> D.3 Local Transportation Analysis — San Marcos City Council, May 26, 2026 (part 1 of 2)

ATTACHMENT D.3

LOCAL TRANSPORTATION ANALYSIS

SANTA FE FLORES TOWNHOMES PROJECT
San Marcos, California
February 2026
LLG Ref
. 3-24-3940
Prepared by: Under the Supervision of:

Amelia Giacalone John Boarman, P.E.

Senior Transportation Planner Principal
&
Zahira Chayeb
Transportation Engineer II

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-24-3940 Santa Fe Flores Townhomes Project
N:\3940 - Santa Fe Flores\Report\LTA\3940.LTA_Dec 2025.docx i

EXECUTIVE SUMMARY
Linscott, Law & Greenspan, Engineers (LLG) has prepared the following Local Transportation Analysis (LTA) to determine and evaluate the potential effects to the local roadway system due to the proposed Santa Fe Flores Townhomes project (proposed Project). The Project is located in the city of San Marcos at 2966, 2972 and 2982 South Santa Fe Avenue adjacent to North Las Flores Drive on assessor parcel numbers 217-161-1800, 217-161-1900 and a portion of 217-161-1700. The

2.6-acre Project site is undeveloped and is currently designated Commercial and Light Industrial in the City General Plan and zoned as Commercial and Light Industrial. The P roject would be located on a previously graded site and require a General Plan amendment and Rezone to Multifamily Residential to allow the development of 46 multi-family residential units.

The Project is calculated to generate a total of 368 ADT with 29 AM peak hour trips (6 inbound / 23 outbound) and 37 PM peak hour trips (26 inbound and 11 outbound).

While Level of Service (LOS) analysis is not used to determine CEQA significance, t he intersection and segment analysis provided in this study shows that the Project will not have a ny substantial effects at the study area intersections and street segments. Additionally, The LTA shows that the Project will add a small amount of traffic to the intersection of S. Santa Fe Avenue / Smilax Road, which operates below City standards. However, the Project contributes only 0.58% (20 trips) of the total combined AM and PM peak hour traffic to this intersection under Near- Term conditions. The existing traffic conditions at this location are already substandar d. The provision of a traffic signal would result in acceptable LOS D o r better operations. A traffic signal is planned at th e S. Santa Fe Avenue / Smilax Road intersection as part o f the City’s Capital Improvement Project (C IP) 88179 (IP 4750).

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-24-3940 Santa Fe Flores Townhomes Project
N:\3940 - Santa Fe Flores\Report\LTA\3940.LTA_Dec 2025.docx ii

TABLE OF CONTENTS

SECTION PAGE

1.0 Introduction ................................................................................................................................ 1

2.0 Project Description .................................................................................................................... 2

3.0 Existing Conditions .................................................................................................................... 6

3.1 Existing Street Network ...................................................................................................... 6

3.2 Existing Traffic Volumes .................................................................................................... 7

4.0 Local Transportation Analysis Approach and Methodology .............................................. 10

4.1 Study Scenarios ................................................................................................................. 10

4.2 Methodology ..................................................................................................................... 10

4.2.1 Intersections .......................................................................................................... 10

4.2.2 Street Segments ..................................................................................................... 10

4.3 Level of Service Standards ............................................................................................... 10

5.0 Analysis of Existing Conditions .............................................................................................. 12

5.1 Peak Hour Intersection Levels of Service ......................................................................... 12

5.2 Daily Street Segment Levels of Service ........................................................................... 12

6.0 Near-Term (Interim Year 2027) Conditions ......................................................................... 15

6.1 Network Conditions .......................................................................................................... 15

6.2 Near-Term (Interim Year 2027) Traffic Volumes ............................................................ 15

7.0 Trip Generation/Distribution/Assignment ............................................................................ 17

7.1 Trip Generation ................................................................................................................. 17

7.1.1 Trip Rates .............................................................................................................. 17

7.1.2 Project Trips .......................................................................................................... 17

7.2 Trip Distribution and Assignment .................................................................................... 17

8.0 Analysis of Near-Term Scenarios ........................................................................................... 22

8.1 Near-Term Without Project .............................................................................................. 22

8.1.1 Intersection Analysis ............................................................................................. 22

8.1.2 Segment Operations .............................................................................................. 22

8.2 Near-Term + Project ......................................................................................................... 22

8.2.1 Intersection Analysis ............................................................................................. 22

8.2.2 Segment Operations .............................................................................................. 22

9.0 Long-Term (Year 2050) Conditions ....................................................................................... 26

9.1 Long-Term (Year 2050) Network Conditions .................................................................. 26

9.2 Long-Term (Year 2050) Traffic Volumes ........................................................................ 26

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-24-3940 Santa Fe Flores Townhomes Project
N:\3940 - Santa Fe Flores\Report\LTA\3940.LTA_Dec 2025.docx iii

9.3 Existing and Proposed Zoning .......................................................................................... 26

10.0 Analysis of Long-Term Scenarios........................................................................................... 30

10.1 Long-Term Without Project .............................................................................................. 30

10.1.1 Intersection Analysis ............................................................................................. 30

10.1.2 Segment Operations .............................................................................................. 30

10.2 Long-Term + Project ........................................................................................................ 30

10.2.1 Intersection Analysis ............................................................................................. 30

10.2.2 Segment Operations .............................................................................................. 30

11.0 Active Transportation Review ................................................................................................ 34

11.1 Bicycle Network ............................................................................................................... 34

11.2 Pedestrian Conditions ....................................................................................................... 34

11.3 Existing Transit Conditions .............................................................................................. 35

12.0 Access Assessment .................................................................................................................... 36

13.0 Conclusions ............................................................................................................................... 39

APPENDICES

APPENDIX
A. Intersection and Segment Count Sheets
B. City of San Marcos Roadway Classification Table
C. Existing Analysis Worksheets
D. K&D Factors Definitions
E. Travel Route Maps
F. Near-Term Analysis Worksheets
G. Near-Term + Project Analysis Worksheets
H. Long-Term Analysis Worksheets
I. Long-Term + Project Analysis Worksheet
J. Sight Distance Exhibit

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-24-3940 Santa Fe Flores Townhomes Project
N:\3940 - Santa Fe Flores\Report\LTA\3940.LTA_Dec 2025.docx iv

LIST OF FIGURES
SECTION—FIGURE # PAGE
Figure 2–1 Vicinity Map ................................................................................................................. 3 Figure 2–2 Project Area Map .......................................................................................................... 4 Figure 2–3 Project Site Plan ............................................................................................................ 5 Figure 3–1 Existing Conditions Diagram ........................................................................................ 8 Figure 3–2 Existing Traffic Volumes .............................................................................................. 9 Figure 6–1 Near-Term without Project Traffic Volumes .............................................................. 16 Figure 7–1 Project Traffic Distribution ......................................................................................... 19 Figure 7–2 Project Traffic Volumes .............................................................................................. 20 Figure 7–3 Near-Term + Project Traffic Volumes ........................................................................ 21 Figure 9–1 Long-Term without Project Traffic Volumes ............................................................. 28 Figure 9–2 Long-Term + Project Traffic Volumes ....................................................................... 29 Figure 12–1 Pre & Post Project Site Driveway Traffic Volumes ................................................... 38

LIST OF TABLES
SECTION—TABLE # PAGE
Table 5–1 Existing Intersection Operations ........................................................................................ 13 Table 5–2 Existing Street Segment Operations .................................................................................. 14 Table 7-1 Project Trip Generation ...................................................................................................... 18 Table 8–1 Near-Term Intersection Operations ................................................................................... 24 Table 8–2 Near-Term Street Segment Operations .............................................................................. 25 Table 9-1 Trip Generation Comparison .............................................................................................. 27 Table 10–1 Long-Term Intersection Operations ................................................................................. 32 Table 10–2 Long-Term Street Segment Operations ........................................................................... 33 Table 12-1 Santa Fe Las Flores Trip Generation ................................................................................ 36 Table 12-2 Access Driveway Operations ........................................................................................... 37 Table 12-3 Gourmet Liquor Driveway Counts ................................................................................... 37

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-24-3940 Santa Fe Flores Townhomes Project
N:\3940 - Santa Fe Flores\Report\LTA\3940.LTA_Dec 2025.docx 1 LOCAL TRANSPORTATION ANALYSIS

SANTA FE FLORES TOWNHOMES PROJECT
San Marcos, California
December 2025

1.0 INTRODUCTION
Linscott, Law & Greenspan, Engineers (LLG) has prepared the following Local Transportation Analysis (LTA) for the proposed Santa Fe Flores Townhomes project (proposed Project) located at 2966, 2972 and 2982 S. Santa Fe Avenue on the northwest corner of the S. Santa Fe Avenue / N. Las Flores Drive intersection in the City of San Marcos.

Transportation impact analyses within the City of San Marcos includes two sets of requirements.  CEQA Analysis primarily consisting of Vehicle Miles Traveled (VMT) analysis. Impacts to pedestrians, bicyclists, transit, hazards, and emergency access are also addressed. This is addressed under a separate cover.
 Non-CEQA Local Transportation Analysis to evaluate the effects of a development project on the circulation network. The analysis is used to determine consistency with the City’s General Plan.

The following items are included in this transportation study:
 Project Description
 Existing Conditions Discussion
 Local Transportation Analysis Approach and Methodology  Analysis of Existing Conditions
 Near-Term Conditions Discussion
 Trip Generation, Distribution, and Assignment
 Analysis of Near-Term Scenarios
 Long-Term Conditions Discussion
 Analysis of Long-Term Scenarios
 Active Transportation Review
 Access Assessment
 Conclusions

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-24-3940 Santa Fe Flores Townhomes Project
N:\3940 - Santa Fe Flores\Report\LTA\3940.LTA_Dec 2025.docx 2 2.0 PROJECT DESCRIPTION
The Project is located in the city of San Marcos at 2966, 2972 and 2982 South Santa Fe Avenue adjacent to North Las Flores Drive on assessor parcel numbers 217 -161-1800, 217-161-1900 and 217-161-1700. The 2.6-acre Project site is undeveloped and is currently designated Commercial and Light Industrial in the City General Plan and zoned as Commercial and Light Industrial. The P roject would be located on a previously graded site and require a General Plan amendment and Rezone to Multifamily Residential to allow the development of 46 multi-family residential units that would be 3 stories in height.

Access to the site will be provided via a single right-in/right-out only driveway on S. Santa Fe Avenue.

Figure 2–1 shows the vicinity map. Figure 2–2 shows a more detailed project area map. Figure 2–3 shows the conceptual site plan for the Project.

S.D.

COUNTY

CARLSBAD

CORONADO

ENCINITAS
SOLANA
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OCEANSIDE
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SAN MARCOS
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SANTEE

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LEMON
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NATIONAL
CITY

SAN DIEGO
S.D. COUNTYS.D. COUNTY

ESCONDIDO
Time: 1:59 PM
Date: 11/24/2025
N:\3940\Figures
Vicinity Map
Figure 2-1
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Project Area Map
Santa Fe Flores Townhomes
N:\3940\Figures Figure 2-2
Project
Site
78 Date: 11/26/25
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XXXXXXXXXXXXXXXXXXXXXXXXXXXX
TOWNHOME 1OME 1TOWNOW
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GRAPHIC SCALE: 1" =
0 20' 40' 60'

BUILDINGS & PRIVATE ROADS

REMEDIAL EARTHWORK STUDY
PLSA JOB NUMBER : 3527
SCALE : 1"=20'
DATE : 10/3/2024
SHEET 1 OF 1
TOWNHOME 7
TOWNHOME 5 & 6
TOWNHOME NO.

TOWNHOME 1 & 2
TOWNHOME 3 & 4

OVEREXCAVATION AREA
8,483 SF (10' OFFSET FROM BUILDING)
16,288 SF (10' OFFSET FROM BUILDING)
16,045 SF (10' OFFSET FROM BUILDING)
20,317 SF (10' OFFSET FROM BUILDING)
RAW REMEDIAL OVEREXCAVATION VOLUME*
1,571 CY **
3,016 CY **
2,971 CY **
11,320 CY **
3,762 CY **
* RAW REMEDIAL OVERXCAVATION QUANTITIES ARE ESTIMATES ONLY. CONTRACTOR/OWNER SHALL NOT RELY UPON QUANTITIES FOR BID PURPOSES. CONTRACTOR/OWNER TO VERIFY EARTHWORK QUANTITIES TO THEIR SATISFACTION. ** RAW OVEREXCAVATION VOLUMES FOR BUILDINGS AND ROADS ASSUMES 5' DEEP OVEREXCAVATION PER GEOTECHNICAL ENGINEER'S RECOMMENDATIONS IN GEOCON'S GEOTECHNICAL INVESTIGATION FOR PROJECT NO. G3355-42-01 DATED AUGUST 12, 2024.

LEGEND

PROPERTY LINE

APPROXIMATE LIMITS OF BUILDING REMEDIAL OVEREXCAVATION
TOTAL BUILDING OVEREXCAVATION VOLUME:

PRIVATE ROADS

ALL PRIVATE ROADS

OVEREXCAVATION AREA
28,590 SF (5' OFFSET FROM EDGE OF ROAD)
RAW REMEDIAL OVEREXCAVATION VOLUME*
5,294 CY **

APPROXIMATE LIMITS OF PRIVATE ROAD REMEDIAL OVEREXCAVATION Project Site Plan
Figure 2-3
Santa Fe Flores Townhomes
N:\3940\Figures
Date: 11/26/25
90’
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LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-24-3940 Santa Fe Flores Townhomes Project
N:\3940 - Santa Fe Flores\Report\LTA\3940.LTA_Dec 2025.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. The study area includes the following intersections and street segments based on the anticipated distribution of the project traffic:

Intersections:

1. S. Santa Fe Avenue / Smilax Road

2. S. Santa Fe Avenue / Bosstick Boulevard

3. S. Santa Fe Avenue / Community Drive

4. S. Santa Fe Avenue / N. Las Flores Drive

5. N. Las Flores Drive / Hollencrest Road

6. S. Santa Fe Avenue (W. Mission Road) / N. Rancho Santa Fe Road

7. Capalina Road / Hollencrest Road

8. N. Rancho Santa Fe Road / Capalina Road

Segments:

S. Santa Fe Avenue

1. Smilax Road to Bosstick Boulevard

2. Bosstick Boulevard to Community Drive

3. Community Drive to N. Las Flores Drive

4. N. Las Flores Drive to N. Rancho Santa Fe Road

5. N. Rancho Santa Fe Road to N. Pacific Street
Hollencrest Road

6. De Leone Road to Hollenbeck Road

N. Rancho Santa Fe Road

7. S. Santa Fe Avenue to Capalina Road

3.1 Existing Street Network
The principal roadways in the project study area are described briefly below. Roadway classification was determined from a review of the City of San Marcos Mobility Element and information gathered from field observations.

S. Santa Fe Avenue is currently constructed as a 2 -lane undivided roadway north of Bosstick Boulevard, and as a 4 -lane divided roadway south of Bosstick Boulevard. The posted speed limit is 45 mph. On- street parking is prohibited. Class II bike lanes are provided. S. Santa Fe Avenue is classified as a 4 -Lane Arterial with Enhanced Bicycle/Pedestrian Facilities on the City’s Mobility Element.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-24-3940 Santa Fe Flores Townhomes Project
N:\3940 - Santa Fe Flores\Report\LTA\3940.LTA_Dec 2025.docx 7 N. Las Flores Drive is constructed as a 2 -lane undivided roadway. The posted speed limit is 25 mph. On-street parking is permitted on both sides of the roadway south of S. Santa Fe Avenue, and prohibited north of S. Santa Fe Avenue . No bicycle facilities are present. N . Las Flores Drive is unclassified on the City’s Mobility Element.

N. Rancho Santa Fe Road is constructed as a 4-lane divided roadway. The posted speed limit is 40 mph. On-street parking is prohibited. Class II bike lanes are provided. Within the Project study area, N. Rancho Santa Fe Road is classified as a 4 -lane Arterial with Class II or III Bicycle Facilities and Sidewalks on the City’s Mobility Element.

Capalina Road is constructed as a 2-lane undivided roadway west of Hollenbeck Road, and as a 2- lane undivided roadway with a two- way left-turn lane east of Hollenbeck Road. The posted speed limit is 25 mph . On-street parking is generally permitted on both sides of the roadway west of N.

Rancho Santa Fe Road and prohibited on both sides of the roadway east of N. Rancho Santa Fe Road. Sidewalks are provided. There are no bicycle facilities present. Capalina Road is unclassified on the City’s Mobility Element.

3.2 Existing Traffic Volumes
Average daily traffic (ADT) volumes and peak hour (7:00- 9:00 AM and 4:00-6:00 PM) intersection turning movement counts, including bicycle and pedestrian counts, were conducted in February 2022 within the Project study area.

Figure 3–2 shows the Existing Traffic Volumes. Appendix A contains the manual count sheets. ?
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Time: 1:11 PM
Date: 11/24/2025
N:\3940\Figures
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Time: 1:12 PM
Date: 11/24/2025
N:\3940\Figures
Existing Traffic Volumes
Figure 3-2
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215 / 156
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239 / 143
78 / 14
69 / 93
35 / 82
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21 / 39
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10 / 7
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466 / 877
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7 / 4
9 / 6
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38 / 34
11 / 2
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494 / 591
44 / 35
29 / 20
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40 / 4027 / 71
511 / 878
61 / 77
12 / 31
25 / 11
7 / 3
4 / 5
51 / 54
273 / 206
400 / 717
336 / 376
116 / 15486 / 333
236 / 344
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104 / 33
48 / 80
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361 / 344
12 / 13
17 / 21
12 / 33
85 / 84
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327 / 624
154 / 195231 / 109
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Intersection AM / PM Peak Hour Volumes
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LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-24-3940 Santa Fe Flores Townhomes Project
N:\3940 - Santa Fe Flores\Report\LTA\3940.LTA_Dec 2025.docx 10 4.0 LOCAL TRANSPORTATION ANALYSIS APPROACH AND METHODOLOGY

4.1 Study Scenarios
The following scenarios were analyzed:
 Existing Conditions.
 Near-Term (Interim Year) Conditions are based on the SANDAG pre-established interim year scenario closest to the project’s anticipated opening year.  Near-Term (Interim Year) Plus Project Conditions include project-generated traffic added to interim year volumes.
 Long-Term (Year 2050) Conditions with the current zoning.  Long-Term (Year 2050) Plus Project (with proposed zoning).

4.2 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. Level of service provides an index to the operational qualities of a roadway segment or an intersection. Level of service designations range from A to F, with LOS A representing the best operating conditions and LOS F representing the worst operating conditions. Level of service designation is reported differently for signalized and unsignalized intersections, as well as for roadway segments.

4.2.1 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 6
th Edition (HCM 6), with the assistance of the Synchro 10 computer software. The delay values (represented in seconds) were qualified with a corresponding intersection Level of Service (LOS).

Unsignalized intersections were analyzed under AM and PM peak hour conditions. Average vehicle delay and Levels of Service (LOS) was determined based upon the procedures found in Chapter 20 and Chapter 21 of the HCM 6 with the assistance of the Synchro 10 computer software.

4.2.2 Street Segments
Street segment analysis is based upon the comparison of daily traffic volumes (ADTs ) to the City of San Marcos’s Roadway Classification, Level of Service, and ADT Table . This table provides segment capacities for different street classifications, based on traffic volumes and roadway characteristics. The City of San Marcos’s Roadway Classification, Level of Service, and ADT Table is attached in Appendix B.

4.3 Level of Service Standards
The City of San Marcos strives to maintain intersection and roadway segment operations based on LOS standards outlined in the General Plan Mobility Element. If the addition of the traffic generated

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-24-3940 Santa Fe Flores Townhomes Project
N:\3940 - Santa Fe Flores\Report\LTA\3940.LTA_Dec 2025.docx 11 from a proposed project results in any one of the following, improvements should be identified to increase performance to acceptable or pre-project conditions under each scenario:
 Triggers an intersection operating at acceptable LOS to operate at unacceptable LOS and increases the delay by more than 2.0 seconds.
 Increases the delay for a study intersection that is already operating at unacceptable LOS by more than 2.0 seconds.
 Triggers a roadway segment operating at acceptable LOS to operate at unacceptable LOS and increases the volume/capacity (V/C) ratio by more than 0.02.  Increases the V/C ratio for a study roadway segment that is already operating at unacceptable LOS by more than 0.02.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-24-3940 Santa Fe Flores Townhomes Project
N:\3940 - Santa Fe Flores\Report\LTA\3940.LTA_Dec 2025.docx 12 5.0 ANALYSIS OF EXISTING CONDITIONS

5.1 Peak Hour Intersection Levels of Service
Table 5–1 summarizes the peak hour intersection operations under Existing conditions. As seen in Table 5–1, the study intersections are calculated to operate acceptably at LOS D or better, with the exception of S. Santa Fe Avenue / Smilax Road, where the minor -street left -turn movement is calculated to operate at LOS F.

Appendix C contains the Existing intersection analysis worksheets.

