1 0.3 4.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln3.1 3.3 1.5 0.8 0.4 1.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 11.8 11.7 27.8 4.5 18.0 23.4
LnGrp LOS B B C A B C
Approach Vol, veh/h 1022 832 211
Approach Delay, s/veh 11.7 8.1 22.3
Approach LOS B A C
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s8.7 26.7 35.3 12.1
Change Period (Y+Rc), s* 4.2 6.3 * 6.3 5.1
Max Green Setting (Gmax), s * 17 55.7 * 78 31.9
Max Q Clear Time (g_c+I1), s 5.3 12.7 6.6 6.8
Green Ext Time (p_c), s 0.2 7.5 5.3 0.7
Intersection Summary
HCM 6th Ctrl Delay 11.3
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Ex + C + P PM
3: Magnolia Ave & Mast Blvd 02/15/2024
Santee Community Center Synchro 11 Report
3-22-3519 Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 353 272 246 91 149 35 305 505 143 61 440 222 Future Volume (veh/h) 353 272 246 91 149 35 305 505 143 61 440 222 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.96 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1930 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 376 289 262 103 169 40 343 567 161 64 463 234 Peak Hour Factor 0.94 0.94 0.94 0.88 0.88 0.88 0.89 0.89 0.89 0.95 0.95 0.95 Percent Heavy Veh, % 3 33333333333
Cap, veh/h 627 792 341 213 554 236 567 1001 283 163 1076 464 Arrive On Green 0.18 0.22 0.22 0.12 0.16 0.16 0.16 0.37 0.37 0.09 0.31 0.31 Sat Flow, veh/h 3428 3526 1518 1767 3526 1503 3565 2693 762 1767 3526 1521 Grp Volume(v), veh/h 376 289 262 103 169 40 343 370 358 64 463 234 Grp Sat Flow(s),veh/h/ln1714 1763 1518 1767 1763 1503 1783 1763 1692 1767 1763 1521 Q Serve(g_s), s 10.4 7.2 16.8 5.7 4.4 2.4 9.3 17.4 17.5 3.5 10.9 13.1 Cycle Q Clear(g_c), s 10.4 7.2 16.8 5.7 4.4 2.4 9.3 17.4 17.5 3.5 10.9 13.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.45 1.00 1.00
Lane Grp Cap(c), veh/h 627 792 341 213 554 236 567 655 629 163 1076 464 V/C Ratio(X) 0.60 0.36 0.77 0.48 0.30 0.17 0.61 0.57 0.57 0.39 0.43 0.50 Avail Cap(c_a), veh/h 627 1341 577 213 1104 470 567 655 629 163 1076 464 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 38.9 34.0 37.7 42.7 38.7 37.9 40.6 25.9 26.0 44.4 28.8 29.6 Incr Delay (d2), s/veh 4.2 0.3 3.7 7.7 0.3 0.3 4.7 3.5 3.7 6.9 1.3 3.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.6 3.0 6.4 2.9 1.9 0.9 4.3 7.6 7.3 1.8 4.6 5.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 43.1 34.3 41.4 50.3 39.0 38.2 45.4 29.4 29.7 51.3 30.1 33.5 LnGrp LOS D CDDDDDCCDCC
Approach Vol, veh/h 927 312 1071 761
Approach Delay, s/veh 39.9 42.7 34.6 32.9
Approach LOS DDCC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s17.0 28.8 21.0 37.0 24.0 21.8 14.1 43.9 Change Period (Y+Rc), s 4.5 5.5 4.5 5.3 5.0 5.5 4.5 5.3 Max Green Setting (Gmax), s 12.5 39.5 16.5 31.7 19.0 32.5 9.6 38.6 Max Q Clear Time (g_c+I1), s 7.7 18.8 11.3 15.1 12.4 6.4 5.5 19.5 Green Ext Time (p_c), s 0.1 2.6 0.6 3.4 0.7 1.1 0.0 4.2 Intersection Summary
HCM 6th Ctrl Delay 36.6
HCM 6th LOS D
HCM 6th Signalized Intersection Summary Ex + C + P PM
4: Cuyamaca St & Riverwalk Dr 02/15/2024
Santee Community Center Synchro 11 Report
3-22-3519 Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 14 1 8 130 1 82 18 961 145 96 728 2 Future Volume (veh/h) 14 1 8 130 1 82 18 961 145 96 728 2 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.96 1.00 0.96 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 19 1 11 178 1 112 20 1092 165 102 774 2 Peak Hour Factor 0.72 0.72 0.72 0.73 0.73 0.73 0.88 0.88 0.88 0.94 0.94 0.94 Percent Heavy Veh, % 3 33333333333
Cap, veh/h 163 12 128 279 2 236 32 1285 194 129 1720 4
Arrive On Green 0.09 0.09 0.09 0.16 0.16 0.16 0.02 0.42 0.42 0.07 0.48 0.48 Sat Flow, veh/h 1767 126 1387 1767 13 1492 1767 3050 460 1767 3607 9 Grp Volume(v), veh/h 19 0 12 178 0 113 20 630 627 102 378 398 Grp Sat Flow(s),veh/h/ln1767 0 1513 1767 0 1505 1767 1763 1747 1767 1763 1853 Q Serve(g_s), s 0.8 0.0 0.6 7.7 0.0 5.6 0.9 26.4 26.6 4.7 11.7 11.7 Cycle Q Clear(g_c), s 0.8 0.0 0.6 7.7 0.0 5.6 0.9 26.4 26.6 4.7 11.7 11.7 Prop In Lane 1.00 0.92 1.00 0.99 1.00 0.26 1.00 0.01
Lane Grp Cap(c), veh/h 163 0 140 279 0 238 32 743 736 129 840 884 V/C Ratio(X) 0.12 0.00 0.09 0.64 0.00 0.47 0.63 0.85 0.85 0.79 0.45 0.45 Avail Cap(c_a), veh/h 603 0 517 584 0 498 125 795 788 151 840 884 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 34.1 0.0 34.0 32.3 0.0 31.4 40.0 21.4 21.4 37.4 14.3 14.3 Incr Delay (d2), s/veh 0.5 0.0 0.4 3.1 0.0 1.9 7.6 8.5 8.9 17.6 0.6 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.4 0.0 0.2 3.5 0.0 2.1 0.5 11.6 11.7 2.6 4.4 4.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.6 0.0 34.4 35.4 0.0 33.3 47.6 29.9 30.3 55.0 14.9 14.9 LnGrp LOS C A C D A CDCCEBB
Approach Vol, veh/h 31 291 1277 878
Approach Delay, s/veh 34.5 34.6 30.4 19.5
Approach LOS C C C B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s10.2 39.7 13.9 5.7 44.2 18.3
Change Period (Y+Rc), s* 4.2 5.1 6.3 * 4.2 * 5.1 5.3
Max Green Setting (Gmax), s * 7 37.0 28.0 * 5.8 * 38 27.1 Max Q Clear Time (g_c+I1), s 6.7 28.6 2.8 2.9 13.7 9.7
Green Ext Time (p_c), s 0.0 6.0 0.1 0.0 7.7 1.5
Intersection Summary
HCM 6th Ctrl Delay 27.1
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th AWSC Ex + C + P PM
5: Riverwalk Dr & Verde Vista Ln 02/15/2024
Santee Community Center Synchro 11 Report
3-22-3519 Page 5
Intersection
Intersection Delay, s/veh 9.4
Intersection LOS A
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 46 209 179 6 6 21
Future Vol, veh/h 46 209 179 6 6 21
Peak Hour Factor 0.79 0.79 0.79 0.79 0.81 0.81
Heavy Vehicles, % 3 33333
Mvmt Flow 58 265 227 8 7 26
Number of Lanes 0 11010
Approach EB WB SB
Opposing Approach WB EB
Opposing Lanes 1 1 0
Conflicting Approach Left SB WB
Conflicting Lanes Left 1 0 1
Conflicting Approach Right SB EB
Conflicting Lanes Right 0 1 1
HCM Control Delay 9.9 9 8