5.2 Daily Street Segment Levels of Service
Table 5–2 summarizes the street segment operations under Existing conditions. As seen in Table 5– 2, the study street segments are calculated to operate acceptably at LOS D or better with the exception of S. Santa Fe Avenue between Smilax Road and Bosstick Boulevard, which is calculated to operate at LOS F.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-24-3940 Santa Fe Flores Townhomes Project
N:\3940 - Santa Fe Flores\Report\LTA\3940.LTA_Dec 2025.docx 13 TABLE 5–1

EXISTING INTERSECTION OPERATIONS
Intersection Control
Type
Peak
Hour
Existing
Delaya LOSb

1. S. Santa Fe Avenue / Smilax Road MSSCc AM >100 F
PM >100 F

2. S. Santa Fe Avenue / Bosstick Boulevard Signal AM 16.7 B PM 17.3 B

3. S. Santa Fe Avenue / Community Drive MSSC AM 17.3 C
PM 32.6 D

4. S. Santa Fe Avenue / N. Las Flores Drive Signal AM 18.6 B PM 19.9 B

5. N. Las Flores Drive / Hollencrest Road MSSC AM 8.9 A PM 8.9 A

6. S. Santa Fe Avenue (W. Mission Road) / N.

Rancho Santa Fe Rd Signal
AM 12.7 B
PM 14.5 B

7. Capalina Road / Hollencrest Road MSSC AM 11.7 B
PM 10.9 B

8. N. Rancho Santa Fe Rd / Capalina Road Signal AM 29.3 C PM 28.6 C

Footnotes:
a. Average delay expressed in seconds per vehicle.
b. Level of Service.
c. MSSC = Minor-Street Stop Controlled intersection. Worst-case movement level of service reported.

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

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-24-3940 Santa Fe Flores Townhomes Project
N:\3940 - Santa Fe Flores\Report\LTA\3940.LTA_Dec 2025.docx 14 TABLE 5–2

EXISTING STREET SEGMENT OPERATIONS
Street Segment Classification Capacity
(LOS E) a ADT b LOS c V/C d
S. Santa Fe Avenue

1. Smilax Road to Bosstick
Boulevard 2-Lane Collector 8,000 14,850 F 1.856

2. Bosstick Boulevard to
Community Drive
4-Lane Arterial with Class
II or Class III Bike Lanes 40,000 16,660 B 0.417

3. Community Drive to N. Las
Flores Drive
4-Lane Arterial with Class
II or Class III Bike Lanes 40,000 16,660 B 0.417

4. N. Las Flores Drive to N. Rancho
Santa Fe Road
4-Lane Arterial with Class
II or Class III Bike Lanes 40,000 14,600 A 0.365

5. N. Rancho Santa Fe Road to N.

Pacific Street
4-Lane Arterial with Class
II or Class III Bike Lanes 40,000 13,500 A 0.338

Hollencrest Road

6. De Leone Road to Hollenbeck
Road 2-Lane Sub-Collector 2,200e 560 +C 0.070

N. Rancho Santa Fe Road

7. S. Santa Fe Avenue to Capalina
Road
4-Lane Arterial with Class
II or Class III Bike Lanes 40,000 11,730 A 0.293
Footnotes:
a. Capacities based on based on the City of San Marcos’ Roadway Classifications, Capacity, and LOS (see Appendix B). b. Average Daily Traffic Volumes.
c. Level of Service.
d. Volume to Capacity.
e. Levels of service are not applied to residential streets since their primary purpose is to serve abutting lots, not carry through traffic. Per the City of San Marcos’ Roadway Classifications, Capacity, and LOS, the LOS C capacity of a Sub-Collector is 2,200 ADT.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-24-3940 Santa Fe Flores Townhomes Project
N:\3940 - Santa Fe Flores\Report\LTA\3940.LTA_Dec 2025.docx 15 6.0 NEAR-TERM (INTERIM YEAR 2027) CONDITIONS
This section describes Near -Term (Interim Year 2027) roadway network and traffic volume conditions. Year 2027 was selected as the closest to the opening year of the proposed Project , based on SANDAG’s pre-established interim year scenarios.

6.1 Network Conditions
The existing street system as illustrated in Figure 3 –1 is assumed for Near -Term (Interim Year 2025) conditions with no assumed improvements within the study area.

6.2 Near-Term (Interim Year 2027) Traffic Volumes
To forecast future traffic volumes for Near- Term (Interim Year 2027) conditions, the SANDAG ABM2+ model was first utilized to forecast Year 2050 volumes. Year 2027 traffic volumes were then developed based on an interpolation between Existing and Year 2050 traffic volumes. The forecasted ADT volumes were then used to calculate peak hour volumes based partially on the existing relationship between ADT and peak hour volumes.

Several other traffic engineering principles and factors such as the K -factor (the proportion of daily volume that occurs during the peak period) and D -factor (the directional split of the traffic volumes) were also considered in the forecast analysis (see Appendix D for definitions). The forecast volumes were also checked for consistency between intersections, where no driveways or roadways exist between intersections, and were compared to existing volumes for accuracy.

Figure 6–1 illustrates the peak hour and ADT segment volumes under the Near-Term scenario. ?
?
LasFloresDr
HollenbeckRd
SmilaxRd
HollencrestRd
Capalina Rd
BosstickBlvd
CommunityDr
N LasFlores Dr
Capalina Rd
N Rancho Santa Fe Rd WMissionRd
S Santa FeAve
14,650
12,730
610
18,080
18,080
15,840
16,110
1 2
4 5
6 7
8 3
"Ã78
Time: 1:14 PM
Date: 11/24/2025
N:\3940\Figures
Near-Term without Project Traffic Volumes
Figure 6-1
[
Santa Fe Flores Townhomes
J
L
LJD D
D
D L
L D
LD J L
J
JD
LD
JL
LJ DD
LJD
LJD
LJ
J D
LD
LJ
LJ
JD
L D
L D
LJ
J D
LJ D
LJD
LJD
LJ D
Capalina Rd
Hollencrest Rd
Hollencrest Rd
N. Rancho Santa Fe Rd
S. Santa Fe Ave
S. Santa Fe Ave
N. Rancho Santa Fe Rd
Smilax Rd Springdale Ex. Dwy
Bosstick Rd
Capalina Rd
Community DrLas Flores Dr
Las Flores Dr
S. Santa Fe Ave
S. Santa Fe Ave
S. Santa Fe Ave
W. Mission Rd
307 / 572160 / 246
237 / 173
434 / 698
100 / 113
261 / 155
93 / 17
82 / 110
41 / 98
23 / 13
23 / 41
7 / 13
10 / 8
517 / 654
103 / 46
490 / 922
619 / 741
10 / 38
8 / 5
9 / 7
681 / 1,064
7 / 7
40 / 35
13 / 3
131 / 54
36 / 55
35 / 81
513 / 614
47 / 36
31 / 22
3 / 3
42 / 4228 / 74
530 / 912
66 / 83
13 / 33
26 / 13
8 / 4
5 / 6
54 / 59
289 / 217
427 / 766
358 / 402
126 / 16894 / 361
249 / 365
6 / 4
105 / 34
48 / 82
68 / 156
189 / 102
0 / 2
7 / 23
386 / 368
13 / 14
19 / 23
13 / 34
86 / 85
118 / 103
349 / 666
157 / 198234 / 111
17 / 23
6 / 8
1 2 3 4
8 7
65 Study Intersections
Intersection AM / PM Peak Hour Volumes
#
DJL
XX,XXX Street Segment ADT

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-24-3940 Santa Fe Flores Townhomes Project
N:\3940 - Santa Fe Flores\Report\LTA\3940.LTA_Dec 2025.docx 17 7.0 TRIP GENERATION/DISTRIBUTION/ASSIGNMENT
As described in Section 2, the proposed Project would provide 46 multi-family dwelling units . The following is a discussion of the traffic expected to be generated by the Project.

7.1 Trip Generation

7.1.1 Trip Rates
Trip generation for the Project’s multi-family housing was estimated using trip rates from SANDAG’s (Not So) Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region, April 2002. The trip generation rate for “Townhomes (or any multi-family 6 -20 DU/acre)” was used based on the proposed use.

7.1.2 Project Trips
Table 7–1 tabulates the total Project traffic generation. The Project is calculated to generate a total of 368 ADT with 29 AM peak hour trips ( 6 inbound / 23 outbound) and 37 PM peak hour trips ( 26 inbound and 11 outbound).

7.2 Trip Distribution and Assignment
The traffic generated by the Project was distributed and assigned based on anticipated traffic patterns to and from the site , suggested travel routes provided by Google Maps (additional information provided in Appendix E), and the Project site’s proximity to state highways and arterials.

Access to the site will be restricted to right -in/right-out movements via S. Santa Fe Avenue.

Therefore, westbound to eastbound U-turns were assumed at the S. Santa Fe Avenue / Community Drive intersection for a portion of the Project’s outbound trips and eastbound to westbound U -turns were assumed at the S. Santa Fe Avenue / N. Las Flores Drive intersection for a portion of the Project’s inbound trips.

Residents traveling to/from the SR 78 / Rancho Santa Fe Road interchange have a few route options, including traveling along N. Las Flores Drive to/from Capalina Road and/or Hollencrest Road.

Given the Project’s proposed right- in/right-out access via S. Santa Fe Avenue and a review of the suggested travel routes provided by Google Maps, this “cut -thru” route is not expected to be a major attractor of Project trips. The potential for cut -thru traffic would be much greater if access to the Project were provided via N . Las Flores Drive and residents were able to travel straight thru the traffic signal at S . Santa Fe Avenue / N. Las Flores Drive on their way to/from the interchange.

Nevertheless, to provide a conservative analysis of potential cut -thru traffic, 20% of the Project’s trips were assumed along Capalina Road and/or Hollencrest Road. This equates to 40 additional ADT on Hollencrest Road, with three (3) trips during the AM peak hour and four (4) trips during the PM peak hour.

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

Figure 7–3 shows the Near-Term + Project traffic volumes.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-24-3940 Santa Fe Flores Townhomes Project
N:\3940 - Santa Fe Flores\Report\LTA\3940.LTA_Dec 2025.docx 18 TABLE 7-1

PROJECT TRIP GENERATION
Land Use Size
Daily Trip Ends
(ADT)b AM Peak Hour PM Peak Hour
Rate a Volume % of
ADT
In:Out
Split
Volume % of
ADT
In:Out
Split
Volume
In Out Total In Out Total
Proposed Project
Townhomes c 46 DU 8 /DU 368 8% 20 : 80 6 23 29 10% 70 : 30 26 11 37 Project Total 368 6 23 29 26 11 37
Footnotes:
a. Trip rates from SANDAG's (Not So) Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region b. Average Daily Trips
c. 46 DU proposed on 2.23 net-acres (about 20.1 DU/acre). Therefore, the 'Residential: Condominium (or any multi-family 6-20 DU/acre)' rate was used to calculate the Project's trip generation. ?
?
LasFloresDr
HollenbeckRd
SmilaxRd
HollencrestRd
Capalina Rd
BosstickBlvd
CommunityDr
N LasFlores Dr
Capalina Rd
N Rancho Santa Fe Rd WMissionRd
S Santa FeAve
1 2
4 5
6 7
8 3
"Ã78
Time: 1:16 PM
Date: 11/24/2025
N:\3940\Figures
Project Traffic Distribution
Figure 7-1
[
Santa Fe Flores Townhomes
j
JL d
J
j
ja
J
A
J
D
lj
j d
L
J
lj
J
D
d
LJ
j
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JD
l
Capalina Rd
Hollencrest Rd
Hollencrest Rd
N. Rancho Santa Fe Rd
S. Santa Fe Ave
S. Santa Fe Ave
N. Rancho Santa Fe Rd
Smilax Rd Springdale Ex. Dwy
Bosstick Rd
Capalina Rd
Community DrLas Flores Dr
Las Flores Dr
S. Santa Fe Ave
S. Santa Fe Ave
S. Santa Fe Ave
W. Mission Rd
1 2 3 4
8 7
65 Study Intersection
Inbound Trip Distribution
Outbound Trip Distribution
Regional Trip Distribution
#
XX %
DJL
djl
10%
20%
10%
20%
30%
30%
30%
70%
30%
50%
30%
20%
50%
20%
10%
10%
10%
10%
20%
30%
30%
20%
10%
10%
10%
10%
30%
20%
20%
30%
20%
10%
30%
30%
50%
20%
10%
10%
10%
20%30%
30%
20%
?
?
LasFloresDr
HollenbeckRd
SmilaxRd
HollencrestRd
Capalina Rd
BosstickBlvd
CommunityDr
N LasFlores Dr
Capalina Rd
N Rancho Santa Fe Rd
W
MissionRd
S Santa FeAve
70110
40 370
110
180
110
1 2
4 5
6 7
8 3
"Ã78
Time: 1:19 PM
Date: 11/24/2025
N:\3940\Figures
Project Traffic Volumes
Figure 7-2
[
Santa Fe Flores Townhomes
J
JL D
J
J
JA
J
A
J
D
LJ
J D
L
J
LJ
J
D
D
LJ
J
J
JD
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Capalina Rd
Hollencrest Rd
Hollencrest Rd
N. Rancho Santa Fe Rd
S. Santa Fe Ave
S. Santa Fe Ave
N. Rancho Santa Fe Rd
Smilax Rd Springdale Ex. Dwy
Bosstick Rd
Capalina Rd
Community DrLas Flores Dr
Las Flores Dr
S. Santa Fe Ave
S. Santa Fe Ave
S. Santa Fe Ave
W. Mission Rd
5 / 2
1 / 5
1 / 3
2 / 1
2 / 8
7 / 3
7 / 3
16 / 8
2 / 8 2 / 8
2 / 13
2 / 54 / 2
11 / 6
2 / 1
2 / 1
1 / 3
1 / 2
7 / 3
4 / 3
0 / 5
2 / 8
2 / 1
1 / 3
1 / 2
2 / 1
7 / 3
2 / 8
2 / 5
4 / 2
1 2 3 4
8 7
65 Study Intersections
Intersection AM / PM Peak Hour Volumes
#
DJL
XX,XXX Street Segment ADT
?
?
LasFloresDr
HollenbeckRd
SmilaxRd
HollencrestRd
Capalina Rd
BosstickBlvd
CommunityDr
N LasFlores Dr
Capalina Rd
N Rancho Santa Fe Rd WMissionRd
S Santa FeAve
14,720
12,840
650
18,450
18,190
16,020
16,220
1 2
4 5
6 7
8 3
"Ã78
Time: 1:21 PM
Date: 11/24/2025
N:\3940\Figures
Near-Term + Project Traffic Volumes
Figure 7-3
[
Santa Fe Flores Townhomes
J
L
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D
D L
L D
LD J L
J
JD
LD
JL
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LJD
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LD
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JD
L D
L D
LJ
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LJ D
LJD
LJD
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Capalina Rd
Hollencrest Rd
Hollencrest Rd
N. Rancho Santa Fe Rd
S. Santa Fe Ave
S. Santa Fe Ave
N. Rancho Santa Fe Rd
Smilax Rd Springdale Ex. Dwy
Bosstick Rd
Capalina Rd
Community DrLas Flores Dr
Las Flores Dr
S. Santa Fe Ave
S. Santa Fe Ave
S. Santa Fe Ave
W. Mission Rd
312 / 574161 / 249
237 / 173
435 / 703
100 / 113
263 / 156
93 / 17
82 / 110
41 / 98
23 / 13
23 / 41
7 / 13
10 / 8
524 / 657
103 / 46
492 / 930
626 / 744
26 / 46
8 / 5
9 / 7
683 / 1,072
7 / 7
40 / 35
13 / 3
131 / 54
38 / 63
35 / 81
515 / 627
47 / 36
31 / 22
3 / 3
44 / 4732 / 76
541 / 918
68 / 84
15 / 34
27 / 16
8 / 4
5 / 6
55 / 61
296 / 220
431 / 769
358 / 407
126 / 16894 / 361
251 / 373
6 / 4
107 / 35
49 / 85
69 / 158
191 / 103
0 / 2
7 / 23
393 / 371
13 / 14
19 / 23
13 / 34
86 / 85
118 / 103
351 / 674
159 / 203238 / 113
17 / 23
6 / 8
1 2 3 4
8 7
65 Study Intersections
Intersection AM / PM Peak Hour Volumes
#
DJL
XX,XXX Street Segment ADT

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-24-3940 Santa Fe Flores Townhomes Project
N:\3940 - Santa Fe Flores\Report\LTA\3940.LTA_Dec 2025.docx 22 8.0 ANALYSIS OF NEAR-TERM SCENARIOS
The following section presents the analysis of study area intersections and street segments under Near-Term conditions without and with the Project.

8.1 Near-Term Without Project

8.1.1 Intersection Analysis
Table 8–1 summarizes the intersection operations under Near-Term without Project conditions. As seen in Table 8–1, the study intersections are calculated to operate acceptably at LOS D or better with the exception of S. Santa Fe Avenue / Smilax Road, where the minor -street left-turn movement is calculated to continue to operate at LOS F.

Appendix F contains the Near-Term without Project intersection analysis calculation worksheets.

8.1.2 Segment Operations
Table 8–2 summarizes the street segment operations under Near-Term without Project conditions.

As seen in Table 8–2, the study street segments are calculated to operate acceptably at LOS D or better with the exception of S. Santa Fe Avenue between Smilax Road and Bosstick Boulevard, which is calculated to continue to operate at LOS F.

8.2 Near-Term + Project

8.2.1 Intersection Analysis
Table 8–1 summarizes the intersection operations under Near-Term + Project conditions. As seen in Table 8–1, with the addition of Project traffic, the study intersections are calculated to continue to operate acceptably at LOS D or better with the exception of the following:

S. Santa Fe Avenue / Smilax Road, where the minor- street left -turn movement is calculated to continue to operate at LOS F , and S. Santa Fe Avenue / Community Drive , where the intersection is calculated to operate at LOS E in the PM peak hour.

Based on the established Level of Service Standards outlined in Section 4.3, the Project is calculated to result in a substantial effect to the S. Santa Fe Avenue / Smilax Road intersection. Roadway improvements to address this Level of Service deficiency are proposed in Section 13.0.

The Project is not calculated to result in a substantial effect to the S. Santa Fe Avenue / Community Drive intersection as the Project does not trigger the intersection to operate at unacceptable LOS and increase the delay by more than 2.0 seconds. The Project increases the delay by 1.8 seconds.

Therefore, the Project is not calculated to result in a substantial effect to the S. Santa Fe Avenue / Community Drive intersection and no improvements are required.

Appendix G contains the Near-Term + Project intersection analysis calculation worksheets.

8.2.2 Segment Operations
Table 8–2 summarizes the street segment operations under Near-Term + Project conditions. As seen in Table 8–2, with the addition of Project traffic, the study street segments are calculated to continue

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-24-3940 Santa Fe Flores Townhomes Project
N:\3940 - Santa Fe Flores\Report\LTA\3940.LTA_Dec 2025.docx 23 to operate acceptably at LOS D or better with the exception of S. Santa Fe Avenue between Smilax Road and Bosstick Boulevard, which is calculated to continue to operate at LOS F.

The Project-related increase in the V/C ratio for the above -listed street segment already operating at an unacceptable LOS is less than the threshold of 0.02. The Project is not calculated to result in a substantial effect to the study segment and no improvements are required.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-24-3940 Santa Fe Flores Townhomes Project
N:\3940 - Santa Fe Flores\Report\LTA\3940.LTA_Dec 2025.docx 24 TABLE 8–1

NEAR-TERM INTERSECTION OPERATIONS
Intersection Control
Type
Peak
Hour
Near-Term
Without Project
Near-Term
+ Project Δ c Substantial
Effect?
Delay a LOS b Delay LOS

1. S. Santa Fe Avenue / Smilax
Road MSSCd AM >100 F >100 F >10 Yes
PM >100 F >100 F >10 Yes

2. S. Santa Fe Avenue /
Bosstick Bouleavard Signal AM 17.8 B 17.9 B 0.1 No
PM 18.7 B 18.8 B 0.1 No

3. S. Santa Fe Avenue /
Community Drive
MSSC AM 17.5 C 18.3 C 0.8 No
PM 34.7 D 36.5 E 1.8 No

4. S. Santa Fe Avenue / N. Las
Flores Drive Signal AM 18.9 B 19.0 B 0.1 No
PM 21.1 C 21.8 C 0.7 No

5. N. Las Flores Drive /
Hollencrest Road MSSC AM 9.0 A 9.0 A 0.0 No
PM 9.0 A 9.0 A 0.0 No

6. S. Santa Fe Avenue (W.

Mission Road) / N. Rancho
Santa Fe Rd
Signal
AM 12.9 B 12.9 B 0.1 No
PM 15.3 B 15.3 B 0.0 No

7. Capalina Road / Hollencrest
Road
MSSC AM 11.7 B 11.8 B 0.1 No
PM 11.0 B 11.0 B 0.0 No

8. N. Rancho Santa Fe Rd /
Capalina Road Signal AM 30.1 C 30.7 C 0.6 No
PM 30.4 C 31.8 C 1.4 No

Footnotes:
a. Average delay expressed in seconds per vehicle.
b. Level of Service.
c. Δ denotes the increase in delay due to Project.
d. MSSC = Minor-Street Stop Controlled intersection. Worst-case level of service reported.