HCM LOS A A A

Lane EBLn1WBLn1 SBLn1
Vol Left, % 18% 0% 22%
Vol Thru, % 82% 97% 0%
Vol Right, % 0% 3% 78%
Sign Control Stop Stop Stop
Traffic Vol by Lane 255 185 27
LT Vol 46 0 6
Through Vol 209 179 0
RT Vol 0 6 21
Lane Flow Rate 323 234 33
Geometry Grp 1 1 1
Degree of Util (X) 0.379 0.282 0.044
Departure Headway (Hd) 4.222 4.335 4.731
Convergence, Y/N Yes Yes Yes
Cap 839 834 760
Service Time 2.314 2.341 2.743
HCM Lane V/C Ratio 0.385 0.281 0.043
HCM Control Delay 9.9 9 8
HCM Lane LOS A A A
HCM 95th-tile Q 1.8 1.2 0.1
HCM 6th AWSC Ex + C + P PM
6: Canopy Park Ln & Riverwalk Dr 02/15/2024
Santee Community Center Synchro 11 Report
3-22-3519 Page 6
Intersection
Intersection Delay, s/veh 9.7
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 21 84 113 50 70 14 102 2 43 14 2 13
Future Vol, veh/h 21 84 113 50 70 14 102 2 43 14 2 13
Peak Hour Factor 0.87 0.87 0.87 0.80 0.80 0.80 0.68 0.68 0.68 0.70 0.70 0.70 Heavy Vehicles, % 3 33333333333
Mvmt Flow 24 97 130 63 88 18 150 3 63 20 3 19
Number of Lanes 0 10010011010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 2 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 1 1 1
HCM Control Delay 9.8 9.5 10.1 8.6

HCM LOS A A B A

Lane NBLn1 NBLn2 EBLn1WBLn1 SBLn1
Vol Left, % 98% 0% 10% 37% 48%
Vol Thru, % 2% 0% 39% 52% 7%
Vol Right, % 0% 100% 52% 10% 45%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 104 43 218 134 29
LT Vol 102 0 21 50 14
Through Vol 2 0 84 70 2
RT Vol 0 43 113 14 13
Lane Flow Rate 153 63 251 168 41
Geometry Grp 77225
Degree of Util (X) 0.257 0.085 0.318 0.23 0.06
Departure Headway (Hd) 6.054 4.853 4.564 4.951 5.177
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 589 731 784 720 684
Service Time 3.833 2.631 2.616 3.013 3.272
HCM Lane V/C Ratio 0.26 0.086 0.32 0.233 0.06
HCM Control Delay 10.9 8.1 9.8 9.5 8.6
HCM Lane LOS BAAAA
HCM 95th-tile Q 1 0.3 1.4 0.9 0.2
HCM 6th AWSC Ex + C + P PM
7: Park Center Dr & Riverwalk Dr 02/15/2024
Santee Community Center Synchro 11 Report
3-22-3519 Page 7
Intersection
Intersection Delay, s/veh 8.7
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 113 4 18 1 12 16 16 23 0 5 26 126
Future Vol, veh/h 113 4 18 1 12 16 16 23 0 5 26 126
Peak Hour Factor 0.72 0.72 0.72 0.40 0.40 0.40 0.62 0.62 0.62 0.75 0.75 0.75 Heavy Vehicles, % 3 33333333333
Mvmt Flow 157 6 25 3 30 40 26 37 0 7 35 168
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 9.3 7.9 8.4 8.5

HCM LOS A A A A

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 41% 84% 3% 3%
Vol Thru, % 59% 3% 41% 17%
Vol Right, % 0% 13% 55% 80%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 39 135 29 157
LT Vol 16 113 1 5
Through Vol 23 4 12 26
RT Vol 0 18 16 126
Lane Flow Rate 63 188 72 209
Geometry Grp 1111
Degree of Util (X) 0.085 0.246 0.09 0.243
Departure Headway (Hd) 4.885 4.723 4.458 4.174
Convergence, Y/N Yes Yes Yes Yes
Cap 732 759 801 860
Service Time 2.921 2.758 2.498 2.201
HCM Lane V/C Ratio 0.086 0.248 0.09 0.243
HCM Control Delay 8.4 9.3 7.9 8.5
HCM Lane LOS AAAA
HCM 95th-tile Q 0.3 1 0.3 1
Appendix H
Noise Supporting Documentation
Baseline Noise Measurement Field Data

Field Noise Measurement Data
Record: 2040
Project Name Santee Recreation Center
Project # 14169
Date 2025-02-10
Meteorological Conditions
Upload NOAA Forecast

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Temp (F) 61
Humidity % (R.H.) 1
Wind Calm
Wind Speed (MPH) 7
Wind Direction West
Sky Clear
Instrument and Calibrator Information
Instrument Name List (SAC) NL-62
Instrument Name (SAC) NL-62
Instrument Name Lookup Key (SAC) NL-62
Manufacturer Rion
Model NL-62
Serial Number 350815
Calibration Date
Calibrator Name (SAC) Rion NC-74
Calibrator Name (SAC) Rion NC-74
Calibrator Name Lookup Key (SAC) Rion NC-74
Calibrator Manufacturer Rion
Calibrator Model NC-74
Calibrator Serial # 34167529
Pre-Test (dBA SPL) 94.2
Post-Test (dBA SPL) 94

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Windscreen Yes
Weighting? A-WTD
Slow/Fast? Slow
ANSI? Yes
Monitoring
Record # 1
Site ID ST1
Site Location Lat/Long 32.851636, -116.978515
Begin (Time) 14:30:00
End (Time) 14:45:00
Leq 55.1
Lmax 66.8
Lmin 47.5
Other Lx? L90, L50, L10
L90 48.4
L50 50.4
L10 53.4
Other Lx (Specify Metric) L
Primary Noise Source Traffic
Other Noise Sources (Background) Birds, Distant Aircraft, Distant Conversations / Yelling Other Noise Sources Additional Description Traffic on Riverwalk Dr, distant aircraft, activity at nearby park Is the same instrument and calibrator being
used as previously noted?
Yes

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Are the meteorological conditions the same as
previously noted?
Yes
Source Info and Traffic Counts
Number of Lanes 2
Lane Width (feet) 6
Roadway Width (feet) 12
Roadway Width (m) 3.7
Distance to Roadway (feet) 20
Distance to Roadway (m) 6.1
Distance Measured to Centerline or Edge of
Pavement?
Centerline
Estimated Vehicle Speed (MPH) 25
Traffic Counts
Vehicle Count Summary A 39, MT 0, HT 0, B 0, MC 0
Select Method for Recording Count Duration Enter Manually Counting Both Directions? No
Count Duration (minutes) 15
Direction EB
Vehicle Count Tally
Select Method for Vehicle Counts Use Counter (+/-)
Number of Vehicles - Autos 39
Number of Vehicles - Medium Trucks 0

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Number of Vehicles - Heavy Trucks 0
Number of Vehicles - Buses 0
Number of Vehicles - Motorcyles 0
Traffic Counts
Vehicle Count Summary A 26, MT 0, HT 0, B 0, MC 0
Select Method for Recording Count Duration Enter Manually Counting Both Directions? No
Count Duration (minutes) 15
Direction WB
Vehicle Count Tally
Select Method for Vehicle Counts Use Counter (+/-)
Number of Vehicles - Autos 26
Number of Vehicles - Medium Trucks 0
Number of Vehicles - Heavy Trucks 0
Number of Vehicles - Buses 0
Number of Vehicles - Motorcyles 0
Description / Photos
Terrain Hard

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Site Photos
Photo
Comments / Description Facing W
Site Photos

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Photo
Comments / Description Facing S
Site Photos

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Photo
Comments / Description Facing E
Site Photos

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Photo
Comments / Description Facing N
Monitoring
Record # 2
Site ID ST2
Site Location Lat/Long 32.851692, -116.976215

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Begin (Time) 14:50:00
End (Time) 15:05:00
Leq 50.7
Lmax 62.1
Lmin 43.5
Other Lx? L90, L50, L10
L90 44.2
L50 45.9
L10 52.2
Other Lx (Specify Metric) L
Primary Noise Source Traffic
Other Noise Sources (Background) Birds, Distant Aircraft, Distant Conversations / Yelling Other Noise Sources Additional Description Traffic on Riverwalk Dr, aircraft, park activity. Helicopter flyover near adjacent hospital Is the same instrument and calibrator being
used as previously noted?
Yes
Are the meteorological conditions the same as
previously noted?
Yes
Source Info and Traffic Counts
Number of Lanes 2
Lane Width (feet) 6
Roadway Width (feet) 12
Roadway Width (m) 3.7
Distance to Roadway (feet) 20

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Distance to Roadway (m) 6.1
Distance Measured to Centerline or Edge of
Pavement?
Centerline
Estimated Vehicle Speed (MPH) 25
Traffic Counts
Vehicle Count Summary A 25, MT 0, HT 0, B 0, MC 0
Select Method for Recording Count Duration Enter Manually Counting Both Directions? No
Count Duration (minutes) 15
Direction EB
Vehicle Count Tally
Select Method for Vehicle Counts Use Counter (+/-)
Number of Vehicles - Autos 25
Number of Vehicles - Medium Trucks 0
Number of Vehicles - Heavy Trucks 0
Number of Vehicles - Buses 0
Number of Vehicles - Motorcyles 0
Traffic Counts
Vehicle Count Summary A 9, MT 0, HT 0, B 0, MC 0
Select Method for Recording Count Duration Enter Manually Counting Both Directions? No

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Count Duration (minutes) 15
Direction WB
Vehicle Count Tally
Select Method for Vehicle Counts Use Counter (+/-)
Number of Vehicles - Autos 9
Number of Vehicles - Medium Trucks 0
Number of Vehicles - Heavy Trucks 0
Number of Vehicles - Buses 0
Number of Vehicles - Motorcyles 0
Description / Photos
Terrain Hard
Site Photos
Photo

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Comments / Description Facing E
Site Photos
Photo
Comments / Description Facing S

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Site Photos
Photo
Comments / Description Facing W
Site Photos

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Photo
Comments / Description Facing N
Monitoring
Record # 3
Site ID ST4
Site Location Lat/Long 32.850467, -116.976726

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Begin (Time) 15:11:00
End (Time) 15:26:00
Leq 48.9
Lmax 53
Lmin 46
Other Lx? L90, L50, L10
L90 46.3
L50 48
L10 51.6
Other Lx (Specify Metric) L
Primary Noise Source Traffic
Other Noise Sources (Background) Birds, Distant Aircraft, Distant Conversations / Yelling, Distant Dog Barking Other Noise Sources Additional Description Aircraft, car alarm at adjacent hospital, traffic on Riverwalk Dr and in parking lot, activity at nearby park/soccer fields
Is the same instrument and calibrator being
used as previously noted?
Yes
Are the meteorological conditions the same as
previously noted?
Yes
Description / Photos
Terrain Mixed

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Site Photos
Photo
Comments / Description Facing E
Site Photos

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Photo
Comments / Description Facing S
Site Photos

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Photo
Comments / Description Facing W
Site Photos

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Photo
Comments / Description Facing N
Monitoring
Record # 4
Site ID ST3
Site Location Lat/Long 32.850620, -116.973442

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Begin (Time) 15:32:00
End (Time) 15:47:00
Leq 42.6
Lmax 44.8
Lmin 41.1
Other Lx? L90, L50, L10
L90 41.6
L50 42.4
L10 44
Other Lx (Specify Metric) L
Primary Noise Source Aircraft
Other Noise Sources (Background) Birds, Distant Aircraft, Distant Conversations / Yelling, Distant Dog Barking, Distant Traffic, Rustling Leaves
Other Noise Sources Additional Description Aircraft, intermittent residential traffic on Cottonwood Ave, distant conversations/yelling at adjacent park/soccer field, birds
Is the same instrument and calibrator being
used as previously noted?
Yes
Are the meteorological conditions the same as
previously noted?
Yes
Description / Photos
Terrain Mixed

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Site Photos
Photo
Comments / Description Facing E
Site Photos

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Photo
Comments / Description Facing S
Site Photos

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Photo
Comments / Description Facing W
Site Photos

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Photo
Comments / Description Facing N
Powered by TCPDF (www.tcpdf.org)

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Construction Noise Prediction Model Worksheets

Santee Recreation Center / Noise and Vibration Technical Analysis Appendix H-- Construction Noise Prediction Model Worksheets To User: bordered cells are inputs, unbordered cells have formulae 80 allowable hours over which Leq is to be averaged = 8 0 = temporary barrier (TB) of input height inserted between source and receptor Construction Activity Equipment Total
Equipment Qty
AUF % (from