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

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-24-3940 Santa Fe Flores Townhomes Project
N:\3940 - Santa Fe Flores\Report\LTA\3940.LTA_Dec 2025.docx 25 TABLE 8–2

NEAR-TERM STREET SEGMENT OPERATIONS
Street Segment Capacity
(LOS E) a
Near-Term Without
Project
Near-Term With
Project Δe Substantial
Effect?
ADT b LOS c V/C d ADT LOS V/C
S. Santa Fe Avenue

1. Smilax Road to Bosstick
Boulevard 8,000 16,110 F 2.014 16,220 F 2.028 0.014 No

2. Bosstick Boulevard to
Community Drive 40,000 18,080 B 0.452
18,190 B 0.455 0.003 No

3. Community Drive to N. Las
Flores Drive 40,000 18,080 B 0.452 18,450 B 0.461 0.009 No

4. N. Las Flores Drive to N.

Rancho Santa Fe Road 40,000 15,840 B 0.396 16,020 B 0.401 0.005 No

5. N. Rancho Santa Fe Road to N.

Pacific Street 40,000 14,650 A 0.366
14,720 A 0.368 0.002 No

Hollencrest Road

6. De Leone Road to Hollenbeck
Road 2,200
f 610 +C 0.076 650 +C 0.081 0.005 No

N. Rancho Santa Fe Road

7. S. Santa Fe Avenue to
Capalina Road 40,000 12,730 A 0.318
12,840 A 0.321 0.003 No
Footnotes:
a. Capacities based on based on the City of San Marcos’ Roadway Classifications, Capacity, and LOS (see Appendix B) b. Average Daily Traffic Volumes.
c. Level of Service.
d. Volume to Capacity.
e. Δ denotes a Project-induced increase in the Volume to Capacity (V/C) ratio. f. Levels of service are not applied to residential streets since their primary purpose is to serve abutting lots, not carry through traffic. Per the City of San Marcos’ Roadway Classifications, Capacity, and LOS, the LOS C capacity of a Sub-Collector is 2,200 ADT.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-24-3940 Santa Fe Flores Townhomes Project
N:\3940 - Santa Fe Flores\Report\LTA\3940.LTA_Dec 2025.docx 26 9.0 LONG-TERM (YEAR 2050) CONDITIONS

9.1 Long-Term (Year 2050) Network Conditions
The Long-Term (Year 2050) street network in the SANDAG Series 14 forecast model includes changes to the roadway system in the vicinity of the study area including the planned widening of S.

Santa Fe Avenue between Smilax Road and Bosstick Boulevard to 4-lane Arterial standards per the City of San Marcos’ Mobility Element.

For the purposes of this traffic study, this network addition is assumed in the long- term traffic volumes forecast but no changes to the study area roadway geometry or intersection control as shown in Figure 3–1, were assumed.

9.2 Long-Term (Year 2050) Traffic Volumes
To forecast future traffic volumes for Long-Term (Year 2050) conditions , the SANDAG ABM2+ Model was utilized . The forecasted ADT volumes were then used to calculate peak hour volumes based partially on the existing relationship between ADT and peak hour volumes.

Figure 9–1 shows the Long Term (Year 2050) without Project traffic volumes. Figure 9–2 shows the Long Term (Year 2050) + Project traffic volumes.

9.3 Existing and Proposed Zoning
The Project si te is currently designated Commercial and Light Industrial in the City General Plan and zoned as Commercial and Light Industrial. The P roject requires a General Plan amendment and Rezone to Multifamily Residential . The Project will result in reduced traffic as compared to the current zoning. A comparison of the Project’s trip generation calculations and trip generation calculations for a conceptual development plan based on the current zoning is shown below in Table 9-1. As shown, the Project is calculated to generate approximately 180 fewer ADT as compared to the current zoning.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-24-3940 Santa Fe Flores Townhomes Project
N:\3940 - Santa Fe Flores\Report\LTA\3940.LTA_Dec 2025.docx 27 TABLE 9-1

TRIP GENERATION COMPARISON
Land Use Size
Daily Trip Ends
(ADT)b AM Peak Hour PM Peak Hour
Rate a Volume % of
ADT
In:Out
Split
Volume % of
ADT
In:Out
Split
Volume
In Out Total In Out Total
Existing Zoning (Commercial and Light Industrial)
Industrial / Business Park
(commercial included) 2.5 Acres 200 /Acre 500 12% 80 : 20 48 12 60 12% 20 : 80 12 48 60 Proposed Project
Townhomes c 46 DU 8 /DU 368 8% 20 : 80 6 23 29 10% 70 : 30 26 11 37 Net-New Trips -132 -42 11 -31 14 -37 -23
Footnotes:
a. Trip rates from SANDAG's (Not So) Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region b. Average Daily Trips
c. 46 DU proposed on 2.23 net-acres (about 20.1 DU/acre). Therefore, the 'Residential: Condominium (or any multi-family 6-20 DU/acre)' rate was used to calculate the Project's trip generation.

?
?
LasFloresDr
HollenbeckRd
SmilaxRd
HollencrestRd
Capalina Rd
BosstickBlvd
CommunityDr
N LasFlores Dr
Capalina Rd
N Rancho Santa Fe Rd WMissionRd
S Santa FeAve
24,400
16,800
830
22,200
22,200
21,300
22,200
1 2
4 5
6 7
8 3
"Ã78
Time: 1:21 PM
Date: 11/24/2025
N:\3940\Figures
Long-Term without Project Traffic Volumes
Figure 9-1
[
Santa Fe Flores Townhomes
J
L
LJD D
D
D L
L D
LD J L
J
JD
LD
JL
LJ DD
LJD
LJD
LJ
J D
LD
LJ
LJ
JD
L D
L D
LJ
J
LJ D
LJD
LJD
LJ D
Capalina Rd
Hollencrest Rd
Hollencrest Rd
N. Rancho Santa Fe Rd
S. Santa Fe Ave
S. Santa Fe Ave
N. Rancho Santa Fe Rd
Smilax Rd Springdale Ex. Dwy
Bosstick Rd
Capalina Rd
Community DrLas Flores Dr
Las Flores Dr
S. Santa Fe Ave
S. Santa Fe Ave
S. Santa Fe Ave
W. Mission Rd
420 / 790220 / 340
340 / 250
600 / 960
140 / 160
360 / 210
160 / 30
140 / 190
70 / 170
30 / 20
30 / 50
10 / 20
10 / 10
630 / 800
180 / 80
600 / 1,130
700 / 840
10 / 40
10 / 10
10 / 10
770 / 1,200
10 / 10
50 / 40
20 / 10
150 / 60
40 / 60
40 / 90
600 / 720
60 / 40
40 / 30
10 / 10
50 / 5030 / 90
620 / 1,070
90 / 110
20 / 40
30 / 20
10 / 10
10 / 10
70 / 80
360 / 270
550 / 990
460 / 520
170 / 230130 / 490
310 / 460
10 / 10
110 / 40
50 / 90
70 / 170
200 / 11010 / 30
500 / 480
20 / 20
30 / 30
20 / 40
90 / 90
130 / 110
450 / 860
170 / 210250 / 120
20 / 30
10 / 10
1 2 3 4
8 7
65 Study Intersections
Intersection AM / PM Peak Hour Volumes
#
DJL
XX,XXX Street Segment ADT
?
?
LasFloresDr
HollenbeckRd
SmilaxRd
HollencrestRd
Capalina Rd
BosstickBlvd
CommunityDr
N LasFlores Dr
Capalina Rd
N Rancho Santa Fe Rd WMissionRd
S Santa FeAve
24,470
16,910
870
22,570
22,310
21,480
22,310
1 2
4 5
6 7
8 3
"Ã78
Time: 1:24 PM
Date: 11/24/2025
N:\3940\Figures
Long-Term + Project Traffic Volumes
Figure 9-2
[
Santa Fe Flores Townhomes
J
L
LJD D
D
D L
L D
LD J L
J
JD
LD
JL
LJ DD
LJD
LJD
LJ
J D
LD
LJ
LJ
JD
L D
L D
LJ
J
LJ D
LJD
LJD
LJ D
Capalina Rd
Hollencrest Rd
Hollencrest Rd
N. Rancho Santa Fe Rd
S. Santa Fe Ave
S. Santa Fe Ave
N. Rancho Santa Fe Rd
Smilax Rd Springdale Ex. Dwy
Bosstick Rd
Capalina Rd
Community DrLas Flores Dr
Las Flores Dr
S. Santa Fe Ave
S. Santa Fe Ave
S. Santa Fe Ave
W. Mission Rd
425 / 792221 / 343
340 / 250
601 / 965
140 / 160
362 / 211
160 / 30
140 / 190
70 / 170
30 / 20
30 / 50
10 / 20
10 / 10
637 / 803
180 / 80
602 / 1,138
707 / 843
26 / 48
10 / 10
10 / 10
772 / 1,208
10 / 10
50 / 40
20 / 10
150 / 60
42 / 68
40 / 90
602 / 733
60 / 40
40 / 30
10 / 10
52 / 5534 / 92
631 / 1,076
92 / 111
22 / 41
31 / 23
10 / 10
10 / 10
71 / 82
367 / 273
554 / 993
460 / 525
170 / 230130 / 490
312 / 468
10 / 10
112 / 41
51 / 93
71 / 172
202 / 11110 / 30
507 / 483
20 / 20
30 / 30
20 / 40
90 / 90
130 / 110
452 / 868
172 / 215254 / 122
20 / 30
10 / 10
1 2 3 4
8 7
65 Study Intersections
Intersection AM / PM Peak Hour Volumes
#
DJL
XX,XXX Street Segment ADT

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-24-3940 Santa Fe Flores Townhomes Project
N:\3940 - Santa Fe Flores\Report\LTA\3940.LTA_Dec 2025.docx 30 10.0 ANALYSIS OF LONG-TERM SCENARIOS

10.1 Long-Term Without Project

10.1.1 Intersection Analysis
Table 10–1 summarizes the intersection operations under Long-Term without Project conditions. As seen in Table 1 0–1, the study intersections are calculated to operate acceptably at LOS D or better with the exception of:
 Intersection # 1. S. Santa Fe Avenue / Smilax Road (minor-street left -turn movement calculated to operate at LOS F during the AM and PM peak hours)  Intersection #3. S. Santa Fe Avenue / Community Drive (LOS E during the PM peak hour) Appendix H contains the Long-Term without Project intersection analyses calculation worksheets.

10.1.2 Segment Operations
Table 10–2 summarizes the street segment operations under Long-Term without Project conditions.

As seen in Table 10–2, the study street segments are calculated to operate acceptably at LOS D or better with the exception of S. Santa Fe Avenue between Smilax Road and Bosstick Boulevard, which is calculated to continue to operate at LOS F:

10.2 Long-Term + Project

10.2.1 Intersection Analysis
Table 10–1 summarizes the intersection operations under Long-Term + Project conditions. As seen in Table 10–1, with the addition of Project traffic, the study intersections are calculated to continue to operate acceptably at LOS D or better with the exception of:
 Intersection #1. S. Santa Fe Avenue / Smilax Road ( minor-street left- turn movement calculated to operate at LOS F during the AM and PM peak hours)  Intersection #3. S. Santa Fe Avenue / Community Drive (LOS E during the PM peak hour):

Based on the established Level of Service Standards outlined in Section 4.3, the Project is calculated to result in a substantial effect to t he intersection of S. Santa Fe Avenue / Smilax Road. Roadway improvements to address this Level of Service deficiency are proposed in Section 13.0.

The Project-related increase in delay at the intersection of S. Santa Fe Avenue / Community Drive is less than the threshold of 2.0 seconds. The Project is not calculated to result in a substantial effect to this study intersection and no improvements are required.

Appendix I contains the Long-Term + Project intersection analyses calculation worksheets.

10.2.2 Segment Operations
Table 10–2 summarizes the segment operations under Long-Term + Project conditions. As seen in Table 10–2, with the addition of Project traffic, the study street segments are calculated to continue to operate acceptably at LOS D or better with the exception of S. Santa Fe Avenue between Smilax Road and Bosstick Boulevard, which is calculated to continue to operate at LOS F.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-24-3940 Santa Fe Flores Townhomes Project
N:\3940 - Santa Fe Flores\Report\LTA\3940.LTA_Dec 2025.docx 31 The Project-related increase in the V/C ratio for the above -listed street segment already operating at an unacceptable LOS is less than the threshold of 0.02. The Project is not calculated to result in a substantial effect to the study segment and no improvements are required.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-24-3940 Santa Fe Flores Townhomes Project
N:\3940 - Santa Fe Flores\Report\LTA\3940.LTA_Dec 2025.docx 32 TABLE 10–1

LONG-TERM INTERSECTION OPERATIONS
Intersection Control
Type
Peak
Hour
Long-Term
Without Project
Long-Term
With Project Δc Substantial
Effect?
Delaya LOSb Delay LOS

1. S. Santa Fe Avenue / Smilax Road MSSCd AM >100 F >100 F >10 Yes PM >100 F >100 F >10 Yes

2. S. Santa Fe Avenue / Bosstick Boulevard Signal AM 26.7 C 27.1 C 0.4 No PM 40.4 D 40.7 D 0.3 No

3. S. Santa Fe Avenue / Community Drive MSSC AM 19.8 C 20.9 C 1.1 No PM 45.9 E 47.3 E 1.4 No

4. S. Santa Fe Avenue / N. Las Flores Drive Signal AM 20.0 B 20.2 C 0.2 No PM 31.1 C 32.7 C 1.6 No

5. N. Las Flores Drive / Hollencrest Road MSSC AM 9.2 A 9.3 A 0.1 No PM 9.6 A 9.6 A 0.0 No

6. S. Santa Fe Avenue (W. Mission Road) /
N. Rancho Santa Fe Rd Signal AM 13.9 B 14.0 B 0.1 No
PM 22.1 C 22.2 C 0.1 No

7. Capalina Road / Hollencrest Road MSSC AM 12.0 B 12.1 B 0.1 No PM 11.2 B 11.3 B 0.1 No

8. N. Rancho Santa Fe Rd / Capalina Road Signal AM 36.5 D 37.4 D 0.9 No PM 41.8 D 43.7 D 1.9 No

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

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-24-3940 Santa Fe Flores Townhomes Project
N:\3940 - Santa Fe Flores\Report\LTA\3940.LTA_Dec 2025.docx 33 TABLE 10–2

LONG-TERM STREET SEGMENT OPERATIONS
Street Segment Capacity
(LOS E) a
Long-Term Without
Project Long-Term With Project
Δe Substantial
Effect?
ADTb LOS c V/C d ADT LOS V/C
S. Santa Fe Avenue

1. Smilax Road to Bosstick
Boulevard 8,000 22,200 F 2.775 22,310 F 2.789 0.014 No

2. Bosstick Boulevard to
Community Drive 40,000 22,200 C 0.555 22,310 C 0.558 0.003 No

3. Community Drive to N.

Las Flores Drive 40,000 22,200 C 0.555 22,570 C 0.564 0.009 No

4. N. Las Flores Drive to N.

Rancho Santa Fe Road 40,000 21,300 C 0.533 21,480 C 0.537 0.004 No

5. N. Rancho Santa Fe Road
to N. Pacific Street 40,000 24,400 C 0.610 24,470 C 0.612 0.002 No

Hollencrest Road

6. De Leone Road to
Hollenbeck Road 2,200 830 +C 0.104 870 +C 0.109 0.005 No

N. Rancho Santa Fe Road

7. S. Santa Fe Avenue to
Capalina Road 40,000 16,800 B 0.420 16,910 B 0.423 0.003 No Footnotes:
a. Capacities based on based on the City of San Marcos’ Roadway Classifications, Capacity, and LOS (see Appendix B) b. Average Daily Traffic Volumes.
c. Level of Service.
d. Volume to Capacity.
e. Δ denotes a Project-induced increase in the Volume to Capacity (V/C) ratio. f. Levels of service are not applied to residential streets since their primary purpose is to serve abutting lots, not carry through traffic. Per the City of San Marcos’ Roadway Classifications, Capacity, and LOS, the LOS C capacity of a Sub-Collector is 2,200 ADT.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-24-3940 Santa Fe Flores Townhomes Project
N:\3940 - Santa Fe Flores\Report\LTA\3940.LTA_Dec 2025.docx 34 11.0 ACTIVE TRANSPORTATION REVIEW

11.1 Bicycle Network
Currently, Class II bike lanes are provided on the following study street segments:
 S. Santa Fe Avenue , from Bosstick Boulevard to slightly south of N. Rancho Santa Fe Road (both sides); and
 N. Rancho Santa Fe Road, along its entire length (both sides) In the City of San Marcos Active Transportation Plan, a Class IV bikeway (one-way) is planned to be constructed as the ultimate bicycle network condition on Mission Road / S. Santa Fe east of N.

Rancho Santa Fe Road. The Project will provide an 8-foot-wide irrevocable offer of dedication (IOD) along the Project frontage to support the future bicycle facilities.

11.2 Pedestrian Conditions
Pedestrian sidewalks are generally provided throughout the study area, except for:
 S. Santa Fe Avenue, north of Bosstick Boulevard (both sides)  N. Las Flores Drive, north of S. Santa Fe Avenue (east side) The City of San Marcos Bicycle and Pedestrian Master Plan notes the same missing sidewalks in the study area on S. Santa Fe Avenue and N. Las Flores Drive.

Pedestrian crossings are provided in all directions at the intersections of S. Rancho Santa Fe Avenue / N. Las Flores Drive and Capalina Road / N. Rancho Santa Fe Road. Formalized p edestrian crossings are not provided at the following locations:
 S. Santa Fe Avenue / Smilax Road (across all legs)
 S. Santa Fe Avenue / Bosstick Boulevard (crossing prohibited across the north leg)  S. Santa Fe Avenue / Community Drive (across all legs)  N. Las Flores Drive / Hollencrest Road (across all legs)  S. Santa Fe Avenue / N. Rancho Santa Fe Road (crossing prohibited across the north leg)  Capalina Road / Hollencrest Road (across all legs)
N. Las Flores Drive is considered a “Collector” route on the Bicycle and Pedestrian Master Plan .

Collector sidewalks are typically along roads that support institutional, industrial, open space, agricultural, or low density residential with limited lateral access and low pedestrian levels.

According to the Bicycle and Pedestrian Master Plan , Collector sidewalks typically warrant the “basic level” sidewalk treatment adequate to provide the minimum level of safety, connectivity, access, and walkability, though special circumstances may warrant enhanced treatments.

S. Santa Fe Avenue is considered an “Arterial” route in the Bicycle and Pedestrian Master Plan .

Arterial sidewalks are typically along roads that support moderate density business and shopping districts with moderate pedestrian levels. Arterial sidewalks typically warrant the “enhanced” walkway treatment level according to the Bicycle and Pedestrian Master Plan, which may include features such as street trees or other buffer between the sidewalk and vehicle lanes, among other treatments.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-24-3940 Santa Fe Flores Townhomes Project
N:\3940 - Santa Fe Flores\Report\LTA\3940.LTA_Dec 2025.docx 35 The Project will provide an 8- foot-wide IOD along the Project frontage to support the future pedestrian facilities.

11.3 Existing Transit Conditions
Transit service is provided to the project area via North County Transit District (NCTD) bus routes 304 and 305.

Route 304 provides bus service between Encinitas and San Marcos, with stops within the study area along N. Rancho Santa Fe Road and S. Santa Fe Avenue. This route provides a direct connection to Palomar College Station with transfers to SPRINTER Route 305 bus service. The route operates hourly between the hours of 5:00AM and 8:00PM, Monday through Friday, and between 7:30AM and 7:30PM on Saturday.

Route 305 provides bus service between Escondido and Vista, with stops within the study area along S. Santa Fe Avenue . This route provides a direct connection to Palomar College Station with transfers to SPRINTER, Route 304 bus service. The route operates hourly between the hours of 4:30AM and 11:00PM, Monday through Friday, and between 5:30AM and 11:0 0PM on Saturday & Sundays.

The project site is located within 1/2 mile walking distance , depending on ultimate pedestrian site access, from stop pairs serving both Route 304 and Route 305 located along S. Santa Fe Avenue .

The closest bus stops to the project site are located near the intersection of S. Santa Fe Avenue / N.

Las Flores Drive and the intersection of S. Santa Fe Avenue (Mission Rd) & Rancho Santa Fe Rd on both sides of the street. The project site is also approximately 1.25- mile walking or biking distance from Palomar College Station.

At the intersection of S. Santa Fe Avenue ( Mission Rd) & Rancho Santa Fe Rd, the bus stop in the northbound direction provides route signage , seating with shade, and a trash receptacle and in the southbound direction the stop provides only route signage , seating, and a trash receptacle. At the intersection of S. Santa Fe Avenue / N. Las Flores Drive, the bus stop in the northbound direction provides route signage, seating, and a trash receptacle and in the southbound direction it provides route signage, seating with shade, and a trash receptacle.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-24-3940 Santa Fe Flores Townhomes Project
N:\3940 - Santa Fe Flores\Report\LTA\3940.LTA_Dec 2025.docx 36 12.0 ACCESS ASSESSMENT
Access is proposed via the existing driveway to S. Santa Fe Avenue which the Gourmet Liquor store currently utilizes. This driveway is limited to right turns in and out only , by the raised median within S. Santa Fe Avenue.

LLG conducted AM (7-9 AM) peak hour and PM (4-6 PM) peak hour counts on Wednesday June 8, 2022, at the subject driveway to obtain existing volumes. The AM/PM peak hour inbound counts were 11 and 30. These weekday counts were used in the analysis since weekday commute peak periods are what is analyzed based on City Guidelines. A traffic count was also conducted on Saturday, July 23, 2022, and Friday, August 5, 2022, from 5:00 PM to 6:30 PM. The inbound and outbound peak hour count was 27/27 on Saturday, and 33/37 on Friday. Project weekday volumes were added to existing volumes to conduct a peak hour analysis for the following scenarios. Table 12-1 shows the project trip generation table. Figure 12-1 shows the existing and existing + project traffic volumes.
• Existing Peak Hour
• Existing + Project Peak Hour

Table 12-2 shows the results of the peak hour analysis for the subject driveway. As shown on Table 12-2, the driveway is calculated to operate at a very good LOS B under both the existing and existing + project scenarios. LOS B is calculated using Friday and Saturday counts as well. The driveway can accommodate both existing and project traffic. Table 12-3 shows a summary of the counts collected by LLG at the Gourmet Liquor driveway.