FHWA RCNM)
Reference Lmax
@ 50 ft. from

FHWA RCNM
Client Equipment Description, Data
Source and/or Notes
Source to NSR
Distance (ft.)
Temporary Barrier
Insertion Loss (dB)
Additional Noise
Reduction
DistanceAdjusted Lmax
Allowable
Operation Time
(hours)
Allowable
Operation Time
(minutes)
Predicted 1-
hour Leq
Source
Elevation (ft)
Receiver
Elevation (ft)
Barrier
Height (ft)
Source to
Barr. ("A")
Horiz. (ft)
Rcvr. to Barr.
("B") Horiz.
(ft)
Source to
Rcvr. ("C")
Horiz. (ft)
"A" (ft) "B" (ft) "C" (ft) Path Length
Diff. "P" (ft)
Abarr (dB)
Heff (with
barrier)
Heff (wout
barrier)
G (with
barrier)
G (without
barrier)
ILbarr (dB)
Demolition dozer 1 40 82 25 15.6 72.4 0.08 4.8 57 5 5 12 10 15 25 12.2 16.6 25.0 3.76 15.0 17.0 5.0 0.4 0.7 15.6 dozer 1 40 82 250 13.5 50.3 1 60 46 5 5 12 235 15 250 235.1 16.6 250.0 1.66 15.0 17.0 5.0 0.4 0.7 13.5 concrete saw 1 20 90 250 13.5 58.3 1 60 51 5 5 12 235 15 250 235.1 16.6 250.0 1.66 15.0 17.0 5.0 0.4 0.7 13.5 backhoe 3 40 78 250 13.5 46.3 1 60 47 5 5 12 235 15 250 235.1 16.6 250.0 1.66 15.0 17.0 5.0 0.4 0.7 13.5 Total for Demolition Phase: 58.9
Site Preparation backhoe 4 40 78 250 13.5 46.3 1 60 48 5 5 12 235 15 250 235.1 16.6 250.0 1.66 15.0 17.0 5.0 0.4 0.7 13.5 dozer 1 40 82 25 15.6 72.4 0.08 4.8 57 5 5 12 10 15 25 12.2 16.6 25.0 3.76 15.0 17.0 5.0 0.4 0.7 15.6 dozer 2 40 82 250 13.5 50.3 1 60 49 5 5 12 235 15 250 235.1 16.6 250.0 1.66 15.0 17.0 5.0 0.4 0.7 13.5 Total for Site Preparation Phase: 58.5
Grading dozer 1 40 82 250 13.5 50.3 1 60 46 5 5 12 235 15 250 235.1 16.6 250.0 1.66 15.0 17.0 5.0 0.4 0.7 13.5 backhoe 3 40 78 250 13.5 46.3 1 60 47 5 5 12 235 15 250 235.1 16.6 250.0 1.66 15.0 17.0 5.0 0.4 0.7 13.5 excavator 1 40 81 250 13.5 49.3 1 60 45 5 5 12 235 15 250 235.1 16.6 250.0 1.66 15.0 17.0 5.0 0.4 0.7 13.5 grader 1 40 85 25 15.6 75.4 0.08 4.8 60 5 5 12 10 15 25 12.2 16.6 25.0 3.76 15.0 17.0 5.0 0.4 0.7 15.6 Total for Grading Phase: 60.0
Building Construction crane 1 16 81 75 14.6 62.0 1 60 54 5 5 12 60 15 75 60.4 16.6 75.0 1.96 15.0 17.0 5.0 0.4 0.7 14.6 man lift 3 20 75 250 13.5 43.3 1 60 41 5 5 12 235 15 250 235.1 16.6 250.0 1.66 15.0 17.0 5.0 0.4 0.7 13.5 backhoe 1 40 78 25 15.6 68.4 0.08 4.8 53 5 5 12 10 15 25 12.2 16.6 25.0 3.76 15.0 17.0 5.0 0.4 0.7 15.6 backhoe 2 40 78 250 13.5 46.3 1 60 45 5 5 12 235 15 250 235.1 16.6 250.0 1.66 15.0 17.0 5.0 0.4 0.7 13.5 welder / torch 1 40 73 250 13.5 41.3 1 60 37 5 5 12 235 15 250 235.1 16.6 250.0 1.66 15.0 17.0 5.0 0.4 0.7 13.5 generator 1 50 72 250 13.5 40.3 1 60 37 5 5 12 235 15 250 235.1 16.6 250.0 1.66 15.0 17.0 5.0 0.4 0.7 13.5 Total for Building Construction Phase: 57.2
Paving paver 1 50 77 250 13.5 45.3 1 60 42 5 5 12 235 15 250 235.1 16.6 250.0 1.66 15.0 17.0 5.0 0.4 0.7 13.5 concrete mixer truck 2 40 79 250 13.5 47.3 1 60 46 5 5 12 235 15 250 235.1 16.6 250.0 1.66 15.0 17.0 5.0 0.4 0.7 13.5 roller 1 20 80 25 15.6 70.4 0.08 4.8 52 5 5 12 10 15 25 12.2 16.6 25.0 3.76 15.0 17.0 5.0 0.4 0.7 15.6 roller 1 20 80 250 13.5 48.3 1 60 41 5 5 12 235 15 250 235.1 16.6 250.0 1.66 15.0 17.0 5.0 0.4 0.7 13.5 backhoe 1 40 78 250 13.5 46.3 1 60 42 5 5 12 235 15 250 235.1 16.6 250.0 1.66 15.0 17.0 5.0 0.4 0.7 13.5 paver 2 50 77 "paving equipment" 250 13.5 45.3 1 60 45 5 5 12 235 15 250 235.1 16.6 250.0 1.66 15.0 17.0 5.0 0.4 0.7 13.5 Total for Paving Phase: 54.7
Architectural Coating compressor (air) 1 40 78 75 14.6 59.0 1 60 55 5 5 12 60 15 75 60.4 16.6 75.0 1.96 15.0 17.0 5.0 0.4 0.7 14.6 Total for Architectural Coating Phase: 55.0
noise level limit for construction phase for sensitive wildlife = SanteeRecCenter-RCNM-emulator-with-barrier_nas021325 Dudek Project No. 14169 RiparianHabitat_S_wMitigation Santee Recreation Center / Noise and Vibration Technical Analysis Appendix H-- Construction Noise Prediction Model Worksheets Equipment Description Impact
Device?
Acoustical
Use Factor
(%)
Lesser of
or available
Lmax
Spec. 721
Lmax
Measured
Lmax @50ft
(dBA, slow)
All Other Equipment > 5 HP No 50 85 85 -- N/A --
Auger Drill Rig No 20 84 85 84
Backhoe No 40 78 80 78
Bar Bender No 20 80 80 -- N/A --
Blasting Yes -- N/A -- 94 94 -- N/A --
Boring Jack Power Unit No 50 80 80 83
Chain Saw No 20 84 85 84
Clam Shovel (dropping) Yes 20 87 93 87
Compactor (ground) No 20 80 80 83
Compressor (air) No 40 78 80 78
Concrete Batch Plant No 15 83 83 -- N/A --
Concrete Mixer Truck No 40 79 85 79
Concrete Pump Truck No 20 81 82 81
Concrete Saw No 20 90 90 90
Crane No 16 81 85 81
Dozer No 40 82 85 82
Drill Rig Truck No 20 79 84 79
Drum Mixer No 50 80 80 80
Dump Truck No 40 76 84 76
Excavator No 40 81 85 81
Flat Bed Truck No 40 74 84 74
Front End Loader No 40 79 80 79
Generator No 50 72 72 81
Generator (<25KVA, VMS signs) No 50 70 70 73
Gradall No 40 83 85 83
Grader No 40 85 85 -- N/A --
Grapple (on backhoe) No 40 85 85 87
Horizontal Boring Hydr. Jack No 25 80 80 82
Hydra Break Ram Yes 10 90 90 -- N/A --
Impact Pile Driver Yes 20 95 95 101
Jackhammer Yes 20 85 85 89
Man Lift No 20 75 85 75
Mounted Impact Hammer (hoe ram) Yes 20 90 90 90
Pavement Scarafier No 20 85 85 90
Paver No 50 77 85 77
Pickup Truck No 40 55 55 75
Pneumatic Tools No 50 85 85 85
Pumps No 50 77 77 81
Refrigerator Unit No 100 73 82 73
Rivit Buster/chipping gun Yes 20 79 85 79
Rock Drill No 20 81 85 81
Roller No 20 80 85 80
Sand Blasting (Single Nozzle) No 20 85 85 96
Scraper No 40 84 85 84
Shears (on backhoe) No 40 85 85 96
Slurry Plant No 100 78 78 78
Slurry Trenching Machine No 50 80 82 80
Soil Mix Drill Rig No 50 80 80 -- N/A --
Tractor No 40 84 84 -- N/A --
Vacuum Excavator (Vac-truck) No 40 85 85 85
Vacuum Street Sweeper No 10 80 80 82
Ventilation Fan No 100 79 85 79
Vibrating Hopper No 50 85 85 87
Vibratory Concrete Mixer No 20 80 80 80
Vibratory Pile Driver No 20 95 95 101
Warning Horn No 5 83 85 83
Welder / Torch No 40 73 73 74
SanteeRecCenter-RCNM-emulator-with-barrier_nas021325 Dudek Project No. 14169 RCNM_UG_Table1_data Operation Noise Prediction Model Inputs
Santee Recreation Center / Noise and Vibration Technical Analysis Appendix H - Operation Noise Prediction Model Inputs Point Sources
Name Sel. M. ID Result. PWL Lw / Li Correction Sound Reduction AttenuationOperating Time K0 Freq. Direct. Height Coordinates Day Evening Night Type Value norm. Day Evening Night R Area Day Special Night X Y Z (dBA) (dBA) (dBA) dB(A) dB(A) dB(A) dB(A) (ft²) (min) (min) (min) (dB) (Hz) (ft) (ft) (ft) (ft) Emergency Generator - EGEN 96.7 96.7 96.7 Lw EGEN 0 0 0 0 (none) 6 r 1098.39 828.22 6 HVAC Fan EF-1 59.9 59.9 59.9 Lw EF1 0 0 0 0 (none) 3 g 1091.75 816.92 24 HVAC Fan EF-2 45.9 45.9 45.9 Lw EF2 0 0 0 0 (none) 3 g 968.43 772.07 27 HVAC Fan EF-3 58.9 58.9 58.9 Lw EF3 0 0 0 0 (none) 3 g 976.77 772.07 27 Split System Condensing Unit SSCU-1 71.7 71.7 71.7 Lw SSCU 0 0 0 0 (none) 2.5 g 974.99 775.77 26.5 Split System Condensing Unit SSCU-2 71.7 71.7 71.7 Lw SSCU 0 0 0 0 (none) 2.5 g 1059.62 789.3 23.5 Split System Condensing Unit SSCU-3 71.7 71.7 71.7 Lw SSCU 0 0 0 0 (none) 2.5 g 1064.68 790.67 23.5 Split System Condensing Unit SSCU-4 71.7 71.7 71.7 Lw SSCU 0 0 0 0 (none) 2.5 g 1054.42 787.8 23.5 Air Cooled Condensing Unit CU-1 68.8 68.8 68.8 Lw CU 0 0 0 0 (none) 5.5 g 1027.22 779.46 26.5 Packaged Rooftop Heat Pump RTU-1 63.9 63.9 63.9 Lw RTU 0 0 0 0 (none) 3.5 g 1023.25 793.2 24.5 Packaged Rooftop Heat Pump RTU-2 63.9 63.9 63.9 Lw RTU 0 0 0 0 (none) 3.5 g 1050.32 800.51 24.5 Energy Recovery Ventilator ERV-1 69.7 69.7 69.7 Lw ERV 0 0 0 0 (none) 4 g 971.58 782.74 28 Energy Recovery Ventilator ERV-2 69.7 69.7 69.7 Lw ERV 0 0 0 0 (none) 4 g 1061.67 802.83 25 Ampitheatre Speaker 1 - AMPS1 96 96 96 Lw vocal 0 0 0 -95.2 0 (none) 5 r 929.17 755.5 5 Ampitheatre Speaker 2 - AMPS2 96 96 96 Lw vocal 0 0 0 -95.2 0 (none) 5 r 957.1 755.5 5 Outdoor Patio Speaker 1 + OPS1 90 90 90 Lw vocal 0 0 0 -89.2 0 (none) 5 r 1035.88 744.47 5 Outdoor Patio Speaker 2 + OPS2 90 90 90 Lw vocal 0 0 0 -89.2 0 (none) 5 r 1066.39 753.86 5 Area Sources
Name Sel. M. ID Result. PWL Result. PWL'' Lw / Li Correction Sound Reduction AttenuationOperating Time K0 Freq. Direct. Moving Pt. Src Day Evening Night Day Evening Night Type Value norm. Day Evening Night R Area Day Special Night Number (dBA) (dBA) (dBA) (dBA) (dBA) (dBA) dB(A) dB(A) dB(A) dB(A) (ft²) (min) (min) (min) (dB) (Hz) Day Evening 8 Idling Car Engines + 8Parked 73 73 73 55.8 55.8 55.8 Lw Car 0 0 0 21.1-9 0 (none) 8 Idling Car Engines + 8Parked 73 73 73 55.8 55.8 55.8 Lw Car 0 0 0 21.1-9 0 (none) 7Idling Car Engines + 7Parked 72.5 72.5 72.5 56.4 56.4 56.4 Lw Car 0 0 0 21.1-8.5 0 (none) 6Idling Car Engines + 6Parked 71.8 71.8 71.8 56.3 56.3 56.3 Lw Car 0 0 0 21.1-7.8 0 (none) 3Idling Car Engines + 3Parked 68.8 68.8 68.8 56.9 56.9 56.9 Lw Car 0 0 0 21.1-4.8 0 (none) 7Idling Car Engines + 7Parked 72.5 72.5 72.5 56.4 56.4 56.4 Lw Car 0 0 0 21.1-8.5 0 (none) 8Idling Car Engines + 8Parked 73 73 73 55.8 55.8 55.8 Lw Car 0 0 0 21.1-9 0 (none) 3Idling Car Engines + 3Parked 68.8 68.8 68.8 55.5 55.5 55.5 Lw Car 0 0 0 21.1-4.8 0 (none) 18Idling Car Engines + 18Parked 76.6 76.6 76.6 56.2 56.2 56.2 Lw Car 0 0 0 21.1-12.6 0 (none) 18Idling Car Engines + 18Parked 76.6 76.6 76.6 56.2 56.2 56.2 Lw Car 0 0 0 21.1-12.6 0 (none) 2Idling Car Engines + 2Parked 67 67 67 55.3 55.3 55.3 Lw Car 0 0 0 21.1-3 0 (none) 2Idling Car Engines + 2Parked 67 67 67 55.3 55.3 55.3 Lw Car 0 0 0 21.1-3 0 (none) 1Idling Car Engines + 1Parked 64 64 64 56.3 56.3 56.3 Lw Car 0 0 0 21.1 0 (none) 1Idling Car Engines + 1Parked 64 64 64 56.7 56.7 56.7 Lw Car 0 0 0 21.1 0 (none) 1Idling Car Engines + 1Parked 64 64 64 56.7 56.7 56.7 Lw Car 0 0 0 21.1 0 (none) 1Idling Car Engines + 1Parked 64 64 64 53.6 53.6 53.6 Lw Car 0 0 0 21.1 0 (none) 1Idling Car Engines + 1Parked 64 64 64 53.6 53.6 53.6 Lw Car 0 0 0 21.1 0 (none) 21Idling Car Engines + 21Parked 77.2 77.2 77.2 56.2 56.2 56.2 Lw Car 0 0 0 21.1-13.2 0 (none) 21Idling Car Engines + 21Parked 77.2 77.2 77.2 56.2 56.2 56.2 Lw Car 0 0 0 21.1-13.2 0 (none) 21Idling Car Engines + 21Parked 77.2 77.2 77.2 56.2 56.2 56.2 Lw Car 0 0 0 21.1-13.2 0 (none) 8 Idling Car Engines + 8Parked 73 73 73 55.8 55.8 55.8 Lw Car 0 0 0 21.1-9 0 (none) 3Idling Car Engines + 3Parked 68.8 68.8 68.8 56.9 56.9 56.9 Lw Car 0 0 0 21.1-4.8 0 (none) 8 Idling Car Engines + 8Parked 73 73 73 55.8 55.8 55.8 Lw Car 0 0 0 21.1-9 0 (none) 8 Idling Car Engines + 8Parked 73 73 73 55.8 55.8 55.8 Lw Car 0 0 0 21.1-9 0 (none) 8 Idling Car Engines + 8Parked 73 73 73 55.8 55.8 55.8 Lw Car 0 0 0 21.1-9 0 (none) 8 Idling Car Engines + 8Parked 73 73 73 55.8 55.8 55.8 Lw Car 0 0 0 21.1-9 0 (none) 8 Idling Car Engines + 8Parked 73 73 73 55.8 55.8 55.8 Lw Car 0 0 0 21.1-9 0 (none) 8 Idling Car Engines + 8Parked 73 73 73 55.8 55.8 55.8 Lw Car 0 0 0 21.1-9 0 (none) 8 Idling Car Engines + 8Parked 73 73 73 55.8 55.8 55.8 Lw Car 0 0 0 21.1-9 0 (none) 11 Idling Car Engines + 11Parked 74.4 74.4 74.4 56 56 56 Lw Car 0 0 0 21.1-10.4 0 (none) 26Idling Car Engines + 26Parked 78.1 78.1 78.1 56 56 56 Lw Car 0 0 0 21.1-14.1 0 (none) Event with Fireworks - Fireworks 137 137 137 98.1 98.1 98.1 Lw Fireworks 0 0 0 -58.1 0 1000 (none) Amphitheatre Event Crowd - 100 ppl, Haynes Loud, 50% time - AEC 90 90 90 66 66 66 Lw vocal 0 0 0 -89.2 0 (none) Outdoor Patio Event Crowd - 80 ppl, Haynes Loud, 50% time + OPEC 87 87 87 63.9 63.9 63.9 Lw vocal 0 0 0 -86.2 0 (none) Vert Area Sources
Name Sel. M. ID Result. PWL Result. PWL'' Lw / Li Correction Sound Reduction AttenuationOperating Time K0 Freq. Direct.

Day Evening Night Day Evening Night Type Value norm. Day Evening Night R Area Day Special Night (dBA) (dBA) (dBA) (dBA) (dBA) (dBA) dB(A) dB(A) dB(A) dB(A) (ft²) (min) (min) (min) (dB) (Hz) Indoor Event Interor to Exterior - Event 65.8 65.8 65.8 58.8 58.8 58.8 Lw vocal 0 0 0 -65 3 (none) - 65.8 65.8 65.8 58.8 58.8 58.8 Lw vocal 0 0 0 -65 3 (none) - 65.8 65.8 65.8 68.1 68.1 68.1 Lw vocal 0 0 0 -65 3 (none) SRC_OE-stat-ops-CadnaA-results_mcs041025 Dudek Project No. 14169 CadnaA_IO Santee Recreation Center / Noise and Vibration Technical Analysis Appendix H - Operation Noise Prediction Model Inputs
Barriers
Name Sel. M. ID Absorption Z-Ext. Cantilever Height
left right horz. vert. Begin
(ft) (ft) (ft) (ft)
Parapet Parapet 6
Concrete Masonry Unit CMU 9 r
Santee_prelim-stat-ops-figs_nas022025 Dudek Project: 14169 barriers Santee Recreation Center / Noise and Vibration Technical Analysis Buildings
Name Sel. M. ID RB
Event Center Event
Lobby Multi Purp Lobby
Existing YMCA Bldg YMCA
Lobby Roof Ceiling Ceiling
Appendix H - Operation Noise Prediction Model Inputs
Residents AbsorptionHeight
Begin
(ft)
21 r
24 r
40 r
29 a
Santee_prelim-stat-ops-figs_nas022025 Dudek Project: 14169 bldgs Santee Recreation Center / Noise and Vibration Technical Analysis Appendix H - Operation Noise Prediction Model Inputs
AHUs (plenum-type return fan only, no condenser units [see separate worksheet]): A-weighting adjustments 26 13 9 3 0 -1 -1 1 Building Minimum Ventilation
average of values for the two fan diameter ranges, per Guyer (Table 12) plug 40 40 38 34 29 23 19 16 average of values for the two fan diameter ranges, per Guyer (Table 12) tube 47 44 46 47 44 45 38 35 per Guyer (Table 12, presumed based on Bies & Hansen ENC) prop 46 48 55 53 52 48 43 38 percent GSF actually occupied (and need ventilation): 90 Tag Building GSF Avail. SF Height (ft)
Avg. minutes to
change air* Volume (ft3) CFM m
2 comparable facility
function
Pressure
(iwg)
Pressure
(Pa) Q (m3/s) 63 125 250 500 1000 2000 4000 8000 OA dB
return air fans in building rooftop AHUs:

RTU 1 / 2 Santee Rec Center 2876 2588 3.5 3 9059 3019.8 241 residences 1.25 312.5 1 plug 45 57 58 59 56 49 43 38 64 EF-1 kitchen 760 684 3.5 3 2394 798 10 residences 1.5 375 0 plug 41 53 54 55 52 45 39 34 60 EF-1 janitor 119 107 3.5 3 375 124.95 73 residences 0.75 187.5 0 plug 27 39 40 41 38 31 25 20 46 EF-3 restroom 867 780 3.5 3 2731 910.35 73 residences 1.25 312.5 0 plug 40 52 53 54 51 44 38 33 59 fan or AHU cabinet liner/interior attenuation (excludes inlet/outlet PWL split, already in calcs above: 2 3 4 5 6 8 10 10 *from 3-10 minute range for "retail stores", 2-5 minute range for "residences" per Loren Cook's "Engineering Cookbook", 1999 edition, p. 41 fantype = plug,
tube, or prop
A-weighted PWL (for CadnaA inputs)
Santee_prelim-stat-ops-figs_nas022025 Dudek Project: 14169 bldg_AHU Santee Recreation Center / Noise and Vibration Technical Analysis Appendix H - Operation Noise Prediction Model Inputs
with or without sound insulation? (enter Y/N): y
ACCs (air-cooled chillers on rooftops): tons LWA 63 125 250 500 1000 2000 4000 8000 LWA 63 125 250 500 1000 2000 4000 8000 LWA 63 125 250 500 1000 2000 4000 8000 Building Interior Comfort Bryant BH16-018 (no sound blanket) 1.5 67 66.2 66.2 63.9 63.8 62.3 58.4 56.4 50.3 68 66.2 66.2 63.8 64.1 64.6 59.9 57.7 53.6 67 66.2 66.2 63.9 63.8 62.3 58.4 56.4 50.3 Bryant BH16-024 (no sound blanket) 2 71 65 65 63.7 63.4 68.5 64.7 58.7 52.8 72 63.4 63.4 63.3 63.3 70.4 64.5 59.3 55.5 71 65 65 63.7 63.4 68.5 64.7 58.7 52.8 Bryant BH16-036 (no sound blanket) 3 71 68.2 68.2 66.4 67.5 68.4 59.6 58.2 52.4 72 67.7 67.7 66.8 68.1 69.9 62.8 60.3 55.2 71 68.2 68.2 66.4 67.5 68.4 59.6 58.2 52.4 Bryant BH16-048 (no sound blanket) 4 71 68.4 68.4 67.7 69.7 67.6 59.4 56.4 50 73 67.5 67.5 67.8 70.1 70.6 63.1 58.5 53.3 71 68.4 68.4 67.7 69.7 67.6 59.4 56.4 50 Bryant BH16-060 (no sound blanket) 5 69 63.7 63.7 65.4 67.3 64.9 58.3 56.2 51.9 70 61.7 61.7 65.6 68.1 65.8 59.8 58.4 56.1 69 63.7 63.7 65.4 67.3 64.9 58.3 56.2 51.9 Daikin AGZ-E 30 (w/out sound insulation) 30 85 84 84 83 84 77 75 74 70 88 92 91 88 87 83 78 73 68 85 84 84 83 84 77 75 74 70 Daikin AGZ-E 40 (w/out sound insulation) 40 85 84 84 83 84 77 75 74 70 89 92 91 90 88 84 79 74 69 85 84 84 83 84 77 75 74 70 Daikin AGZ-E 50 (w/out sound insulation) 50 87 85 85 85 86 80 77 75 70 90 93 93 91 89 85 79 74 69 87 85 85 85 86 80 77 75 70 Daikin AGZ-E 60 (w/out sound insulation) 60 87 85 85 85 86 80 77 75 70 91 94 93 94 89 86 81 76 71 87 85 85 85 86 80 77 75 70 Daikin AGZ-E 70 (w/out sound insulation) 70 87 85 85 85 86 80 77 75 70 92 95 95 94 89 87 81 76 71 87 85 85 85 86 80 77 75 70 Daikin AGZ-E 80 (w/out sound insulation) 80 88 88 85 87 86 81 81 77 71 92 95 95 95 89 87 81 76 71 88 88 85 87 86 81 81 77 71 Daikin AGZ-E 90 (w/out sound insulation) 90 88 88 87 87 86 83 80 77 71 93 94 95 92 91 89 83 81 81 88 88 87 87 86 83 80 77 71 Daikin AGZ-E 120 (w/out sound insulation) 120 89 91 85 88 86 82 81 79 72 95 93 96 92 92 90 84 84 82 89 91 85 88 86 82 81 79 72 Daikin AGZ-E 240 (w/out sound insulation) 241 94 94 88 91 90 91 84 82 75 100 98 98 98 95 96 90 90 86 94 94 88 91 90 91 84 82 75 actual percent of GSF occupied: 90.5
Phase Building Tag GSF Avail. SF comparable facility function Avg. GSF per
ton* tons of refrig.