T
ABLE 12-1

SANTA FE LAS FLORES TRIP GENERATION
Land Use Size
Daily Trip Ends
(ADT)b AM Peak Hour PM Peak Hour
Rate a Volume
Volume Volume
In Out Total In Out Total
Proposed Project
Townhomes c 46 DU 8 /DU 368 6 23 29 26 11 37
Project Total 368 6 23 29 26 11 37
Footnotes:
a. Trip rates from SANDAG's (Not So) Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region b. Average Daily Trips
c. 46 DU proposed on 2.23 net-acres (about 20.1 DU/acre). Therefore, the 'Residential: Condominium (or any multi-family 6-20 DU/acre)' rate was used to calculate the Project's trip generation.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-24-3940 Santa Fe Flores Townhomes Project
N:\3940 - Santa Fe Flores\Report\LTA\3940.LTA_Dec 2025.docx 37 T
ABLE 12-2

ACCESS DRIVEWAY OPERATIONS
Intersection Control
Type
Peak
Hour
Existing Existing + Project
Delay a LOS b Delay LOS

1. S. Santa Fe Ave /
Project Access Dwy. MSSC c AM 10.4 B 10.6 B
PM 11.1 B 11.4 B
Footnotes:
a. Average delay expressed in seconds per vehicle.
b. Level of Service.
c. MSSC = Minor-Street Stop Controlled intersection. Worst-case level of service reported.

TABLE 12-3

GOURMET LIQUOR DRIVEWAY COUNTS

Wednesday, June 8th, 2022 Friday, August 5th, 2022 Saturday, July 23, 2022 Inbound Outbound Inbound Outbound Inbound Outbound
AM Peak 11 11 - a - - -
PM Peak 30 31 33 37 27 27
Footnotes:
a. - = Counts not conducted during the AM peak hour.

S. Santa Fe Ave
Site Dwy
S. Santa Fe Ave S. Santa Fe Ave
Site Dwy
Site Dwy
AM / PM Intersection
Peak Hour Volumes

AM / PM
Pre & Post Project Site Driveway Traﬃc Volumes
Figure 12-1
Santa Fe Flores Townhomes
N:\3940\Figures
Date: 11/26/25
11 / 30
572 / 665
11 / 31
6 / 26
23 / 11 17 / 56
572 / 665
34 / 42
ExisƟng
Traﬃc Volumes
Project
Traﬃc Volumes
ExisƟng + Project
Traﬃc Volumes
573 / 1,003 590 / 1,01917 / 16
(Santa Fe / Las Flores 46-Unit Project Traﬃc)(Liquor Store Traﬃc) LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-24-3940 Santa Fe Flores Townhomes Project
N:\3940 - Santa Fe Flores\Report\LTA\3940.LTA_Dec 2025.docx 39 13.0 C ONCLUSIONS
The preceding Local Transportation Analysis (LTA) w as prepare d t o determine and evaluate the potential impacts and effects to the local roadway system due to the proposed Project.

The LTA shows that the Project will add a small amount of traffic to the intersection of S. Santa Fe Avenue / Smilax Road, which operates below City standards. However, the Project contributes only

0.58% (20 trips) of the total combined AM and PM peak hour traffic to this intersection un der Near-Term conditions. The existing traffic condition s at this location ar e already substandard. The provision of a traffic signal would result in acceptable LOS D or better operations. A traffic signal is planned at the S. Santa Fe Avenue / Smilax Road intersectio n as part of the City’s Capital Improvement Project (CIP) 88179 (IP 4750).

The Project should be conditioned to provide adequate corner sight distance at the Project driveway.

This analysis was previously prepared by a project civil engineer for a similar project on the same site. See Appendix J for the Sight Distance Exhibit.

TECHNICAL APPENDICES

SANTA FE FLORES TOWNHOMES PROJECT
San Marcos, California
December 4, 2025

LLG Ref. 3-24-3940

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-24-3940 Santa Fe Flores Project
N:\3940 - Santa Fe Flores\Report\Appendices\Appendix Cover Pages.docx

APPENDICES

APPENDIX
A. Intersection and Segment Manual Count Sheets
B. City of San Marcos Roadway Classification Table
C. Analysis Worksheets – Existing
D. K&D Factors Definitions
E. Travel Route Maps
F. Analysis Worksheets – Near-Term
G. Analysis Worksheets – Near-Term + Project
H. Analysis Worksheets – Long-Term
I. Analysis Worksheets – Long- Term + Project
J. Sight Distance Exhibit

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-24-3940 Santa Fe Flores Project
N:\3940 - Santa Fe Flores\Report\Appendices\Appendix Cover Pages.docx

APPENDIX A

INTERSECTION AND SEGMENT 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 0 89 31 0 0 1 33 42 1 21 0 33 251
7:15 0 98 47 0 0 0 50 45 2 17 0 46 305
7:30 1 90 38 0 0 0 59 77 0 23 0 48 336
7:45 0 124 70 0 0 0 69 74 2 18 0 34 391
8:00 0 83 55 0 0 0 60 76 0 23 0 23 320
8:15 0 101 52 0 0 0 51 56 0 27 0 42 329
8:30 1 96 46 0 0 0 35 77 0 19 0 28 302
8:45 0 82 35 0 0 0 18 93 0 15 0 16 259
Total 2 763 374 0 0 1 375 540 5 163 0 270 2493
Approach% 0.2 67.0 32.8 - - 100.0 40.8 58.7 0.5 37.6 - 62.4 Total% 0.1 30.6 15.0 - - 0.0 15.0 21.7 0.2 6.5 - 10.8
AM Intersection Peak Hour:

Volume 1 398 215 - - - 239 283 2 91 - 147 1,376 Approach% 0.2 64.8 35.0 - - - 45.6 54.0 0.4 38.2 - 61.8 Total% 0.1 28.9 15.6 - - - 17.4 20.6 0.1 6.6 - 10.7 PHF 0.79 #DIV/0! 0.90 0.84 0.88
Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 16:00 0 147 39 0 0 1 40 122 0 15 0 51 415
16:15 0 153 28 0 0 0 22 130 0 21 0 57 411
16:30 0 170 42 0 0 0 26 140 0 31 0 60 469
16:45 10 157 39 0 0 0 41 130 0 19 0 57 453
17:00 0 159 38 0 0 3 35 150 0 23 0 56 464
17:15 0 155 37 0 0 0 41 105 1 30 0 52 421
17:30 0 143 32 0 0 0 26 129 0 24 0 68 422
17:45 0 105 37 0 0 0 41 141 0 25 0 54 403
Total 10 1189 292 0 0 4 272 1047 1 188 0 455 3458
Approach% 0.7 79.7 19.6 - - 100.0 20.6 79.3 0.1 29.2 - 70.8 Total% 0.3 34.4 8.4 - - 0.1 7.9 30.3 0.0 5.4 - 13.2
PM Intersection Peak Hour:

Volume 10 641 156 - - 3 143 525 1 103 - 225 1,807 Approach% 1.2 79.4 19.3 - - 100.0 21.4 78.5 0.1 31.4 - 68.6 Total% 0.6 35.5 8.6 - - 0.2 7.9 29.1 0.1 5.7 - 12.5 PHF 0.95 0.25 0.90 0.90 0.96
16:30 to 17:30
#01 ITM-22-009-01
South Santa Fe Avenue & Smilax Road LLG Ref. 3-22-3523 Westbound Northbound Eastbound
Santa Fe Las Flores
South Santa Fe Avenue
Southbound
Smilax Road
Southbound
Westbound
Smilax Road
Northbound
South Santa Fe Avenue
Eastbound
Smilax Road
07:30 to 08:30
AM
Thursday, February 17, 2022
PM
South Santa Fe Avenue Smilax Road South Santa Fe 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 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 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 1 0 0 1
17:00 0 0 0 0 0 0 0 0 0 0 0 0 0
17:15 0 0 0 0 0 0 0 1 0 0 0 0 1
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 0 0 0 0 0 0 2 0 1 0 0 3
0 1 0
0 0 0 0 0
0 0
0 0
#01 ITM-22-009-01
South Santa Fe Avenue & Smilax Road LLG Ref. 3-22-3523 0 0 0 1 0 1
Ped
0 0 0 0 0
AM
Thursday, February 17, 2022 Santa Fe Las Flores
Ped Ped Ped Ped
0 0
Ped
0 Smilax Road
Southbound
0 0
1 0
0 0
South Santa Fe Avenue
0 South Santa Fe Avenue
Northbound
Ped
0 0
0 0
Westbound
Ped
0 0
0 0
0 0
0 Smilax Road
Eastbound
Ped
0 0
0 Totals
0 Ped
1 0
00 0
0 TotalsSouthbound Westbound Northbound
0 0
1 0 0 0
0 0
00 1
0 0
0 Eastbound
0 PM
South Santa Fe Avenue Smilax Road South Santa Fe Avenue Smilax Road 0 0 0 0
0 0 0 0
0 0 0 0
0 0 0 0 0
0 0 0
1 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 | South Santa Fe Avenue & Smilax Road LLG Ref. 3-22-3523 Thursday, February 17, 2022 Santa Fe Las Flores
N
Intersection Turning Movement - Peak Hour Summary
#01 ITM-22-009-01
0 / 0
PM: 103 0 225 1
AM: 91 0 147 0 Time Period
AM = 07:30 to 08:30
PM = 16:30 to 17:30
0 / 0
AM: 0 0 0 0
PM: 0 0 3 0
South Santa Fe Avenue
AM: 0 215 398 1
PM: 0 156 641 10
1 / 0 Smilax Road
Smilax Road 0 / 1
South Santa Fe Avenue
AM: 239 283 2 0
PM: 143 525 1 2

Location: File Name:

Intersection: Project:

Date of Count:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 7:00 23 96 1 6 0 2 2 72 28 1 2 9 242
7:15 22 127 1 13 0 6 6 91 16 2 0 3 287
7:30 16 113 3 23 0 13 2 120 19 2 0 9 320
7:45 23 127 1 21 0 11 4 151 20 0 0 6 364
8:00 17 99 1 12 0 5 9 131 31 6 0 4 315
8:15 15 120 2 11 0 3 6 93 21 2 0 6 279
8:30 4 125 1 16 0 2 4 107 19 0 0 4 282
8:45 8 90 2 5 0 6 3 100 15 4 0 6 239
Total 128 897 12 107 0 48 36 865 169 17 2 47 2328
Approach% 12.3 86.5 1.2 69.0 - 31.0 3.4 80.8 15.8 25.8 3.0 71.2 Total% 5.5 38.5 0.5 4.6 - 2.1 1.5 37.2 7.3 0.7 0.1 2.0
AM Intersection Peak Hour:

Volume 78 466 6 69 - 35 21 493 86 10 - 22 1,286 Approach% 14.2 84.7 1.1 66.3 - 33.7 3.5 82.2 14.3 31.3 - 68.8 Total% 6.1 36.2 0.5 5.4 - 2.7 1.6 38.3 6.7 0.8 - 1.7 PHF 0.91 0.72 0.86 0.73 0.88
Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 16:00 6 190 4 26 0 12 19 150 12 1 0 4 424
16:15 4 219 2 27 0 18 8 139 7 1 0 4 429
16:30 4 226 2 24 0 30 10 139 9 2 0 2 448
16:45 2 224 2 11 1 17 11 167 9 3 0 4 451
17:00 4 208 5 31 0 17 10 177 13 1 0 1 467
17:15 6 196 4 16 1 11 13 138 8 1 0 3 397
17:30 6 207 4 18 0 14 7 141 10 5 0 1 413
17:45 1 155 1 11 0 11 6 158 9 2 0 2 356
Total 33 1625 24 164 2 130 84 1209 77 16 0 21 3385
Approach% 2.0 96.6 1.4 55.4 0.7 43.9 6.1 88.2 5.6 43.2 - 56.8 Total% 1.0 48.0 0.7 4.8 0.1 3.8 2.5 35.7 2.3 0.5 - 0.6
PM Intersection Peak Hour:

Volume 14 877 11 93 1 82 39 622 38 7 - 11 1,795 Approach% 1.6 97.2 1.2 52.8 0.6 46.6 5.6 89.0 5.4 38.9 - 61.1 Total% 0.8 48.9 0.6 5.2 0.1 4.6 2.2 34.7 2.1 0.4 - 0.6 PHF 0.97 0.81 0.87 0.64 0.96
16:15 to 17:15
#02 ITM-22-009-02
South Santa Fe Avenue & Bosstick Boulevard LLG Ref. 3-22-3523 Westbound Northbound Eastbound
Santa Fe Las Flores
Santa Santa Fe Avenue
Southbound
Bosstick Boulevard
Southbound
Westbound
Bosstick Boulevard
Northbound
Santa Santa Fe Avenue
Eastbound
Bosstick Boulevard
07:15 to 08:15
AM
Thursday, February 17, 2022
PM
Santa Santa Fe Avenue Bosstick Boulevard Santa Santa Fe 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 1 0 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 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 1 0 0 0 0 0 0 0 0 0 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 1 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 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 1 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 0 2 0 0 0 0 2
4 6 16
0 0 1 1 2
1 3
2 0
#02 ITM-22-009-02
South Santa Fe Avenue & Bosstick Boulevard LLG Ref. 3-22-3523 11 0 1 0 2 3
Ped
0 0 1 3 4
AM
Thursday, February 17, 2022 Santa Fe Las Flores
Ped Ped Ped Ped
0 0
Ped
0 Bosstick Boulevard
Southbound
1 0
0 0
0 0
Santa Santa Fe Avenue
0 Santa Santa Fe Avenue
Northbound
Ped
1 0
0 3
Westbound
Ped
1 0
0 1
0 0
2 Bosstick Boulevard
Eastbound
Ped
0 3
0 Totals
2 Ped
3 0
73 0
1 TotalsSouthbound Westbound Northbound
1 0
0 2 5 8
1 0
00 15
0 0
0 Eastbound
0 PM
Santa Santa Fe Avenue Bosstick Boulevard Santa Santa Fe Avenue Bosstick Boulevard 0 1 2 8
0 0 1 0
0 1 0 2
0 0 0 0 0
1 1 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 | South Santa Fe Avenue & Bosstick Boulevard LLG Ref. 3-22-3523 Thursday, February 17, 2022 Santa Fe Las Flores
N
Intersection Turning Movement - Peak Hour Summary
#02 ITM-22-009-02
8 / 16
PM: 7 0 11 0
AM: 10 0 22 0 Time Period
AM = 07:15 to 08:15
PM = 16:15 to 17:15
2 / 4
AM: 69 0 35 0
PM: 93 1 82 0
Santa Santa Fe Avenue
AM: 1 6 466 78
PM: 0 11 877 14
0 / 0 Bosstick Boulevard
Bosstick Boulevard 5 / 6
Santa Santa Fe Avenue
AM: 21 493 86 0
PM: 39 622 38 2

Location: File Name:

Intersection: Project:

Date of Count:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 7:00 0 126 3 0 0 0 2 120 0 2 0 0 253
7:15 0 138 2 0 0 0 2 99 0 0 0 4 245
7:30 0 194 1 0 0 0 3 140 0 4 0 2 344
7:45 0 168 1 0 0 0 2 142 0 1 0 2 316
8:00 0 145 3 0 0 0 3 181 0 1 0 3 336
8:15 0 155 1 0 0 0 2 138 0 3 0 0 299
8:30 0 150 1 0 0 0 3 128 0 2 0 1 285
8:45 0 113 2 0 0 0 3 81 0 1 0 0 200
Total 0 1189 14 0 0 0 20 1029 0 14 0 12 2278
Approach% - 98.8 1.2 - - - 1.9 98.1 - 53.8 - 46.2
Total% - 52.2 0.6 - - - 0.9 45.2 - 0.6 - 0.5
AM Intersection Peak Hour:

Volume - 662 6 - - - 10 601 - 9 - 7 1,295 Approach% - 99.1 0.9 - - - 1.6 98.4 - 56.3 - 43.8 Total% - 51.1 0.5 - - - 0.8 46.4 - 0.7 - 0.5 PHF 0.86 #DIV/0! 0.83 0.67 0.94
Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 16:00 0 296 0 0 0 0 8 173 0 1 0 2 480
16:15 0 297 1 0 0 0 3 172 0 0 0 1 474
16:30 0 254 0 0 0 0 3 167 0 0 0 1 425
16:45 0 248 2 0 0 0 6 156 0 1 0 1 414
17:00 0 264 0 0 0 0 17 174 0 3 0 1 459
17:15 0 269 2 0 0 0 6 202 0 0 0 1 480
17:30 0 253 2 0 0 0 8 188 0 2 0 1 454
17:45 0 226 0 0 0 0 3 159 0 0 0 1 389
Total 0 2107 7 0 0 0 54 1391 0 7 0 9 3575
Approach% - 99.7 0.3 - - - 3.7 96.3 - 43.8 - 56.3
Total% - 58.9 0.2 - - - 1.5 38.9 - 0.2 - 0.3
PM Intersection Peak Hour:

Volume - 1,034 6 - - - 37 720 - 6 - 4 1,807 Approach% - 99.4 0.6 - - - 4.9 95.1 - 60.0 - 40.0 Total% - 57.2 0.3 - - - 2.0 39.8 - 0.3 - 0.2 PHF 0.96 #DIV/0! 0.91 0.63 0.94
Intersection Turning Movement - Peak Hour Vehicle Count AM
PM
South Santa Fe Avenue - South Santa Fe Avenue
Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | ITM-22-009-08#03
South Santa Fe Avenue & Community Drive
Thursday, February 17, 2022
LLG Ref. 3-22-3523
Westbound Northbound Eastbound
Santa Fe Las Flores
South Santa Fe Avenue
Southbound
Community Drive
Southbound
Westbound
-
Northbound
South Santa Fe Avenue
Eastbound
Community Drive
07:30 to 08:30
16:45 to 17:45

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 2 0 0 2
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 2 0 0 2
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 0 0 0 2 0 4 0 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 1 0 0 0 0 0 0 0 0 0 0 1
16:45 0 1 0 0 0 0 0 0 0 0 0 0 1
17:00 0 0 0 0 0 0 0 0 0 0 0 0 0
17:15 0 1 0 0 0 0 0 0 0 0 0 0 1
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 3 0 0 0 0 0 1 0 0 0 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
80 PM
South Santa Fe Avenue - South Santa Fe Avenue Community Drive 0 0 0 1
0 0 0 0
0 0 0 3
0 TotalsSouthbound Westbound Northbound
0 1
6 0 0 0
0 0
00 6
0 0
0 Eastbound
0 0
0 0
0 2
2 Community Drive
Eastbound
Ped
0 0
0 Totals
0 Ped
1 0
00 0
0 Ped
0 0
Ped
1 -
Southbound
0 0
1 0
2 2
South Santa Fe Avenue
0 South Santa Fe Avenue
Northbound
Ped
0 0
0 0
Westbound
Ped
0 0 0 0 0
Ped
0 0 0 2 2
AM
Santa Fe Las Flores
Ped Ped Ped
0 0 8
0 0 0 2 2
0 3
0 0
ITM-22-009-08#03
South Santa Fe Avenue & Community Drive
Thursday, February 17, 2022
LLG Ref. 3-22-3523
1 Location: File Name:

Intersection: Project:

Date of Count:

Community Drive 0 / 0
South Santa Fe Avenue
AM: 10 601 0 2
PM: 37 720 0 1
South Santa Fe Avenue
AM: 0 6 662 0
PM: 3 6 1034 0
6 / 0 -
0 / 8
PM: 6 0 4 0
AM: 9 0 7 4 Time Period
AM = 07:30 to 08:30
PM = 16:45 to 17:45
0 / 0
AM: 0 0 0 0
PM: 0 0 0 0
Intersection Turning Movement - Peak Hour Summary
ITM-22-009-08
LLG Ref. 3-22-3523
#03
South Santa Fe Avenue & Smilax Road
Thursday, February 17, 2022 Santa Fe Las Flores
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 95 5 26 0 6 0 102 9 6 0 4 260
7:15 5 127 9 29 1 7 13 104 10 7 1 5 318
7:30 12 129 5 43 2 6 10 118 5 9 0 9 348
7:45 8 149 8 33 6 16 14 125 6 15 0 8 388
8:00 10 106 5 22 2 9 7 147 13 9 1 7 338
8:15 11 112 10 22 5 20 4 105 13 8 1 6 317
8:30 15 119 15 15 0 13 3 124 13 9 0 6 332
8:45 9 93 6 11 0 6 4 103 14 6 0 4 256
Total 77 930 63 201 16 83 55 928 83 69 3 49 2557
Approach% 7.2 86.9 5.9 67.0 5.3 27.7 5.2 87.1 7.8 57.0 2.5 40.5 Total% 3.0 36.4 2.5 7.9 0.6 3.2 2.2 36.3 3.2 2.7 0.1 1.9 AM Intersection Peak Hour:

Volume 35 511 27 127 11 38 44 494 34 40 2 29 1,392 Approach% 6.1 89.2 4.7 72.2 6.3 21.6 7.7 86.4 5.9 56.3 2.8 40.8 Total% 2.5 36.7 1.9 9.1 0.8 2.7 3.2 35.5 2.4 2.9 0.1 2.1 PHF 0.87 0.80 0.86 0.77 0.90
Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 16:00 15 206 20 17 1 9 9 154 24 7 1 4 467
16:15 18 218 14 13 1 4 9 148 12 10 0 3 450
16:30 10 246 19 9 0 6 9 141 13 7 0 10 470
16:45 13 202 19 18 1 9 10 156 22 11 1 2 464
17:00 13 212 19 13 0 15 7 146 32 12 0 5 474
17:15 12 210 15 9 0 8 5 137 20 15 0 3 434
17:30 17 16 22 24 2 7 7 136 19 9 0 4 263
17:45 16 164 22 13 1 2 4 149 25 11 0 4 411
Total 114 1474 150 116 6 60 60 1167 167 82 2 35 3433
Approach% 6.6 84.8 8.6 63.7 3.3 33.0 4.3 83.7 12.0 68.9 1.7 29.4 Total% 3.3 42.9 4.4 3.4 0.2 1.7 1.7 34.0 4.9 2.4 0.1 1.0 PM Intersection Peak Hour:

Volume 54 878 71 53 2 34 35 591 79 40 1 20 1,858 Approach% 5.4 87.5 7.1 59.6 2.2 38.2 5.0 83.8 11.2 65.6 1.6 32.8 Total% 2.9 47.3 3.8 2.9 0.1 1.8 1.9 31.8 4.3 2.2 0.1 1.1 PHF 0.91 0.79 0.94 0.90 0.98
16:15 to 17:15
ITM-22-009-03
LLG Ref. 3-22-3523
Westbound Northbound Eastbound
Santa Fe Las Flores
Santa Santa Fe Avenue
Southbound
Las Flores Drive
Southbound
Westbound
Las Flores Drive
Northbound
Santa Santa Fe Avenue
Eastbound
Las Flores Drive
07:15 to 08:15
AM
#04
South Santa Fe Avenue & Las Flores Drive
Thursday, February 17, 2022
PM
Santa Santa Fe Avenue Las Flores Drive Santa Santa Fe 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 1 0 0 1
7:30 0 0 0 1 0 0 0 0 0 0 0 0 1
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 1 0 0 0 0 0 1 0 0 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 1 0 0 0 0 1
16:15 0 0 0 0 0 0 0 0 0 1 0 0 1
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 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 1 0 0 0 0 1
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 0 0 0 0 0 0 3 0 1 0 0 4
3 3 9
5 2 0 0 7
12 5
3 4
ITM-22-009-03
LLG Ref. 3-22-3523
2 1 0 1 4 6
Ped
2 0 1 2 5
AM
#04
South Santa Fe Avenue & Las Flores Drive
Thursday, February 17, 2022 Santa Fe Las Flores
Ped Ped Ped Ped
2 0
Ped
0 Las Flores Drive
Southbound
1 0
1 0
0 0
Santa Santa Fe Avenue
0 Santa Santa Fe Avenue
Northbound
Ped
1 1
1 1
Westbound
Ped
0 0
1 0
1 1
0 Las Flores Drive
Eastbound
Ped
0 1
0 Totals
1 Ped
3 4
20 0
0 TotalsSouthbound Westbound Northbound
2 2
4 3 7 1
0 0
11 15
0 0
2 Eastbound
29 PM
Santa Santa Fe Avenue Las Flores Drive Santa Santa Fe Avenue Las Flores Drive 2 0 0 0
11 0 0 1
3 1 1 0
2 3 0 0 1
0 0 1
44 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 | LLG Ref. 3-22-3523
Santa Fe Las Flores
N
Intersection Turning Movement - Peak Hour Summary
#04
South Santa Fe Avenue & Las Flores Drive
Thursday, February 17, 2022
ITM-22-009-03
1 / 9
PM: 40 1 20 1
AM: 40 2 29 1 Time Period
AM = 07:15 to 08:15
PM = 16:15 to 17:15
3 / 3
AM: 127 11 38 1
PM: 53 2 34 0
Santa Santa Fe Avenue
AM: 0 27 511 35
PM: 0 71 878 54
4 / 29 Las Flores Drive
Las Flores Drive 7 / 3
Santa Santa Fe Avenue
AM: 44 494 34 0
PM: 35 591 79 3

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 3 4 0 3 0 2 0 8 1 21
7:15 0 0 0 1 15 0 1 0 2 0 11 1 31
7:30 0 0 0 3 15 0 1 0 6 0 14 1 40
7:45 0 0 0 2 16 0 1 0 12 0 13 0 44
8:00 0 0 0 0 14 0 0 0 4 0 9 2 29
8:15 0 0 0 7 16 0 5 0 3 0 15 1 47
8:30 0 0 0 1 12 0 1 0 3 0 4 1 22
8:45 0 0 0 0 10 0 0 0 4 0 5 1 20
Total 0 0 0 17 102 0 12 0 36 0 79 8 254
Approach% - - - 14.3 85.7 - 25.0 - 75.0 - 90.8 9.2
Total% - - - 6.7 40.2 - 4.7 - 14.2 - 31.1 3.1
AM Intersection Peak Hour:

Volume - - - 12 61 - 7 - 25 - 51 4 160 Approach% - - - 16.4 83.6 - 21.9 - 78.1 - 92.7 7.3 Total% - - - 7.5 38.1 - 4.4 - 15.6 - 31.9 2.5 PHF #DIV/0! 0.79 0.62 0.86 0.85
Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 16:00 0 0 0 6 23 0 2 0 5 0 7 4 47
16:15 0 0 0 5 13 0 2 0 6 2 8 1 37
16:30 0 0 0 5 20 0 0 0 3 1 9 0 38
16:45 0 0 0 10 22 0 1 0 4 0 12 2 51
17:00 0 0 0 9 17 0 0 0 3 0 16 2 47
17:15 0 0 0 6 15 0 0 0 3 0 16 0 40
17:30 0 0 0 6 23 0 2 0 1 0 10 1 43
17:45 0 0 0 10 15 0 0 0 1 0 12 0 38
Total 0 0 0 57 148 0 7 0 26 3 90 10 341
Approach% - - - 27.8 72.2 - 21.2 - 78.8 2.9 87.4 9.7
Total% - - - 16.7 43.4 - 2.1 - 7.6 0.9 26.4 2.9
PM Intersection Peak Hour:

Volume - - - 31 77 - 3 - 11 - 54 5 181 Approach% - - - 28.7 71.3 - 21.4 - 78.6 - 91.5 8.5 Total% - - - 17.1 42.5 - 1.7 - 6.1 - 29.8 2.8 PHF #DIV/0! 0.84 0.70 0.82 0.89
16:45 to 17:45
ITM-22-009-04
LLG Ref. 3-22-3523
Westbound Northbound Eastbound
Santa Fe Las Flores
-
Southbound
Las Flores Drive
Southbound
Westbound
Las Flores Drive
Northbound
Hollencrest Road
Eastbound
Las Flores Drive
07:30 to 08:30
AM
#05
Hollencrest Road & Las Flores Drive
Thursday, February 17, 2022
PM
- Las Flores Drive Hollencrest Road
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 1 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 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 1 0 0 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 1 0 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 0 0 0 0 0 1 0 0 0 0 0 1
0 2 8
0 0 0 1 1
4 0
2 0
ITM-22-009-04
LLG Ref. 3-22-3523
0 0 0 0 1 1
Ped
0 0 1 1 2
AM
#05
Hollencrest Road & Las Flores Drive
Thursday, February 17, 2022 Santa Fe Las Flores
Ped Ped Ped Ped
0 0
Ped
0 Las Flores Drive
Southbound
0 0
0 0
0 0
-
0 Hollencrest Road
Northbound
Ped
0 1
3 2
Westbound
Ped
1 0
0 0
0 1
0 Las Flores Drive
Eastbound
Ped
1 1
1 Totals
2 Ped
2 4
20 1
0 TotalsSouthbound Westbound Northbound
0 0
0 1 6 4
0 0
00 11
0 0
0 Eastbound
0 PM
- Las Flores Drive Hollencrest Road Las Flores Drive
0 0 0 0
0 0 0 4
0 0 0 0
0 0 0 0 0
0 1 1
10 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 | LLG Ref. 3-22-3523
Santa Fe Las Flores
N
Intersection Turning Movement - Peak Hour Summary
#05
Hollencrest Road & Las Flores Drive
Thursday, February 17, 2022
ITM-22-009-04
4 / 8
PM: 0 54 5 0
AM: 0 51 4 0 Time Period
AM = 07:30 to 08:30
PM = 16:45 to 17:45
1 / 0
AM: 12 61 0 0
PM: 31 77 0 0
-
AM: 0 0 0 0
PM: 0 0 0 0
0 / 0 Las Flores Drive
Las Flores Drive 6 / 2
Hollencrest Road
AM: 7 0 25 1
PM: 3 0 11 1

Location: File Name:

Intersection: Project:

Date of Count:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 7:00 0 74 52 0 0 0 32 45 0 68 0 11 282
7:15 0 94 70 0 0 0 30 81 0 42 0 19 336
7:30 0 107 74 0 0 0 27 73 0 60 0 23 364
7:45 0 121 69 0 0 0 33 92 0 53 0 23 391
8:00 0 78 60 0 0 0 26 90 0 81 0 21 356
8:15 1 64 55 0 0 0 35 57 0 74 0 23 309
8:30 0 79 60 0 0 0 32 66 0 69 0 27 333
8:45 0 62 47 0 0 0 27 56 0 74 0 21 287
Total 1 679 487 0 0 0 242 560 0 521 0 168 2658
Approach% 0.1 58.2 41.7 - - - 30.2 69.8 - 75.6 - 24.4
Total% 0.0 25.5 18.3 - - - 9.1 21.1 - 19.6 - 6.3
AM Intersection Peak Hour:

Volume - 400 273 - - - 116 336 - 236 - 86 1,447 Approach% - 59.4 40.6 - - - 25.7 74.3 - 73.3 - 26.7 Total% - 27.6 18.9 - - - 8.0 23.2 - 16.3 - 5.9 PHF 0.89 #DIV/0! 0.90 0.79 0.93
Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 16:00 1 168 59 0 0 0 45 93 0 95 0 76 537
16:15 0 184 38 0 0 0 34 81 0 66 0 75 478
16:30 1 181 58 0 0 0 33 67 0 98 0 108 546
16:45 1 187 46 0 0 0 44 123 0 83 0 72 556
17:00 0 194 56 0 0 0 35 95 0 87 0 74 541
17:15 1 155 46 0 0 0 42 91 0 76 0 79 490
17:30 0 156 51 0 0 0 37 93 0 77 0 74 488
17:45 2 144 42 0 0 0 37 94 0 69 0 57 445
Total 6 1369 396 0 0 0 307 737 0 651 0 615 4081
Approach% 0.3 77.3 22.4 - - - 29.4 70.6 - 51.4 - 48.6
Total% 0.1 33.5 9.7 - - - 7.5 18.1 - 16.0 - 15.1
PM Intersection Peak Hour:

Volume 3 717 206 - - - 154 376 - 344 - 333 2,133 Approach% 0.3 77.4 22.2 - - - 29.1 70.9 - 50.8 - 49.2 Total% 0.1 33.6 9.7 - - - 7.2 17.6 - 16.1 - 15.6 PHF 0.93 #DIV/0! 0.79 0.82 0.96
16:30 to 17:30
ITM-22-009-05
LLG Ref. 3-22-3523
Westbound Northbound Eastbound
Santa Fe Las Flores
West Mission Road
Southbound
N. Rancho Santa Fe Rd
Southbound
Westbound
-
Northbound
West Mission Road
Eastbound
N. Rancho Santa Fe Rd
07:15 to 08:15
AM
#06
West Mission Road & N. Rancho Santa Fe Rd
Thursday, February 17, 2022
PM
West Mission Road - West Mission Road
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 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 1 0 0 1 0 0 2
16:15 0 0 0 0 0 0 2 0 0 1 0 0 3
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 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 1 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 3 1 0 2 0 0 6
0 1 10
0 0 1 0 1
3 0
1 0
ITM-22-009-05
LLG Ref. 3-22-3523
3 0 0 0 0 0
Ped
10 0 0 3 13
AM
#06
West Mission Road & N. Rancho Santa Fe Rd
Thursday, February 17, 2022 Santa Fe Las Flores
Ped Ped Ped Ped
0 0
Ped
0 -
Southbound
0 0
0 0
0 0
West Mission Road
0 West Mission Road
Northbound
Ped
0 0
0 0
Westbound
Ped
0 0
0 0
0 1
0 N. Rancho Santa Fe Rd
Eastbound
Ped
1 2
1 Totals
1 Ped
2 1
00 1
0 TotalsSouthbound Westbound Northbound
1 2
0 0 1 7
0 2
00 8
0 1
0 Eastbound
10 PM
West Mission Road - West Mission Road N. Rancho Santa Fe Rd 0 0 0 3
0 0 0 3
0 0 0 0
0 0 0 0 0
0 0 1
21 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 | LLG Ref. 3-22-3523
Santa Fe Las Flores
N
Intersection Turning Movement - Peak Hour Summary
#06
West Mission Road & N. Rancho Santa Fe Rd
Thursday, February 17, 2022
ITM-22-009-05
7 / 10
PM: 344 0 333 2
AM: 236 0 86 0 Time Period
AM = 07:15 to 08:15
PM = 16:30 to 17:30
0 / 0
AM: 0 0 0 0
PM: 0 0 0 0
West Mission Road
AM: 0 273 400 0
PM: 0 206 717 3
0 / 10 -
N. Rancho Santa Fe Rd 1 / 1
West Mission Road
AM: 116 336 0 0
PM: 154 376 0 4

Location: File Name:

Intersection: Project:

Date of Count:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 7:00 0 37 0 15 0 0 0 8 3 0 0 0 63
7:15 0 35 0 23 0 1 0 15 13 0 0 0 87
7:30 0 61 0 31 0 2 0 10 7 0 0 0 111
7:45 0 55 0 28 0 1 0 28 12 0 0 0 124
8:00 0 36 0 22 0 1 0 14 16 0 0 0 89
8:15 1 20 0 20 0 0 0 24 14 0 0 0 79
8:30 0 32 0 9 0 0 0 18 6 0 0 0 65
8:45 0 13 0 8 0 0 0 17 4 0 0 0 42
Total 1 289 0 156 0 5 0 134 75 0 0 0 660
Approach% 0.3 99.7 - 96.9 - 3.1 - 64.1 35.9 - - -
Total% 0.2 43.8 - 23.6 - 0.8 - 20.3 11.4 - - -
AM Intersection Peak Hour:

Volume - 187 - 104 - 5 - 67 48 - - - 411 Approach% - 100.0 - 95.4 - 4.6 - 58.3 41.7 - - - Total% - 45.5 - 25.3 - 1.2 - 16.3 11.7 - - -
PHF 0.77 0.83 0.72 #DIV/0! 0.83
Left Thru Right Left Thru Right U-Turn Thru Right Left Thru Right Total 16:00 1 21 0 9 0 2 0 37 29 0 0 0 99
16:15 0 23 0 7 0 0 0 47 14 0 0 0 91
16:30 0 25 0 4 0 0 0 26 18 0 0 0 73
16:45 1 31 0 13 0 1 0 43 19 0 0 0 108
17:00 0 18 0 11 0 2 0 24 18 0 0 0 73
17:15 0 31 0 12 0 1 0 35 21 0 0 0 100
17:30 2 33 0 10 0 1 0 28 15 0 0 0 89
17:45 2 26 0 11 0 2 0 47 16 0 0 0 104
Total 6 208 0 77 0 9 0 287 150 0 0 0 737
Approach% 2.8 97.2 - 89.5 - 10.5 - 65.7 34.3 - - -
Total% 0.8 28.2 - 10.4 - 1.2 - 38.9 20.4 - - -
PM Intersection Peak Hour:

Volume 2 100 - 33 - 3 - 153 80 - - - 371 Approach% 2.0 98.0 - 91.7 - 8.3 - 65.7 34.3 - - - Total% 0.5 27.0 - 8.9 - 0.8 - 41.2 21.6 - - - PHF 0.80 0.64 0.88 #DIV/0! 0.86
16:00 to 17:00
ITM-22-009-06
LLG Ref. 3-22-3523
Westbound Northbound Eastbound
Santa Fe Las Flores
Capalina Road
Southbound
-
Southbound
Westbound
Hollencrest Road
Northbound
Capalina Road
Eastbound
-
07:15 to 08:15
AM
#07
Capalina Road & Hollencrest Road
Thursday, February 17, 2022
PM
Capalina Road Hollencrest Road Capalina Road
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 1 0 0 0 0 1
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 1 0 0 0 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 1 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 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 0 0 0 0 0 0 0 1 0 0 0 1
0 0 0
0 0 0 0 0
0 0
0 0
ITM-22-009-06
LLG Ref. 3-22-3523
0 0 0 0 0 0
Ped
0 0 0 0 0
AM
#07
Capalina Road & Hollencrest Road
Thursday, February 17, 2022 Santa Fe Las Flores
Ped Ped Ped Ped
0 0
Ped
0 Hollencrest Road
Southbound
9 0
0 0
0 0
Capalina Road
0 Capalina Road
Northbound
Ped
0 0
0 0
Westbound
Ped
4 10
0 0
2 0
0 -
Eastbound
Ped
0 0
0 Totals
4 Ped
10 2
90 0
0 TotalsSouthbound Westbound Northbound
0 1
0 26 0 0
0 0
00 26
1 0
0 Eastbound
0 PM
Capalina Road Hollencrest Road Capalina Road -
0 0 0 0
0 0 0 0
0 0 0 0
0 0 0 0 0
0 0 0
0 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 | LLG Ref. 3-22-3523
Santa Fe Las Flores
N
Intersection Turning Movement - Peak Hour Summary
#07
Capalina Road & Hollencrest Road
Thursday, February 17, 2022
ITM-22-009-06
0 / 0
PM: 0 0 0 0
AM: 0 0 0 0 Time Period
AM = 07:15 to 08:15
PM = 16:00 to 17:00
26 / 0
AM: 104 0 5 0
PM: 33 0 3 0
Capalina Road
AM: 0 0 187 0
PM: 0 0 100 2
0 / 0 Hollencrest Road
- 0 / 0
Capalina Road
AM: 0 67 48 1
PM: 0 153 80 1

Location: File Name:

Intersection: Project:

Date of Count:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 7:00 0 70 1 18 2 5 20 78 23 0 9 43 269
7:15 1 102 0 30 5 4 32 46 32 1 7 51 311
7:30 3 91 0 18 1 5 29 76 31 2 8 78 342
7:45 6 97 0 22 5 4 49 76 32 0 5 77 373
8:00 3 82 2 19 4 2 35 94 24 3 1 40 309
8:15 0 91 4 26 2 6 41 81 28 0 2 36 317
8:30 5 85 4 13 2 3 33 90 24 2 7 33 301
8:45 1 68 4 18 5 5 30 84 33 2 3 17 270
Total 19 686 15 164 26 34 269 625 227 10 42 375 2492
Approach% 2.6 95.3 2.1 73.2 11.6 15.2 24.0 55.8 20.2 2.3 9.8 87.8 Total% 0.8 27.5 0.6 6.6 1.0 1.4 10.8 25.1 9.1 0.4 1.7 15.0 AM Intersection Peak Hour:

Volume 12 361 6 85 12 17 154 327 115 5 16 231 1,341 Approach% 3.2 95.3 1.6 74.6 10.5 14.9 25.8 54.9 19.3 2.0 6.3 91.7 Total% 0.9 26.9 0.4 6.3 0.9 1.3 11.5 24.4 8.6 0.4 1.2 17.2 PHF 0.92 0.84 0.95 0.72 0.90
Left Thru Right Left Thru Right U-Turn Thru Right Left Thru Right Total 16:00 6 91 6 16 3 13 63 163 25 3 8 22 419
16:15 5 68 0 16 5 9 48 145 27 3 3 23 352
16:30 3 86 7 26 9 9 39 173 30 2 7 24 415
16:45 4 75 4 13 11 5 60 139 30 0 11 33 385
17:00 3 100 5 26 5 5 42 160 18 2 0 19 385
17:15 3 83 5 19 8 2 54 152 23 3 4 33 389
17:30 2 78 1 17 9 9 42 123 22 4 10 33 350
17:45 5 75 7 20 11 4 56 122 36 0 10 29 375
Total 31 656 35 153 61 56 404 1177 211 17 53 216 3070
Approach% 4.3 90.9 4.8 56.7 22.6 20.7 22.5 65.7 11.8 5.9 18.5 75.5 Total% 1.0 21.4 1.1 5.0 2.0 1.8 13.2 38.3 6.9 0.6 1.7 7.0 PM Intersection Peak Hour:

Volume 13 344 21 84 33 21 195 624 101 7 22 109 1,574 Approach% 3.4 91.0 5.6 60.9 23.9 15.2 21.2 67.8 11.0 5.1 15.9 79.0 Total% 0.8 21.9 1.3 5.3 2.1 1.3 12.4 39.6 6.4 0.4 1.4 6.9 PHF 0.88 0.78 0.95 0.78 0.95
16:30 to 17:30
ITM-22-009-07
LLG Ref. 3-22-3523
Westbound Northbound Eastbound
Santa Fe Las Flores
Capalina Road
Southbound
N. Rancho Santa Fe Road
Southbound
Westbound
N. Rancho Santa Fe Road
Northbound
Capalina Road
Eastbound
N. Rancho Santa Fe Road
07:30 to 08:30
AM
#08
Capalina Road & N. Rancho Santa Fe Road
Thursday, February 17, 2022
PM
Capalina Road N. Rancho Santa Fe Road Capalina Road
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 0 0 1 0 0 0 0 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 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 1 0 0 0 0 0 0 0 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 1 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 1 0 0 0 0 0 1
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 2 0 0 0 2
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 2 0 0 0 4
7 17 3
3 0 0 1 4
0 8
7 11
ITM-22-009-07
LLG Ref. 3-22-3523
6 1 0 0 0 1
Ped
3 0 9 0 12
AM
#08
Capalina Road & N. Rancho Santa Fe Road
Thursday, February 17, 2022 Santa Fe Las Flores
Ped Ped Ped Ped
0 0
Ped
0 N. Rancho Santa Fe Road
Southbound
0 1
0 1
0 0
Capalina Road
0 Capalina Road
Northbound
Ped
0 2
0 0
Westbound
Ped
0 0
0 0
0 2
1 N. Rancho Santa Fe Road
Eastbound
Ped
0 0
0 Totals
0 Ped
2 0
00 1
0 TotalsSouthbound Westbound Northbound
11 10
0 8 16 2
1 0
50 26
1 5
9 Eastbound
22 PM
Capalina Road N. Rancho Santa Fe Road Capalina Road N. Rancho Santa Fe Road 0 2 4 0
0 0 0 0
6 1 0 1
4 5 3 3 0
1 1 1
49 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 | LLG Ref. 3-22-3523
Santa Fe Las Flores
N
Intersection Turning Movement - Peak Hour Summary
#08
Capalina Road & N. Rancho Santa Fe Road
Thursday, February 17, 2022
ITM-22-009-07
2 / 3
PM: 7 22 109 0
AM: 5 16 231 0 Time Period
AM = 07:30 to 08:30
PM = 16:30 to 17:30
8 / 7
AM: 85 12 17 1
PM: 84 33 21 0
Capalina Road
AM: 0 6 361 12
PM: 0 21 344 13
0 / 22 N. Rancho Santa Fe Road
N. Rancho Santa Fe Road 16 / 17
Capalina Road
AM: 154 327 115 0
PM: 195 624 101 4

Location: File Name:

Intersection: Project:

Date of Count:

Volume 13 344 21 84 33 21 195 624 101 7 22 109 1,574 Approach% 3.4 91.0 5.6 60.9 23.9 15.2 21.2 67.8 11.0 5.1 15.9 79.0 Total% 0.8 21.9 1.3 5.3 2.1 1.3 12.4 39.6 6.4 0.4 1.4 6.9 PHF 0.88 0.78 0.95 0.78 0.95
16:30 to 17:30
#07 Revised ITM-22-009-07
N. Rancho Santa Fe Road & Capalina Road LLG Ref. 3-22-3523 Westbound Northbound Eastbound
Santa Fe Las Flores
N. Rancho Santa Fe Rd
Southbound
Capalina Road
Southbound
Westbound
Capalina Road
Northbound
N. Rancho Santa Fe Rd
Eastbound
Capalina Road
07:30 to 08:30
AM
Thursday, February 17, 2022
PM
N. Rancho Santa Fe Rd Capalina Road N. Rancho Santa Fe Rd 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 0 0 1 0 0 0 0 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 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 1 0 0 0 0 0 0 0 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 1 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 1 0 0 0 0 0 1
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 2 0 0 0 2
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 2 0 0 0 4
7 17 3
3 0 0 1 4
0 8
7 11
#07 Revised ITM-22-009-07
N. Rancho Santa Fe Road & Capalina Road LLG Ref. 3-22-3523 6 1 0 0 0 1
Ped
3 0 9 0 12
AM
Thursday, February 17, 2022 Santa Fe Las Flores
Ped Ped Ped Ped
0 0
Ped
0 Capalina Road
Southbound
0 1
0 1
0 0
N. Rancho Santa Fe Rd
0 N. Rancho Santa Fe Rd
Northbound
Ped
0 2
0 0
Westbound
Ped
0 0
0 0
0 2
1 Capalina Road
Eastbound
Ped
0 0
0 Totals
0 Ped
2 0
00 1
0 TotalsSouthbound Westbound Northbound
11 10
0 8 16 2
1 0
50 26
1 5
9 Eastbound
22 PM
N. Rancho Santa Fe Rd Capalina Road N. Rancho Santa Fe Rd Capalina Road 0 2 4 0
0 0 0 0
6 1 0 1
4 5 3 3 0
1 1 1
49 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 | N. Rancho Santa Fe Road & Capalina Road LLG Ref. 3-22-3523 Thursday, February 17, 2022 Santa Fe Las Flores
N
Intersection Turning Movement - Peak Hour Summary
#07 Revised ITM-22-009-07
2 / 3
PM: 7 22 109 0
AM: 5 16 231 0 Time Period
AM = 07:30 to 08:30
PM = 16:30 to 17:30
8 / 7
AM: 85 12 17 1
PM: 84 33 21 0
N. Rancho Santa Fe Rd
AM: 0 6 361 12
PM: 0 21 344 13
0 / 22 Capalina Road
Capalina Road 16 / 17
N. Rancho Santa Fe Rd
AM: 154 327 115 0
PM: 195 624 101 4

Location: BC 22-009 Loc #A S. Santa Fe Ave, between Smilax Rd and Bosstick Blvd Date: Tuesday, March 1, 2022 Total Daily Volume: Description: Total Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 54 36 18 37 105 351 593 989 906 682 683 767 827 771 1081 1294 1755 1519 866 587 377 283 169 104 20 11 4 6 11 45 110 200 262 161 177 192 185 153 221 286 426 444 266 174 96 81 57 31 20 8 4 11 12 75 126 259 238 181 168 189 198 210 248 310 438 400 240 173 90 84 38 22 9 9 5 9 33 114 148 265 218 148 169 191 212 197 312 347 450 378 195 127 96 55 40 26 5 8 5 11 49 117 209 265 188 192 169 195 232 211 300 351 441 297 165 113 95 63 34 25 Date: Tuesday, March 1, 2022 Total Daily Volume: Description: Northbound Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 32 18 9 22 58 152 229 451 425 329 325 376 404 397 543 560 813 751 397 307 191 149 87 58 11 6 2 1 3 23 56 86 131 87 75 104 90 83 107 128 169 199 124 88 58 43 25 15 11 3 3 6 7 25 52 114 117 84 65 91 93 105 128 133 183 197 100 89 35 41 21 14 7 5 1 8 18 60 45 115 93 69 90 81 106 100 152 135 245 192 91 77 50 24 23 19 3 4 3 7 30 44 76 136 84 89 95 100 115 109 156 164 216 163 82 53 48 41 18 10 Date: Tuesday, March 1, 2022 Total Daily Volume: Description: Southbound Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 22 18 9 15 47 199 364 538 481 353 358 391 423 374 538 734 942 768 469 280 186 134 82 46 9 5 2 5 8 22 54 114 131 74 102 88 95 70 114 158 257 245 142 86 38 38 32 16 9 5 1 5 5 50 74 145 121 97 103 98 105 105 120 177 255 203 140 84 55 43 17 8 2 4 4 1 15 54 103 150 125 79 79 110 106 97 160 212 205 186 104 50 46 31 17 7 2 4 2 4 19 73 133 129 104 103 74 95 117 102 144 187 225 134 83 60 47 22 16 15 7771
Report Generated by "Count Data" all rights reserved
Linscott, Law & Greenspan, Engineers
4542 Ruffner Street, Suite 100, San Diego, CA 92111
Average Daily Traffic
14854
7083
Location: BC 22-009 Loc #B S. Santa Fe Ave, between Bosstick Blvd and Las Flores Dr Date: Tuesday, March 1, 2022 Total Daily Volume: Description: Total Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 55 37 28 44 120 410 769 1112 1009 796 818 857 923 932 1220 1413 1830 1658 948 641 441 304 188 104 18 12 5 10 11 54 158 226 285 182 209 203 217 186 257 314 425 496 308 196 121 85 55 30 19 7 7 12 17 84 160 279 277 202 202 213 242 250 283 327 467 441 261 187 94 86 42 19 11 8 6 10 40 131 180 288 250 197 205 217 215 238 370 375 481 407 200 122 115 64 53 32 7 10 10 12 52 141 271 319 197 215 202 224 249 258 310 397 457 314 179 136 111 69 38 23 Date: Tuesday, March 1, 2022 Total Daily Volume: Description: Northbound Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 31 17 13 25 78 236 394 539 483 396 400 421 447 478 555 593 779 760 430 330 213 156 95 57 11 6 3 4 3 32 92 117 155 98 94 106 100 102 126 138 158 215 135 97 66 41 28 14 7 3 4 5 12 44 84 130 136 100 90 98 120 119 130 140 190 201 123 100 37 39 23 12 8 3 1 8 28 76 78 129 110 96 107 102 108 122 159 134 208 183 86 66 54 32 28 21 5 5 5 8 35 84 140 163 82 102 109 115 119 135 140 181 223 161 86 67 56 44 16 10 Date: Tuesday, March 1, 2022 Total Daily Volume: Description: Southbound Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 24 20 15 19 42 174 375 573 526 400 418 436 476 454 665 820 1051 898 518 311 228 148 93 47 7 6 2 6 8 22 66 109 130 84 115 97 117 84 131 176 267 281 173 99 55 44 27 16 12 4 3 7 5 40 76 149 141 102 112 115 122 131 153 187 277 240 138 87 57 47 19 7 3 5 5 2 12 55 102 159 140 101 98 115 107 116 211 241 273 224 114 56 61 32 25 11 2 5 5 4 17 57 131 156 115 113 93 109 130 123 170 216 234 153 93 69 55 25 22 13 8731
Report Generated by "Count Data" all rights reserved
Linscott, Law & Greenspan, Engineers
4542 Ruffner Street, Suite 100, San Diego, CA 92111
Average Daily Traffic
16657
7926
Location: BC 22-009 Loc #C S. Santa Fe Ave, between Las Flores Dr and N. Rancho Santa Fe Rd Date: Tuesday, March 1, 2022 Total Daily Volume: Description: Total Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 18 23 18 20 119 396 774 1202 1093 802 861 880 936 951 1262 1439 1664 848 508 273 226 143 96 43 5 6 3 5 7 47 157 236 307 197 222 205 213 204 257 330 447 257 169 85 60 42 27 14 9 6 3 7 18 82 157 305 282 203 209 219 253 255 292 312 480 230 138 78 55 51 20 6 3 6 6 3 37 129 184 330 273 200 211 231 218 244 385 393 444 216 118 49 60 29 24 10 1 5 6 5 57 138 276 331 231 202 219 225 252 248 328 404 293 145 83 61 51 21 25 13 Date: Tuesday, March 1, 2022 Total Daily Volume: Description: Northbound Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 0 0 0 0 63 208 360 518 517 390 413 431 464 501 587 643 659 0 1 0 0 0 0 0 0 0 0 0 0 28 76 98 149 105 99 103 107 111 125 151 186 0 0 0 0 0 0 0 0 0 0 0 8 42 71 132 142 96 96 101 123 139 130 144 219 0 0 0 0 0 0 0 0 0 0 0 21 67 78 127 113 92 103 111 110 126 183 159 192 0 0 0 0 0 0 0 0 0 0 0 34 71 135 161 113 97 115 116 124 125 149 189 62 0 1 0 0 0 0 0 Date: Tuesday, March 1, 2022 Total Daily Volume: Description: Southbound Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 18 23 18 20 56 188 414 684 576 412 448 449 472 450 675 796 1005 848 507 273 226 143 96 43 5 6 3 5 7 19 81 138 158 92 123 102 106 93 132 179 261 257 169 85 60 42 27 14 9 6 3 7 10 40 86 173 140 107 113 118 130 116 162 168 261 230 138 78 55 51 20 6 3 6 6 3 16 62 106 203 160 108 108 120 108 118 202 234 252 216 118 49 60 29 24 10 1 5 6 5 23 67 141 170 118 105 104 109 128 123 179 215 231 145 82 61 51 21 25 13 8840
Report Generated by "Count Data" all rights reserved
Linscott, Law & Greenspan, Engineers
4542 Ruffner Street, Suite 100, San Diego, CA 92111
Average Daily Traffic
14595
5755
Location: BC 22-009 Loc #D S. Santa Fe Ave-Mission Rd, between N. Rancho Santa Fe Rd and N. Pacific St Date: Tuesday, March 1, 2022 Total Daily Volume: Description: Total Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 38 32 21 36 68 267 468 983 836 534 516 576 643 651 1000 1298 1772 1650 821 491 337 243 162 57 13 10 7 9 12 27 80 162 233 136 119 140 135 141 177 272 438 472 290 138 88 74 49 13 15 7 2 9 10 49 95 244 220 161 133 148 179 159 246 346 483 427 233 142 86 77 43 12 6 6 4 6 24 99 112 310 200 124 124 131 140 164 298 329 413 435 165 112 74 38 40 19 4 9 8 12 22 92 181 267 183 113 140 157 189 187 279 351 438 316 133 99 89 54 30 13 Date: Tuesday, March 1, 2022 Total Daily Volume: Description: Northbound Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 13 18 8 20 36 146 216 452 418 268 226 270 306 317 460 442 627 691 333 258 159 113 74 22 5 6 1 4 7 18 38 70 128 75 52 77 66 77 83 82 150 189 107 72 44 33 22 2 3 3 0 6 3 25 42 120 109 85 59 72 82 82 105 131 151 188 101 75 40 34 21 6 2 3 1 4 13 52 52 133 89 58 55 56 72 75 154 105 155 178 63 65 28 17 18 9 3 6 6 6 13 51 84 129 92 50 60 65 86 83 118 124 171 136 62 46 47 29 13 5 Date: Tuesday, March 1, 2022 Total Daily Volume: Description: Southbound Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 25 14 13 16 32 121 252 531 418 266 290 306 337 334 540 856 1145 959 488 233 178 130 88 35 8 4 6 5 5 9 42 92 105 61 67 63 69 64 94 190 288 283 183 66 44 41 27 11 12 4 2 3 7 24 53 124 111 76 74 76 97 77 141 215 332 239 132 67 46 43 22 6 4 3 3 2 11 47 60 177 111 66 69 75 68 89 144 224 258 257 102 47 46 21 22 10 1 3 2 6 9 41 97 138 91 63 80 92 103 104 161 227 267 180 71 53 42 25 17 8 7607
Report Generated by "Count Data" all rights reserved
Linscott, Law & Greenspan, Engineers
4542 Ruffner Street, Suite 100, San Diego, CA 92111
Average Daily Traffic
13500
5893
Location: BC 22-009 Loc #E Hollencrest Rd, between De Leone Rd and Hollenbeck Rd Date: Tuesday, March 1, 2022 Total Daily Volume: Description: Total Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 9 2 1 4 3 11 28 32 41 19 15 16 21 31 36 34 61 53 52 34 20 29 5 5 2 1 0 1 1 0 10 9 16 4 5 3 6 12 5 13 14 13 15 9 3 6 5 2
5 1 0 3 0 1 1 5 7 4 3 5 2 4 6 3 17 6 13 10 8 9 0 2
0 0 0 0 1 4 6 9 13 7 3 3 9 7 10 10 14 19 17 5 5 8 0 1
2 0 1 0 1 6 11 9 5 4 4 5 4 8 15 8 16 15 7 10 4 6 0 0
Date: Tuesday, March 1, 2022 Total Daily Volume: Description: Northbound Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 5 1 1 1 2 4 14 12 13 10 8 8 4 11 15 16 27 22 28 10 11 16 1 5 1 1 0 0 1 0 5 5 7 2 3 2 3 5 3 10 5 5 9 4 1 2 1 2
3 0 0 1 0 1 1 0 1 2 1 3 0 1 2 2 7 2 6 4 4 4 0 2
0 0 0 0 1 2 2 5 5 5 3 2 1 3 4 2 5 10 8 0 3 6 0 1
1 0 1 0 0 1 6 2 0 1 1 1 0 2 6 2 10 5 5 2 3 4 0 0
Date: Tuesday, March 1, 2022 Total Daily Volume: Description: Southbound Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 4 1 0 3 1 7 14 20 28 9 7 8 17 20 21 18 34 31 24 24 9 13 4 0 1 0 0 1 0 0 5 4 9 2 2 1 3 7 2 3 9 8 6 5 2 4 4 0
2 1 0 2 0 0 0 5 6 2 2 2 2 3 4 1 10 4 7 6 4 5 0 0
0 0 0 0 0 2 4 4 8 2 0 1 8 4 6 8 9 9 9 5 2 2 0 0
1 0 0 0 1 5 5 7 5 3 3 4 4 6 9 6 6 10 2 8 1 2 0 0
317
Report Generated by "Count Data" all rights reserved
Linscott, Law & Greenspan, Engineers
4542 Ruffner Street, Suite 100, San Diego, CA 92111
Average Daily Traffic
562
245
Location: BC 22-009 Loc #F N. Rancho Santa Fe Rd, between S. Santa Fe Ave and Capalina Rd Date: Tuesday, March 1, 2022 Total Daily Volume: Description: Total Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 38 30 21 25 100 290 538 706 772 625 682 692 679 690 783 1007 1069 1019 726 419 355 234 144 84 10 6 5 6 9 35 108 159 216 171 183 171 162 149 175 235 261 286 206 129 91 61 40 27 17 7 6 11 16 64 112 177 199 144 167 193 184 183 191 220 277 250 192 109 81 65 33 14 7 8 4 5 35 92 137 179 186 160 166 165 151 188 219 268 269 269 169 97 89 58 37 25 4 9 6 3 40 99 181 191 171 150 166 163 182 170 198 284 262 214 159 84 94 50 34 18 Date: Tuesday, March 1, 2022 Total Daily Volume: Description: Eastbound Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 30 13 9 11 55 142 259 301 340 306 352 356 359 386 399 628 720 639 433 236 203 146 88 58 10 3 4 3 3 18 52 61 88 91 87 82 87 81 91 148 171 173 122 70 56 40 29 18 12 4 4 4 9 32 56 73 95 61 78 93 98 103 101 145 196 144 118 68 44 34 21 10 6 2 1 3 22 46 59 69 80 74 93 89 79 106 99 162 168 172 99 51 47 36 21 20 2 4 0 1 21 46 92 98 77 80 94 92 95 96 108 173 185 150 94 47 56 36 17 10 Date: Tuesday, March 1, 2022 Total Daily Volume: Description: Westbound Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 8 17 12 14 45 148 279 405 432 319 330 336 320 304 384 379 349 380 293 183 152 88 56 26 0 3 1 3 6 17 56 98 128 80 96 89 75 68 84 87 90 113 84 59 35 21 11 9 5 3 2 7 7 32 56 104 104 83 89 100 86 80 90 75 81 106 74 41 37 31 12 4 1 6 3 2 13 46 78 110 106 86 73 76 72 82 120 106 101 97 70 46 42 22 16 5 2 5 6 2 19 53 89 93 94 70 72 71 87 74 90 111 77 64 65 37 38 14 17 8 5259
Report Generated by "Count Data" all rights reserved
Linscott, Law & Greenspan, Engineers
4542 Ruffner Street, Suite 100, San Diego, CA 92111
Average Daily Traffic
11728
6469

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-24-3940 Santa Fe Flores Project
N:\3940 - Santa Fe Flores\Report\Appendices\Appendix Cover Pages.docx

APPENDIX B

CITY OF SAN MARCOS ROADWAY CLASSIFICATION
TABLE

21 Table 3: Roadway Classifications, Capacity, and LOS
Street Classification Lanes LOS A LOS B LOS C LOS D LOS E (Capacity)
Expressway 6 30,000 42,000 60,000 70,000 80,000
Prime Arterial 6 25,000 35,000 50,000 55,000 60,000
Major Arterial 6 20,000 28,000 40,000 45,000 50,000
Major Arterial 4 15,000 21,000 30,000 35,000 40,000
Major Arterial (One-Way) 3 12,500 16,500 22,500 25,000 27,500 Major Arterial (One-Way) 2 10,000 13,000 17,500 20,000 22,500 Secondary
Arterial/Collector 4 10,000 14,000 20,000 25,000 30,000 Collector (no center lane) 4 5,000 7,000 10,000 13,000 15,000 Collector (continuous left-
turn lane) 2 5,000 7,000 10,000 13,000 15,000
Collector (no fronting
property) 2 4,000 5,500 7,500 9,000 10,000
Collector (commercial-
industrial fronting) 2 2,500 3,500 5,000 6,500 8,000
Collector (multi-family) 2 2,500 3,500 5,000 6,500 8,000 Collector (one-way) 3 11,000 14,000 19,000 22,500 26,000 Collector (one-way) 2 7,500 9,500 12,500 15,000 17,500
Collector (one-way) 1 2,500 3,500 5,000 6,500 7,500
Sub-Collector (single-
family) 2 -- -- 2,200 -- --
Source: Guidelines for Transportation Impact Studies in the San Diego Region (May 2019) Notes: 1. The volumes and the average daily level of service listed above are only intended as a general planning outline.

2. Levels of service are not applied to residential streets since their primary purpose is to serve abutting lots, not carry through traffic. Levels of service normally apply to roads carrying through traffic between major trip generators and attractors.

3.7. LEVEL OF SERVICE STANDARDS
The City of San Marcos strives to maintain intersection and roadway segment operations based on LOS standards outlined in the General Plan Mobility Element. The local transportation analysis should note intersections and roadway segments that perform unacceptably (based on standards in the current General Plan Mobility Element) under no project and/or plus project conditions, and improvements that can be applied to increase performance to acceptable levels.