Approx. Qty. of
ACCs
tons per
ACC
Approx. Total
PWL (dBA)
63 125 250 500 1000 2000 4000 8000
CU Santee Rec Center 15171 13730 Auditorium 625 22.0 1 22 69 64 64 65 67 65 58 56 52 SSCU Santee Rec Center 15171 13730 Auditorium 5500 2.5 1 2 71 65 65 64 63 69 65 59 53 ERV Santee Rec Center 1474 1334 Auditorium 345 3.9 2 2 70 69 69 67 67 65 61 59 53 *based upon "lo" value per Loren Cook's "Engineering Cookbook", 1999 edition, pp. 59-60 unweighted PWL (dB) per OCBF (Hz) at full load (100%) data for models "without sound insulation" or no "sound blankets" data for models "with sound insulation" or "sound blankets" unweighted PWL (dB) per OCBF (Hz) at full load (100%)
Santee_prelim-stat-ops-figs_nas022025 Dudek Project: 14169 bldg_AC Santee Recreation Center / Noise and Vibration Technical Analysis Sound Levels (local)
Appendix H - Operation Noise Prediction Model Inputs
Source Name ID Type 1/3 Oktave Spectrum (dB)
Weight. 25 31.5 40 50 63 80 100 125 160 200 250 315 400 500 630 800 1000 1250 1600 2000 2500 3150 4000 5000 6300 8000 10000 A lin Emergency Generator EGEN Lw A 96.7 96.7 122.9 Syska Hennessy Group 85 dBA @ 5 feet w/ enclosure Rooftop Heat Pump RTU Lw A 45 57 58 59 56 49 43 38 63.9 76.1 Kitchen HVAC Fan EF1 Lw A 41 53 54 55 52 45 39 34 59.9 72.1 Janitor Closet HVAC Fan EF2 Lw A 27 39 40 41 38 31 25 20 45.9 58.1 Restroom HVAC Fan EF3 Lw A 40 52 53 54 51 44 38 33 58.9 71.1 Air Cooled Condensing Unit CU Lw 64 64 65 67 65 58 56 52 68.8 72.4 Split System Condensing Unit SSCU Lw 65 65 64 63 69 65 59 53 71.7 73.6 Energy Recovery Ventilator ERV Lw 69 69 67 67 65 61 59 53 69.7 75 Parking (Idling Cars) Car Lw A 62.5 66.5 70.5 74.6 77.6 80.6 78.6 73.6 68.6 85.1 102.6 forum SCHALL, Emissionsdatenkatalog, August 2016 Speech Spectrum vocal Lw A -13 -10 -7 -5 -5 -8 -14 -20 -26 0.8 26.9 Hayne 2006 Fireworks Fireworks Lw 49.3 49.9 51.2 57.6 63.3 67.6 64.2 61.8 57.1 58 65.9 67 68 69.3 71.5 72.9 76.4 71.7 76.2 75.7 75.1 72.7 70.6 64.9 62.8 58.2 52.4 84.5 84.4 Size 4 type Lmax - Tanaka, Inaba, Aoyama 2016 Santee_prelim-stat-ops-figs_nas022025 Dudek Project: 14169 sndlib Traffic Noise Model Calculations
Appendix H
Traffic Noise Modeling Calculations - Summary
Project: 14169Santee Recreation Center
Number Name From To
Summary of Net Changes
1 Riverwalk Drive Cuyamaca Street Verde Vista Lane 61.4 62.1 0.7 61.6 62.3 0.7 2 Riverwalk Drive Verde Vista Lane Canopy Park Lane 59.0 60.3 1.3 59.8 60.9 1.1 3 Riverwalk Drive Canopy Park Lane Park Center Drive 58.6 59.8 1.1 59.6 60.5 0.9 *All modeling assumes average pavement, level roadways (less than 1.5% grade), constant traffic flow and does not account for shielding of any type or finite roadway adjustments. All levels are reported as A-weighted noise levels.

Δ Cumulative
– Cumulative +
Cumulative Project
Cumulative +
Project
Segment Description and Location
Existing
Existing +
Project
Δ Existing –
Existing +
Project
Appendix H - 1
Traffic Noise Model Calculations
Project: 14169Santee Recreation Center
Noise Level Descriptor: Ldn
Site Conditions: Hard
Traffic Input: Peak
Traffic K-Factor: 10
Ldn,
Number Name From To (mph) Near Far % Auto % Med % Hvy % Day % Eve % Night (dBA)5,6,7 70 dBA 65 dBA 60 dBA 55 dBA Existing Conditions
1 Riverwalk Drive Cuyamaca Street Verde Vista Lane 595 25 35 45 97.0% 2.0% 1.0% 80.0% 5.0% 15.0% 61.4 2 Riverwalk Drive Verde Vista Lane Canopy Park Lane 344 25 35 45 97.0% 2.0% 1.0% 80.0% 5.0% 15.0% 59.0 3 Riverwalk Drive Canopy Park Lane Park Center Drive 314 25 35 45 97.0% 2.0% 1.0% 80.0% 5.0% 15.0% 58.6 *All modeling assumes average pavement, level roadways (less than 1.5% grade), constant traffic flow and does not account for shielding of any type or finite roadway adjustments. All levels are reported as A-weighted noise levels. 10 9
32 29
Segment Description and Location
5 55
Peak
Hour
Volume
17 173
100
91 3
3 Input
Speed Traffic Distribution Characteristics
Output
Distance to Contour, (feet)3
Distance to
Directional
Centerline,
(feet)4
Appendix H - 2
Traffic Noise Model Calculations
Project: 14169Santee Recreation Center
Noise Level Descriptor: Ldn
Site Conditions: Hard
Traffic Input: Peak
Traffic K-Factor: 10
Ldn,
Number Name From To (mph) Near Far % Auto % Med % Hvy % Day % Eve % Night (dBA)5,6,7 70 dBA 65 dBA 60 dBA 55 dBA Existing + Project Conditions
1 Riverwalk Drive Cuyamaca Street Verde Vista Lane 704 25 35 45 97.0% 2.0% 1.0% 80.0% 5.0% 15.0% 62.1 2 Riverwalk Drive Verde Vista Lane Canopy Park Lane 461 25 35 45 97.0% 2.0% 1.0% 80.0% 5.0% 15.0% 60.3 3 Riverwalk Drive Canopy Park Lane Park Center Drive 408 25 35 45 97.0% 2.0% 1.0% 80.0% 5.0% 15.0% 59.8 *All modeling assumes average pavement, level roadways (less than 1.5% grade), constant traffic flow and does not account for shielding of any type or finite roadway adjustments. All levels are reported as A-weighted noise levels.