For study intersections, the study should identify if the addition of the traffic generated from the proposed project results in any one of the following, and improvements should be identified to increase performance to acceptable or pre-project conditions under each scenario:
 Triggers an intersection operating at acceptable LOS to operate at unacceptable LOS and increases the average delay per vehicle by more than 2.0 seconds.  Increases the average delay per vehicle for a study intersection that is already operating at unacceptable LOS by more than 2.0 seconds.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-24-3940 Santa Fe Flores Project
N:\3940 - Santa Fe Flores\Report\Appendices\Appendix Cover Pages.docx

APPENDIX C
ANALYSIS WORKSHEETS – EXISTING

HCM 6th TWSC Existing AM
1: S. Santa Fe Ave & Smilax Rd 03/30/2022
Santa Fe Las Flores 03/17/2022 Existing AM Synchro 10 Report 3-22-3523 Page 1
Intersection
Int Delay, s/veh 17.8
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 91 147 239 283 398 215
Future Vol, veh/h 91 147 239 283 398 215
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - Stop - None - None
Storage Length 0 0 ----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 88 88 88 88 88 88
Heavy Vehicles, % 2 22222
Mvmt Flow 103 167 272 322 452 244

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1440 574 696 0 - 0
Stage 1 574 -----
Stage 2 866 -----
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 146 518 900 - - -
Stage 1 563 -----
Stage 2 412 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver ~ 92 518 900 - - -
Mov Cap-2 Maneuver ~ 92 -----
Stage 1 356 -----
Stage 2 412 -----

Approach EB NB SB
HCM Control Delay, s 91.8 4.9 0

HCM LOS F

Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 900 - 92 518 - -
HCM Lane V/C Ratio 0.302 - 1.124 0.322 - -
HCM Control Delay (s) 10.7 0 215.5 15.2 - -
HCM Lane LOS B A F C - -
HCM 95th %tile Q(veh) 1.3 - 7 1.4 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th Signalized Intersection Summary Existing AM
2: S. Santa Fe Ave & Bosstick Blvd 03/30/2022
Santa Fe Las Flores 03/17/2022 Existing AM Synchro 10 Report 3-22-3523 Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 0 22 69 0 35 21 493 86 78 466 6 Future Volume (veh/h) 10 0 22 69 0 35 21 493 86 78 466 6 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 11 0 25 78 0 40 24 560 98 89 530 7 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 222222222222
Cap, veh/h 31 0 70 212 0 188 69 684 579 189 1555 21
Arrive On Green 0.06 0.00 0.06 0.12 0.00 0.12 0.04 0.37 0.37 0.11 0.43 0.43 Sat Flow, veh/h 501 0 1139 1781 0 1585 1781 1870 1585 1781 3591 47 Grp Volume(v), veh/h 36 0 0 78 0 40 24 560 98 89 262 275 Grp Sat Flow(s),veh/h/ln 1640 0 0 1781 0 1585 1781 1870 1585 1781 1777 1862 Q Serve(g_s), s 1.2 0.0 0.0 2.3 0.0 1.3 0.7 15.4 2.4 2.7 5.6 5.6 Cycle Q Clear(g_c), s 1.2 0.0 0.0 2.3 0.0 1.3 0.7 15.4 2.4 2.7 5.6 5.6 Prop In Lane 0.31 0.69 1.00 1.00 1.00 1.00 1.00 0.03
Lane Grp Cap(c), veh/h 100 0 0 212 0 188 69 684 579 189 769 806 V/C Ratio(X) 0.36 0.00 0.00 0.37 0.00 0.21 0.35 0.82 0.17 0.47 0.34 0.34 Avail Cap(c_a), veh/h 837 0 0 251 0 223 260 1148 973 260 1091 1143 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 25.6 0.0 0.0 23.1 0.0 22.6 26.6 16.3 12.2 23.9 10.7 10.7 Incr Delay (d2), s/veh 2.2 0.0 0.0 1.1 0.0 0.6 3.0 2.5 0.1 1.8 0.3 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 0.0 0.0 1.0 0.0 0.5 0.3 5.6 0.7 1.1 1.7 1.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 27.8 0.0 0.0 24.1 0.0 23.2 29.6 18.8 12.3 25.7 11.0 11.0 LnGrp LOS C A A C A C C B B C B B
Approach Vol, veh/h 36 118 682 626
Approach Delay, s/veh 27.8 23.8 18.3 13.1
Approach LOS C C B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 10.2 26.2 9.0 6.4 30.0 11.5
Change Period (Y+Rc), s * 4.2 5.4 5.5 * 4.2 5.4 4.7
Max Green Setting (Gmax), s * 8.3 34.9 29.0 * 8.3 34.9 8.0 Max Q Clear Time (g_c+I1), s 4.7 17.4 3.2 2.7 7.6 4.3
Green Ext Time (p_c), s 0.1 3.4 0.1 0.0 2.9 0.1
Intersection Summary
HCM 6th Ctrl Delay 16.7
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Existing AMHCM 6th TWSC
3: Community Dr & S. Santa Fe Ave 03/30/2022
Santa Fe Las Flores 03/17/2022 Existing AM Synchro 10 Report 3-22-3523 Page 3
Intersection
Int Delay, s/veh 0.3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 662 6 10 601 9 7
Future Vol, veh/h 662 6 10 601 9 7
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 150 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 94 94 94 94 94 94
Heavy Vehicles, % 2 22222
Mvmt Flow 704 6 11 639 10 7
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 710 0 1049 355
Stage 1 - - - - 707 -
Stage 2 - - - - 342 -
Critical Hdwy - - 4.14 - 6.84 6.94
Critical Hdwy Stg 1 - - - - 5.84 -
Critical Hdwy Stg 2 - - - - 5.84 -
Follow-up Hdwy - - 2.22 - 3.52 3.32
Pot Cap-1 Maneuver - - 885 - 223 641
Stage 1 - - - - 450 -
Stage 2 - - - - 691 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 885 - 220 641
Mov Cap-2 Maneuver - - - - 220 -
Stage 1 - - - - 450 -
Stage 2 - - - - 683 -
Approach EB WB NB
HCM Control Delay, s 0 0.1 17.3

HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 309 - - 885 -
HCM Lane V/C Ratio 0.055 - - 0.012 -
HCM Control Delay (s) 17.3 - - 9.1 -
HCM Lane LOS C - - A -
HCM 95th %tile Q(veh) 0.2 - - 0 -
HCM 6th Signalized Intersection Summary Existing AM
4: Las Flores Dr & S. Santa Fe Ave 03/30/2022
Santa Fe Las Flores 03/17/2022 Existing AM Synchro 10 Report 3-22-3523 Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 35 511 27 44 494 34 40 2 29 127 11 38 Future Volume (veh/h) 35 511 27 44 494 34 40 2 29 127 11 38 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 39 568 30 49 549 38 44 2 32 141 12 42 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 222222222222
Cap, veh/h 105 839 44 106 879 392 131 11 179 279 68 237 Arrive On Green 0.06 0.24 0.24 0.06 0.25 0.25 0.07 0.12 0.12 0.16 0.19 0.19 Sat Flow, veh/h 1781 3433 181 1781 3554 1585 1781 94 1505 1781 365 1276 Grp Volume(v), veh/h 39 294 304 49 549 38 44 0 34 141 0 54 Grp Sat Flow(s),veh/h/ln 1781 1777 1838 1781 1777 1585 1781 0 1599 1781 0 1641 Q Serve(g_s), s 1.0 7.3 7.4 1.3 6.7 0.9 1.2 0.0 0.9 3.6 0.0 1.4 Cycle Q Clear(g_c), s 1.0 7.3 7.4 1.3 6.7 0.9 1.2 0.0 0.9 3.6 0.0 1.4 Prop In Lane 1.00 0.10 1.00 1.00 1.00 0.94 1.00 0.78
Lane Grp Cap(c), veh/h 105 434 449 106 879 392 131 0 191 279 0 305 V/C Ratio(X) 0.37 0.68 0.68 0.46 0.62 0.10 0.34 0.00 0.18 0.51 0.00 0.18 Avail Cap(c_a), veh/h 258 797 825 222 1529 682 291 0 1142 411 0 1255 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 22.2 16.8 16.8 22.3 16.4 14.2 21.6 0.0 19.4 18.9 0.0 16.8 Incr Delay (d2), s/veh 2.2 1.8 1.8 3.1 0.7 0.1 1.5 0.0 0.4 1.4 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 2.6 2.7 0.6 2.3 0.3 0.5 0.0 0.3 1.5 0.0 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.4 18.6 18.6 25.4 17.2 14.3 23.1 0.0 19.9 20.3 0.0 17.1 LnGrp LOS C B B C B B C A B C A B
Approach Vol, veh/h 637 636 78 195
Approach Delay, s/veh 18.9 17.6 21.7 19.4
Approach LOS B B C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.4 17.4 9.1 15.1 7.3 17.5 12.4 11.8 Change Period (Y+Rc), s 4.5 5.4 5.5 6.0 4.4 5.4 * 4.7 6.0 Max Green Setting (Gmax), s 6.1 22.0 8.0 37.5 7.1 21.1 * 11 35.0 Max Q Clear Time (g_c+I1), s 3.3 9.4 3.2 3.4 3.0 8.7 5.6 2.9 Green Ext Time (p_c), s 0.0 2.6 0.0 0.3 0.0 2.7 0.2 0.1 Intersection Summary
HCM 6th Ctrl Delay 18.6
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th TWSC Existing AM
5: Las Flores Dr & Hollencrest Rd 03/30/2022
Santa Fe Las Flores 03/17/2022 Existing AM Synchro 10 Report 3-22-3523 Page 5
Intersection
Int Delay, s/veh 2.3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 7 25 51 4 12 61
Future Vol, veh/h 7 25 51 4 12 61
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 85 85 85 85 85 85
Heavy Vehicles, % 2 22222
Mvmt Flow 8 29 60 5 14 72

Major/Minor Minor1 Major1 Major2
Conflicting Flow All 163 63 0 0 65 0
Stage 1 63 -----
Stage 2 100 -----
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 828 1002 - - 1537 -
Stage 1 960 -----
Stage 2 924 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 821 1002 - - 1537 -
Mov Cap-2 Maneuver 821 -----
Stage 1 960 -----
Stage 2 916 -----

Approach WB NB SB
HCM Control Delay, s 8.9 0 1.2

HCM LOS A

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 956 1537 -
HCM Lane V/C Ratio - - 0.039 0.009 -
HCM Control Delay (s) - - 8.9 7.4 0
HCM Lane LOS - - A A A
HCM 95th %tile Q(veh) - - 0.1 0 -
HCM 6th Signalized Intersection Summary Existing AM
6: W. Mission Rd/S. Santa Fe Ave & N. Rancho Santa Fe Rd 03/30/2022 Santa Fe Las Flores 03/17/2022 Existing AM Synchro 10 Report 3-22-3523 Page 6
Movement EBL EBR NBL NBT SBU SBT SBR
Lane Configurations
Traffic Volume (veh/h) 236 86 116 336 0 400 273
Future Volume (veh/h) 236 86 116 336 0 400 273
Initial Q (Qb), veh 0000 00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 254 92 125 361 430 294
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93
Percent Heavy Veh, % 2222 22
Cap, veh/h 610 886 251 1924 1025 457
Arrive On Green 0.18 0.18 0.14 0.54 0.29 0.29
Sat Flow, veh/h 3456 2790 1781 3647 3647 1585
Grp Volume(v), veh/h 254 92 125 361 430 294
Grp Sat Flow(s),veh/h/ln 1728 1395 1781 1777 1777 1585
Q Serve(g_s), s 2.9 1.0 2.9 2.3 4.4 7.2
Cycle Q Clear(g_c), s 2.9 1.0 2.9 2.3 4.4 7.2
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 610 886 251 1924 1025 457
V/C Ratio(X) 0.42 0.10 0.50 0.19 0.42 0.64
Avail Cap(c_a), veh/h 1392 1517 399 3133 2736 1220
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 16.4 10.8 17.7 5.2 12.9 13.9
Incr Delay (d2), s/veh 0.5 0.1 1.5 0.0 0.3 1.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.0 1.0 1.1 0.5 1.3 2.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 16.8 10.8 19.2 5.3 13.1 15.4
LnGrp LOS BBBA BB
Approach Vol, veh/h 346 486 724
Approach Delay, s/veh 15.2 8.9 14.1
Approach LOS B A B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 30.3 14.4 11.3 19.0
Change Period (Y+Rc), s * 6.1 6.5 5.0 * 6.1
Max Green Setting (Gmax), s * 39 18.0 10.0 * 34
Max Q Clear Time (g_c+I1), s 4.3 4.9 4.9 9.2
Green Ext Time (p_c), s 2.3 1.0 0.1 3.7
Intersection Summary
HCM 6th Ctrl Delay 12.7
HCM 6th LOS B
Notes
User approved ignoring U-Turning movement.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th TWSC Existing AM
7: Capalina Rd & Hollencrest Rd 03/30/2022
Santa Fe Las Flores 03/17/2022 Existing AM Synchro 10 Report 3-22-3523 Page 7
Intersection
Int Delay, s/veh 3.1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 187 67 48 104 5
Future Vol, veh/h 0 187 67 48 104 5
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 83 83 83 83 83 83
Heavy Vehicles, % 2 22222
Mvmt Flow 0 225 81 58 125 6

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 139 0 - 0 335 110
Stage 1 - - - - 110 -
Stage 2 - - - - 225 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1445 - - - 660 943
Stage 1 - - - - 915 -
Stage 2 - - - - 812 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1445 - - - 660 943
Mov Cap-2 Maneuver - - - - 660 -
Stage 1 - - - - 915 -
Stage 2 - - - - 812 -

Approach EB WB SB
HCM Control Delay, s 0 0 11.7

HCM LOS B

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1445 - - - 669
HCM Lane V/C Ratio ---- 0.196
HCM Control Delay (s) 0 - - - 11.7
HCM Lane LOS A - - - B
HCM 95th %tile Q(veh) 0 - - - 0.7
HCM 6th Signalized Intersection Summary Existing AM
8: N. Rancho Santa Fe Rd & Capalina Rd 03/30/2022
Santa Fe Las Flores 03/17/2022 Existing AM Synchro 10 Report 3-22-3523 Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 5 16 231 85 12 17 154 327 115 12 361 6 Future Volume (veh/h) 5 16 231 85 12 17 154 327 115 12 361 6 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 6 18 257 94 13 19 171 363 128 13 401 7 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 222222222222
Cap, veh/h 42 370 313 329 671 568 212 688 239 20 566 10 Arrive On Green 0.02 0.20 0.20 0.18 0.36 0.36 0.12 0.27 0.27 0.01 0.16 0.16 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 1781 2587 899 1781 3574 62 Grp Volume(v), veh/h 6 18 257 94 13 19 171 248 243 13 199 209 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 1585 1781 1777 1709 1781 1777 1859 Q Serve(g_s), s 0.2 0.5 10.4 3.1 0.3 0.5 6.3 8.0 8.2 0.5 7.1 7.2 Cycle Q Clear(g_c), s 0.2 0.5 10.4 3.1 0.3 0.5 6.3 8.0 8.2 0.5 7.1 7.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.53 1.00 0.03
Lane Grp Cap(c), veh/h 42 370 313 329 671 568 212 473 455 20 281 294 V/C Ratio(X) 0.14 0.05 0.82 0.29 0.02 0.03 0.81 0.52 0.54 0.65 0.71 0.71 Avail Cap(c_a), veh/h 410 834 707 410 834 707 212 610 587 93 491 514 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 32.2 21.9 25.8 23.6 13.9 14.0 28.9 21.0 21.1 33.1 26.8 26.8 Incr Delay (d2), s/veh 1.5 0.1 5.3 0.5 0.0 0.0 20.1 0.9 1.0 30.3 3.3 3.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.2 4.2 1.3 0.1 0.2 3.7 3.1 3.1 0.4 3.0 3.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.7 21.9 31.1 24.1 13.9 14.0 49.0 21.9 22.1 63.5 30.1 30.0 LnGrp LOS CCCCBBDCCECC
Approach Vol, veh/h 281 126 662 421
Approach Delay, s/veh 30.6 21.5 29.0 31.1
Approach LOS CCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.8 24.3 16.4 19.8 14.0 17.1 5.6 30.6 Change Period (Y+Rc), s 6.0 6.4 4.0 6.5 6.0 6.4 4.0 6.5 Max Green Setting (Gmax), s 3.5 23.1 15.5 30.0 8.0 18.6 15.5 30.0 Max Q Clear Time (g_c+I1), s 2.5 10.2 5.1 12.4 8.3 9.2 2.2 2.5 Green Ext Time (p_c), s 0.0 2.3 0.1 0.9 0.0 1.5 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay 29.3
HCM 6th LOS C
HCM 6th TWSC Existing PM
1: S. Santa Fe Ave & Smilax Rd 03/30/2022
Santa Fe Las Flores 03/17/2022 Existing PM Synchro 10 Report 3-22-3523 Page 1
Intersection
Int Delay, s/veh 34.8
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 103 225 143 525 641 156
Future Vol, veh/h 103 225 143 525 641 156
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - Stop - None - None
Storage Length 0 0 ----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 88 88 88 88 88 88
Heavy Vehicles, % 2 22222
Mvmt Flow 117 256 163 597 728 177

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1740 817 905 0 - 0
Stage 1 817 -----
Stage 2 923 -----
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver ~ 96 376 752 - - -
Stage 1 434 -----
Stage 2 387 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver ~ 65 376 752 - - -
Mov Cap-2 Maneuver ~ 65 -----
Stage 1 293 -----
Stage 2 387 -----

Approach EB NB SB
HCM Control Delay, s 185.3 2.4 0

HCM LOS F

Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 752 - 65 376 - -
HCM Lane V/C Ratio 0.216 - 1.801 0.68 - -
HCM Control Delay (s) 11.1 0$ 518.6 32.7 - -
HCM Lane LOS B A F D - -
HCM 95th %tile Q(veh) 0.8 - 10.6 4.8 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th Signalized Intersection Summary Existing PM
2: S. Santa Fe Ave & Bosstick Blvd 03/30/2022
Santa Fe Las Flores 03/17/2022 Existing PM Synchro 10 Report 3-22-3523 Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 7 0 11 93 0 82 39 622 38 14 877 11 Future Volume (veh/h) 7 0 11 93 0 82 39 622 38 14 877 11 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 8 0 12 106 0 93 44 707 43 16 997 12 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 222222222222
Cap, veh/h 25 0 38 242 0 215 110 829 702 56 1484 18
Arrive On Green 0.04 0.00 0.04 0.14 0.00 0.14 0.06 0.44 0.44 0.03 0.41 0.41 Sat Flow, veh/h 663 0 995 1781 0 1585 1781 1870 1585 1781 3596 43 Grp Volume(v), veh/h 20 0 0 106 0 93 44 707 43 16 493 516 Grp Sat Flow(s),veh/h/ln 1658 0 0 1781 0 1585 1781 1870 1585 1781 1777 1863 Q Serve(g_s), s 0.7 0.0 0.0 3.1 0.0 3.0 1.3 19.1 0.9 0.5 12.7 12.7 Cycle Q Clear(g_c), s 0.7 0.0 0.0 3.1 0.0 3.0 1.3 19.1 0.9 0.5 12.7 12.7 Prop In Lane 0.40 0.60 1.00 1.00 1.00 1.00 1.00 0.02
Lane Grp Cap(c), veh/h 63 0 0 242 0 215 110 829 702 56 733 769 V/C Ratio(X) 0.32 0.00 0.00 0.44 0.00 0.43 0.40 0.85 0.06 0.29 0.67 0.67 Avail Cap(c_a), veh/h 854 0 0 253 0 225 263 1159 982 263 1101 1154 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 26.4 0.0 0.0 22.4 0.0 22.3 25.4 14.0 9.0 26.7 13.4 13.4 Incr Delay (d2), s/veh 2.8 0.0 0.0 1.2 0.0 1.4 2.3 4.6 0.0 2.8 1.1 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.0 0.0 1.3 0.0 1.1 0.6 6.9 0.2 0.2 4.0 4.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.2 0.0 0.0 23.6 0.0 23.7 27.7 18.6 9.0 29.4 14.5 14.5 LnGrp LOS C A A C A C C B A C B B
Approach Vol, veh/h 20 199 794 1025
Approach Delay, s/veh 29.2 23.7 18.6 14.7
Approach LOS C C B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 6.0 30.3 7.6 7.7 28.6 12.3
Change Period (Y+Rc), s * 4.2 5.4 5.5 * 4.2 5.4 4.7
Max Green Setting (Gmax), s * 8.3 34.9 29.0 * 8.3 34.9 8.0 Max Q Clear Time (g_c+I1), s 2.5 21.1 2.7 3.3 14.7 5.1
Green Ext Time (p_c), s 0.0 3.9 0.1 0.0 5.9 0.2
Intersection Summary
HCM 6th Ctrl Delay 17.3
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Existing PMHCM 6th TWSC
3: Community Dr & S. Santa Fe Ave 03/30/2022
Santa Fe Las Flores 03/17/2022 Existing PM Synchro 10 Report 3-22-3523 Page 3
Intersection
Int Delay, s/veh 0.4
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1034 6 37 720 6 4
Future Vol, veh/h 1034 6 37 720 6 4
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 150 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 94 94 94 94 94 94
Heavy Vehicles, % 2 22222
Mvmt Flow 1100 6 39 766 6 4
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 1106 0 1564 553
Stage 1 - - - - 1103 -
Stage 2 - - - - 461 -
Critical Hdwy - - 4.14 - 6.84 6.94
Critical Hdwy Stg 1 - - - - 5.84 -
Critical Hdwy Stg 2 - - - - 5.84 -
Follow-up Hdwy - - 2.22 - 3.52 3.32
Pot Cap-1 Maneuver - - 627 - 102 477
Stage 1 - - - - 279 -
Stage 2 - - - - 601 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 627 - 96 477
Mov Cap-2 Maneuver - - - - 96 -
Stage 1 - - - - 279 -
Stage 2 - - - - 564 -
Approach EB WB NB
HCM Control Delay, s 0 0.5 32.6