Input Output
Peak
Hour
Volume
Speed
Distance to
Directional
Centerline,
(feet) Segment Description and Location 4 Traffic Distribution Characteristics Distance to Contour, (feet)3 6 21 65 205
4 13 42 134
4 12 38 119
Appendix H - 3
Traffic Noise Model Calculations
Project: 14169Santee Recreation Center
Noise Level Descriptor: Ldn
Site Conditions: Hard
Traffic Input: Peak
Traffic K-Factor: 10
Ldn,
Number Name From To (mph) Near Far % Auto % Med % Hvy % Day % Eve % Night (dBA)5,6,7 70 dBA 65 dBA 60 dBA 55 dBA Cumulative Conditions
1 Riverwalk Drive Cuyamaca Street Verde Vista Lane 625 25 35 45 97.0% 2.0% 1.0% 80.0% 5.0% 15.0% 61.6 2 Riverwalk Drive Verde Vista Lane Canopy Park Lane 412 25 35 45 97.0% 2.0% 1.0% 80.0% 5.0% 15.0% 59.8 3 Riverwalk Drive Canopy Park Lane Park Center Drive 390 25 35 45 97.0% 2.0% 1.0% 80.0% 5.0% 15.0% 59.6 *All modeling assumes average pavement, level roadways (less than 1.5% grade), constant traffic flow and does not account for shielding of any type or finite roadway adjustments. All levels are reported as A-weighted noise levels.

Input Output
Peak
Hour
Volume
Speed
Distance to
Directional
Centerline,
(feet) Segment Description and Location 4 Traffic Distribution Characteristics Distance to Contour, (feet)3 6 18 58 182
4 12 38 120
4 11 36 114
Appendix H - 4
Traffic Noise Model Calculations
Project: 14169Santee Recreation Center
Noise Level Descriptor: Ldn
Site Conditions: Hard
Traffic Input: Peak
Traffic K-Factor: 10
Ldn,
Number Name From To (mph) Near Far % Auto % Med % Hvy % Day % Eve % Night (dBA)5,6,7 70 dBA 65 dBA 60 dBA 55 dBA Cumulative + Project Conditions
1 Riverwalk Drive Cuyamaca Street Verde Vista Lane 734 25 35 45 97.0% 2.0% 1.0% 80.0% 5.0% 15.0% 62.3 2 Riverwalk Drive Verde Vista Lane Canopy Park Lane 529 25 35 45 97.0% 2.0% 1.0% 80.0% 5.0% 15.0% 60.9 3 Riverwalk Drive Canopy Park Lane Park Center Drive 484 25 35 45 97.0% 2.0% 1.0% 80.0% 5.0% 15.0% 60.5 *All modeling assumes average pavement, level roadways (less than 1.5% grade), constant traffic flow and does not account for shielding of any type or finite roadway adjustments. All levels are reported as A-weighted noise levels.

Input Output
Peak
Hour
Volume
Speed
Distance to
Directional
Centerline,
(feet) Segment Description and Location 4 Traffic Distribution Characteristics Distance to Contour, (feet)3 7 21 68 214
5 15 49 154
4 14 45 141
Appendix I
AB 52 Letters
December 27, 2022
Ms. Lisa Cumper
Secretary/Treasurer
Jamul Indian Village
14191 Highway 94
Jamul, CA 91935
Subject: Santee Community Center – AB 52 Formal Notice
(CIP 2018-31)
Dear Ms. Lisa Cumper:

This letter is in response to your request for formal notification of projects for which the City of Santee is lead agency under California Public Resources Code section 21080.3.1, subdivision (b) of the California Environmental Quality Act. Pursuant to Public Resources Code section 21080.3.1, subdivision (d), the City of Santee, Department of Development Services (City) is planning to develop a Santee Community Center located at 10129 Riverwalk Drive, Santee, CA 92071 (CIP 2018- 31).

The project is a proposed 12,500 square-foot Santee Community Center in the TC (Town Center) zone. The community center will consist of two stories and include an event space, office space, and support spaces.

As part of our cultural resources inventory, our consultant, Dudek, performed an NAHC search. Results of the search were positive and linked to two bands for direct contact.

The Native American Heritage Commission (NAHC) provided a list of local Native American tribes and individuals to be contacted regarding the project for information on cultural resources on the project site or project area.

The attached Exhibits (A & B) show the regional location and the site location of the Project.

In accordance with Public Resources Code section 21080.3.1, subdivisions (b) and (d), Jamul Indian Village has 30 days from receipt of this formal notification to request in writing consultation regarding the Project. Such request should be directed to:

Michael Coyne
Associate Planner
City of Santee
10601 Magnolia Avenue
Santee, CA 92071
Phone: (619) 258-4100, Extension 160
Email: [email protected]
Please contact me if you have any comments or questions.

Respectfully,
Michael Coyne
Associate Planner
Attachments:

Exhibit A – Regional Location Map
Exhibit B – Submitted Plans
Exhibit A Regional Location Map
Exhibit B Submitted Plans
December 27, 2022
Mr. Art Bunce
Tribal Attorney
Barona Band of Mission Indians
P.O. Box 2516
Escondido, CA 92033-2516
Subject: Santee Community Center – AB 52 Formal Notice
(CIP 2018-31)
Dear Mr. Art Bunce:

As part of our cultural resources inventory, our consultant, Dudek, performed an NAHC search. Results of the search were positive and linked to two bands for direct contact.

The attached Exhibits (A & B) show the regional location and the site location of the Project.

Respectfully,
Michael Coyne
Associate Planner
Attachments:

Exhibit A – Regional Location Map
Exhibit B – Submitted Plans
Exhibit A Regional Location Map
Exhibit B Submitted Plans
December 27, 2022
Mr. Mario Morales
Mesa Grande Band of Mission Indians
PMB 366
35008 Pala Temecula Road
Pala, CA 92059
Subject: Santee Community Center – AB 52 Formal Notice
(CIP 2018-31)
Dear Mr. Mario Morales:

As part of our cultural resources inventory, our consultant, Dudek, performed an NAHC search. Results of the search were positive and linked to two bands for direct contact.

The attached Exhibits (A & B) show the regional location and the site location of the Project.

Respectfully,
Michael Coyne
Associate Planner
Attachments:

Exhibit A – Regional Location Map
Exhibit B – Submitted Plans
Exhibit A Regional Location Map
Exhibit B Submitted Plans
December 27, 2022
Tom Holm, Executive Director
Kumeyaay Heritage Preservation Council
5663 Balboa Avenue, Suite 610
San Diego, CA 92111
Subject: Santee Community Center – AB 52 Formal Notice
(CIP 2018-31)
Dear Mr. Tom Holm:

As part of our cultural resources inventory, our consultant, Dudek, performed an NAHC search. Results of the search were positive and linked to two bands for direct contact.

The attached Exhibits (A & B) show the regional location and the site location of the Project.

Respectfully,
Michael Coyne
Associate Planner
Attachments:

Exhibit A – Regional Location Map
Exhibit B – Submitted Plans
Exhibit A – Regional Location Map
Exhibit B – Submitted Plans

Santee City CouncilDecember 10, 2025

Santee City Council
December 10, 2025