HCM LOS D
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 141 - - 627 -
HCM Lane V/C Ratio 0.075 - - 0.063 -
HCM Control Delay (s) 32.6 - - 11.1 -
HCM Lane LOS D - - B -
HCM 95th %tile Q(veh) 0.2 - - 0.2 -
HCM 6th Signalized Intersection Summary Existing PM
4: Las Flores Dr & S. Santa Fe Ave 03/30/2022
Santa Fe Las Flores 03/17/2022 Existing PM Synchro 10 Report 3-22-3523 Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 54 878 71 35 591 79 40 1 20 53 2 34 Future Volume (veh/h) 54 878 71 35 591 79 40 1 20 53 2 34 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 60 976 79 39 657 88 44 1 22 59 2 38 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 222222222222
Cap, veh/h 137 1191 96 88 1179 526 128 8 173 174 10 189 Arrive On Green 0.08 0.36 0.36 0.05 0.33 0.33 0.07 0.11 0.11 0.10 0.12 0.12 Sat Flow, veh/h 1781 3329 269 1781 3554 1585 1781 69 1526 1781 80 1517 Grp Volume(v), veh/h 60 521 534 39 657 88 44 0 23 59 0 40 Grp Sat Flow(s),veh/h/ln 1781 1777 1822 1781 1777 1585 1781 0 1596 1781 0 1597 Q Serve(g_s), s 1.7 14.4 14.4 1.1 8.2 2.1 1.3 0.0 0.7 1.7 0.0 1.2 Cycle Q Clear(g_c), s 1.7 14.4 14.4 1.1 8.2 2.1 1.3 0.0 0.7 1.7 0.0 1.2 Prop In Lane 1.00 0.15 1.00 1.00 1.00 0.96 1.00 0.95
Lane Grp Cap(c), veh/h 137 636 652 88 1179 526 128 0 180 174 0 199 V/C Ratio(X) 0.44 0.82 0.82 0.44 0.56 0.17 0.34 0.00 0.13 0.34 0.00 0.20 Avail Cap(c_a), veh/h 235 725 744 202 1391 620 264 0 1036 373 0 1111 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 23.8 15.7 15.7 24.9 14.8 12.7 23.8 0.0 21.5 22.7 0.0 21.2 Incr Delay (d2), s/veh 2.2 6.6 6.5 3.5 0.4 0.1 1.6 0.0 0.3 1.1 0.0 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 5.6 5.7 0.5 2.7 0.7 0.6 0.0 0.3 0.7 0.0 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.0 22.4 22.2 28.4 15.2 12.9 25.4 0.0 21.8 23.8 0.0 21.7 LnGrp LOS CCCCBBCACCAC
Approach Vol, veh/h 1115 784 67 99
Approach Delay, s/veh 22.5 15.6 24.2 23.0
Approach LOS C B C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.2 24.7 9.4 12.7 8.5 23.3 10.0 12.1 Change Period (Y+Rc), s 4.5 5.4 5.5 6.0 4.4 5.4 * 4.7 6.0 Max Green Setting (Gmax), s 6.1 22.0 8.0 37.5 7.1 21.1 * 11 35.0 Max Q Clear Time (g_c+I1), s 3.1 16.4 3.3 3.2 3.7 10.2 3.7 2.7 Green Ext Time (p_c), s 0.0 2.9 0.0 0.2 0.0 3.3 0.1 0.1 Intersection Summary
HCM 6th Ctrl Delay 19.9
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th TWSC Existing PM
5: Las Flores Dr & Hollencrest Rd 03/30/2022
Santa Fe Las Flores 03/17/2022 Existing PM Synchro 10 Report 3-22-3523 Page 5
Intersection
Int Delay, s/veh 1.9
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 3 11 54 5 31 77
Future Vol, veh/h 3 11 54 5 31 77
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 85 85 85 85 85 85
Heavy Vehicles, % 2 22222
Mvmt Flow 4 13 64 6 36 91

Major/Minor Minor1 Major1 Major2
Conflicting Flow All 230 67 0 0 70 0
Stage 1 67 -----
Stage 2 163 -----
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 758 997 - - 1531 -
Stage 1 956 -----
Stage 2 866 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 739 997 - - 1531 -
Mov Cap-2 Maneuver 739 -----
Stage 1 956 -----
Stage 2 844 -----

Approach WB NB SB
HCM Control Delay, s 8.9 0 2.1

HCM LOS A

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 928 1531 -
HCM Lane V/C Ratio - - 0.018 0.024 -
HCM Control Delay (s) - - 8.9 7.4 0
HCM Lane LOS - - A A A
HCM 95th %tile Q(veh) - - 0.1 0.1 -
HCM 6th Signalized Intersection Summary Existing PM
6: W. Mission Rd/S. Santa Fe Ave & N. Rancho Santa Fe Rd 03/30/2022 Santa Fe Las Flores 03/17/2022 Existing PM Synchro 10 Report 3-22-3523 Page 6
Movement EBL EBR NBL NBT SBU SBT SBR
Lane Configurations
Traffic Volume (veh/h) 344 333 154 376 0 717 206
Future Volume (veh/h) 344 333 154 376 0 717 206
Initial Q (Qb), veh 0000 00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 370 358 166 404 771 222
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93
Percent Heavy Veh, % 2222 22
Cap, veh/h 626 898 251 2040 1194 533
Arrive On Green 0.18 0.18 0.14 0.57 0.34 0.34
Sat Flow, veh/h 3456 2790 1781 3647 3647 1585
Grp Volume(v), veh/h 370 358 166 404 771 222
Grp Sat Flow(s),veh/h/ln 1728 1395 1781 1777 1777 1585
Q Serve(g_s), s 5.1 5.1 4.5 2.8 9.5 5.6
Cycle Q Clear(g_c), s 5.1 5.1 4.5 2.8 9.5 5.6
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 626 898 251 2040 1194 533
V/C Ratio(X) 0.59 0.40 0.66 0.20 0.65 0.42
Avail Cap(c_a), veh/h 1209 1369 346 2720 2375 1059
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 19.3 13.6 20.9 5.3 14.5 13.2
Incr Delay (d2), s/veh 0.9 0.3 3.0 0.0 0.6 0.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.8 4.3 1.8 0.6 3.0 1.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.2 13.9 23.9 5.3 15.1 13.7
LnGrp LOS C B C A B B
Approach Vol, veh/h 728 570 993
Approach Delay, s/veh 17.1 10.7 14.8
Approach LOS B B B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 35.6 15.8 12.3 23.4
Change Period (Y+Rc), s * 6.1 6.5 5.0 * 6.1
Max Green Setting (Gmax), s * 39 18.0 10.0 * 34
Max Q Clear Time (g_c+I1), s 4.8 7.1 6.5 11.5
Green Ext Time (p_c), s 2.7 2.2 0.1 5.8
Intersection Summary
HCM 6th Ctrl Delay 14.5
HCM 6th LOS B
Notes
User approved ignoring U-Turning movement.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th TWSC Existing PM
7: Capalina Rd & Hollencrest Rd 03/30/2022
Santa Fe Las Flores 03/17/2022 Existing PM Synchro 10 Report 3-22-3523 Page 7
Intersection
Int Delay, s/veh 1.1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 2 100 153 80 33 3
Future Vol, veh/h 2 100 153 80 33 3
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 83 83 83 83 83 83
Heavy Vehicles, % 2 22222
Mvmt Flow 2 120 184 96 40 4

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 280 0 - 0 356 232
Stage 1 - - - - 232 -
Stage 2 - - - - 124 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1283 - - - 642 807
Stage 1 - - - - 807 -
Stage 2 - - - - 902 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1283 - - - 641 807
Mov Cap-2 Maneuver - - - - 641 -
Stage 1 - - - - 805 -
Stage 2 - - - - 902 -

Approach EB WB SB
HCM Control Delay, s 0.2 0 10.9

HCM LOS B

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1283 - - - 652
HCM Lane V/C Ratio 0.002 - - - 0.067
HCM Control Delay (s) 7.8 0 - - 10.9
HCM Lane LOS A A - - B
HCM 95th %tile Q(veh) 0 - - - 0.2
HCM 6th Signalized Intersection Summary Existing PM
8: N. Rancho Santa Fe Rd & Capalina Rd 03/30/2022
Santa Fe Las Flores 03/17/2022 Existing PM Synchro 10 Report 3-22-3523 Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 7 22 109 84 33 21 195 624 101 13 344 21 Future Volume (veh/h) 7 22 109 84 33 21 195 624 101 13 344 21 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 8 24 121 93 37 23 217 693 112 14 382 23 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 222222222222
Cap, veh/h 56 209 177 353 521 441 240 898 145 22 582 35 Arrive On Green 0.03 0.11 0.11 0.20 0.28 0.28 0.13 0.29 0.29 0.01 0.17 0.17 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 1781 3063 495 1781 3406 204 Grp Volume(v), veh/h 8 24 121 93 37 23 217 402 403 14 199 206 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 1585 1781 1777 1781 1781 1777 1834 Q Serve(g_s), s 0.3 0.7 4.4 2.6 0.9 0.6 7.1 12.3 12.3 0.5 6.2 6.3 Cycle Q Clear(g_c), s 0.3 0.7 4.4 2.6 0.9 0.6 7.1 12.3 12.3 0.5 6.2 6.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.28 1.00 0.11
Lane Grp Cap(c), veh/h 56 209 177 353 521 441 240 521 522 22 304 313 V/C Ratio(X) 0.14 0.11 0.68 0.26 0.07 0.05 0.91 0.77 0.77 0.65 0.65 0.66 Avail Cap(c_a), veh/h 464 943 799 464 943 799 240 690 692 105 556 573 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 28.0 23.8 25.4 20.2 15.8 15.7 25.4 19.2 19.2 29.3 23.0 23.0 Incr Delay (d2), s/veh 1.2 0.2 4.6 0.4 0.1 0.0 34.1 3.9 3.9 28.0 2.4 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 0.1 0.3 1.8 1.1 0.4 0.2 5.0 4.9 4.9 0.4 2.5 2.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.2 24.0 30.0 20.6 15.9 15.8 59.5 23.1 23.1 57.2 25.4 25.4 LnGrp LOS CCCCBBECCECC
Approach Vol, veh/h 153 153 1022 419
Approach Delay, s/veh 29.0 18.7 30.8 26.5
Approach LOS C B C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.7 23.8 15.8 13.1 14.0 16.6 5.9 23.1 Change Period (Y+Rc), s 6.0 6.4 4.0 6.5 6.0 6.4 4.0 6.5 Max Green Setting (Gmax), s 3.5 23.1 15.5 30.0 8.0 18.6 15.5 30.0 Max Q Clear Time (g_c+I1), s 2.5 14.3 4.6 6.4 9.1 8.3 2.3 2.9 Green Ext Time (p_c), s 0.0 3.1 0.1 0.5 0.0 1.6 0.0 0.2 Intersection Summary
HCM 6th Ctrl Delay 28.6
HCM 6th LOS C

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-24-3940 Santa Fe Flores Project
N:\3940 - Santa Fe Flores\Report\Appendices\Appendix Cover Pages.docx

APPENDIX D

K&D FACTORS DEFINITIONS

PEAK HOUR VOLUME DATA
Peak hour volume data consists of hourly volume relationships and data location.

The hourly volumes are expressed as a percentage of the Annual Average Daily Traffic (AADT). The percentages are shown for both the AM and the PM peak periods.

The principle data described here are the K factor, the D factor and their product (KD). The K factor is the percentage of AADT during the peak hour for both directions of travel. The D factor is the percentage of the peak hour travel in the peak direction. KD multiplied with the AADT gives the one way peak period directional flow rate or the design hourly volume (DHV). The design hourly volume is used for either Operational Analysis or Design Analysis. Refer to the 2016 Highway Capacity Manual, 6th Edition A Guide for Multimodal Mobility Analysis for more details.

Following is a glossary of terms used in this listing of peak hour volume data:

Dir Indicates direction of travel for peak volume.

AADT Annual Average Daily Traffic in vehicles per day (vpd).

AM Peak Represents the morning peak period for traffic analysis.

CS Control Station Number, Caltrans identification number for monitoring site.

CO County abbreviation used by Caltrans.

D D factor. The percentage of traffic in the peak direction during the peak hour. Values in this book are derived by dividing the measured PHV by the sum of both directions of travel during the peak hour.

DAY Day of week for the peak volume.

DDHV
The directional design hour volume, in vehicles per hour (vph) DDHV=AADTxKxD. See Equation (3-1) on Page 3-13 of the 2016 Highway Capacity Manual.

DI Caltrans has twelve transportation districts statewide. This abbreviation identifies the district in which the count station is located.

HR The ending time for the peak hour volume listed. The volume observed from 1 to 2 would be recorded as 2.

K The percentage of the AADT in both directions during the peak hour.

Values in this table are derived by dividing the measured 2-way PHV by the AADT.

KD The product of K and D. The percentage of AADT in the peak direction during the peak hour. Values in this table are derived by dividing the measured 1-way PHV by the AADT.

LEG For traffic counting purposes, a highway intersection or interchange is assigned two legs according to increasing postmiles (route direction) and with a postmile reference at the center of the intersection or interchange. The volume of traffic on each leg is denoted by an A, B or O. A = ahead leg, B = back leg, and O – traffic volume being same for both back and ahead legs.

MNTH The month that the peak volume occurred.

PHV Peak Hour Volume in the peak direction. A one way volume in vehicles per hour (vph) as used here. The PHV is analogous to the DDHV as used for design purposes.

PM The Post Mile is the mileage measured from the county line, or from the beginning of a route. Each postmile along a route in a county is a unique location on the state highway system.

PM Peak Represents the afternoon peak period for traffic analysis.

PRE The postmile may have a prefix like R, T, L, M, etc. When a length of highway is changed due to construction or realigment, new postmile values are assigned. To distinguish the new values from the old, an alpha code is prefixed to the new postmile.

RTE The state highway route number.

YR The year when the count was made. Traffic counting is on a 3-year cycle.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-24-3940 Santa Fe Flores Project
N:\3940 - Santa Fe Flores\Report\Appendices\Appendix Cover Pages.docx

APPENDIX E

TRAVEL ROUTE MAPS

From Oceanside

To Oceanside

From Escondido

To Escondido

From Rancho Santa Fe

To Rancho Santa Fe

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-24-3940 Santa Fe Flores Project
N:\3940 - Santa Fe Flores\Report\Appendices\Appendix Cover Pages.docx

APPENDIX F
ANALYSIS WORKSHEETS – NEAR-TERM

HCM 6th TWSC YEAR 2027 AM
1: S. Santa Fe Ave & Smilax Rd 10/21/2024
Santa Fe Las Flores Synchro 11 Report

Page 1 ends

Intersection
Int Delay, s/veh 33.7
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 100 160 261 307 434 237
Future Vol, veh/h 100 160 261 307 434 237
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - Stop - None - None
Storage Length 0 0 ----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 88 88 88 88 88 88
Heavy Vehicles, % 2 22222
Mvmt Flow 114 182 297 349 493 269

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1571 628 762 0 - 0
Stage 1 628 -----
Stage 2 943 -----
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 122 483 850 - - -
Stage 1 532 -----
Stage 2 379 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver ~ 69 483 850 - - -
Mov Cap-2 Maneuver ~ 69 -----
Stage 1 302 -----
Stage 2 379 -----

Approach EB NB SB
HCM Control Delay, s 182.5 5.3 0

HCM LOS F

Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 850 - 69 483 - -
HCM Lane V/C Ratio 0.349 - 1.647 0.376 - -
HCM Control Delay (s) 11.5 0$ 447.4 16.9 - -
HCM Lane LOS B A F C - -
HCM 95th %tile Q(veh) 1.6 - 9.9 1.7 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th Signalized Intersection Summary YEAR 2027 AM
2: S. Santa Fe Ave & Bosstick Blvd 10/21/2024
Santa Fe Las Flores Synchro 11 Report

Page 2 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 0 23 82 0 41 23 517 103 93 490 7 Future Volume (veh/h) 10 0 23 82 0 41 23 517 103 93 490 7 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 11 0 26 93 0 47 26 588 117 106 557 8 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 222222222222
Cap, veh/h 30 0 71 215 0 191 73 706 598 197 1602 23
Arrive On Green 0.06 0.00 0.06 0.12 0.00 0.12 0.04 0.38 0.38 0.11 0.45 0.45 Sat Flow, veh/h 487 0 1152 1781 0 1585 1781 1870 1585 1781 3586 51 Grp Volume(v), veh/h 37 0 0 93 0 47 26 588 117 106 276 289 Grp Sat Flow(s),veh/h/ln 1639 0 0 1781 0 1585 1781 1870 1585 1781 1777 1861 Q Serve(g_s), s 1.3 0.0 0.0 2.9 0.0 1.6 0.9 17.1 3.0 3.4 6.1 6.1 Cycle Q Clear(g_c), s 1.3 0.0 0.0 2.9 0.0 1.6 0.9 17.1 3.0 3.4 6.1 6.1 Prop In Lane 0.30 0.70 1.00 1.00 1.00 1.00 1.00 0.03
Lane Grp Cap(c), veh/h 101 0 0 215 0 191 73 706 598 197 794 832 V/C Ratio(X) 0.37 0.00 0.00 0.43 0.00 0.25 0.36 0.83 0.20 0.54 0.35 0.35 Avail Cap(c_a), veh/h 793 0 0 238 0 212 247 1089 923 247 1034 1084 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.0 0.0 0.0 24.5 0.0 23.9 28.0 17.0 12.6 25.2 10.9 10.9 Incr Delay (d2), s/veh 2.2 0.0 0.0 1.4 0.0 0.7 2.9 3.4 0.2 2.3 0.3 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 0.0 0.0 1.2 0.0 0.6 0.4 6.5 0.9 1.4 1.9 2.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.2 0.0 0.0 25.8 0.0 24.6 30.9 20.4 12.7 27.5 11.1 11.1 LnGrp LOS C A A C A C C C B C B B
Approach Vol, veh/h 37 140 731 671
Approach Delay, s/veh 29.2 25.4 19.5 13.7
Approach LOS C C B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 10.8 28.0 9.2 6.7 32.2 11.9
Change Period (Y+Rc), s * 4.2 5.4 5.5 * 4.2 5.4 4.7
Max Green Setting (Gmax), s * 8.3 34.9 29.0 * 8.3 34.9 8.0 Max Q Clear Time (g_c+I1), s 5.4 19.1 3.3 2.9 8.1 4.9
Green Ext Time (p_c), s 0.1 3.5 0.1 0.0 3.1 0.1
Intersection Summary
HCM 6th Ctrl Delay 17.8
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

YEAR 2027 AMHCM 6th TWSC
3: Community Dr & S. Santa Fe Ave 10/21/2024
Santa Fe Las Flores Synchro 11 Report

Page 3 ends

Intersection
Int Delay, s/veh 0.3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 681 7 10 619 9 8
Future Vol, veh/h 681 7 10 619 9 8
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 150 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 94 94 94 94 94 94
Heavy Vehicles, % 2 22222
Mvmt Flow 724 7 11 659 10 9
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 731 0 1080 366
Stage 1 - - - - 728 -
Stage 2 - - - - 352 -
Critical Hdwy - - 4.14 - 6.84 6.94
Critical Hdwy Stg 1 - - - - 5.84 -
Critical Hdwy Stg 2 - - - - 5.84 -
Follow-up Hdwy - - 2.22 - 3.52 3.32
Pot Cap-1 Maneuver - - 869 - 213 631
Stage 1 - - - - 439 -
Stage 2 - - - - 683 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 869 - 210 631
Mov Cap-2 Maneuver - - - - 210 -
Stage 1 - - - - 439 -
Stage 2 - - - - 674 -
Approach EB WB NB
HCM Control Delay, s 0 0.1 17.5

HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 306 - - 869 -
HCM Lane V/C Ratio 0.059 - - 0.012 -
HCM Control Delay (s) 17.5 - - 9.2 -
HCM Lane LOS C - - A -
HCM 95th %tile Q(veh) 0.2 - - 0 -
HCM 6th Signalized Intersection Summary YEAR 2027 AM
4: Las Flores Dr & S. Santa Fe Ave 10/21/2024
Santa Fe Las Flores Synchro 11 Report

Page 4 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 36 530 28 47 513 35 42 3 31 131 13 40 Future Volume (veh/h) 36 530 28 47 513 35 42 3 31 131 13 40 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 40 589 31 52 570 39 47 3 34 146 14 44 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 222222222222
Cap, veh/h 106 857 45 110 901 402 137 16 178 278 73 230 Arrive On Green 0.06 0.25 0.25 0.06 0.25 0.25 0.08 0.12 0.12 0.16 0.18 0.18 Sat Flow, veh/h 1781 3434 181 1781 3554 1585 1781 130 1475 1781 397 1248 Grp Volume(v), veh/h 40 304 316 52 570 39 47 0 37 146 0 58 Grp Sat Flow(s),veh/h/ln 1781 1777 1838 1781 1777 1585 1781 0 1605 1781 0 1646 Q Serve(g_s), s 1.1 7.8 7.8 1.4 7.1 0.9 1.3 0.0 1.0 3.8 0.0 1.5 Cycle Q Clear(g_c), s 1.1 7.8 7.8 1.4 7.1 0.9 1.3 0.0 1.0 3.8 0.0 1.5 Prop In Lane 1.00 0.10 1.00 1.00 1.00 0.92 1.00 0.76
Lane Grp Cap(c), veh/h 106 443 459 110 901 402 137 0 193 278 0 303 V/C Ratio(X) 0.38 0.69 0.69 0.47 0.63 0.10 0.34 0.00 0.19 0.52 0.00 0.19 Avail Cap(c_a), veh/h 253 782 809 217 1499 669 285 0 1123 403 0 1234 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 22.6 17.0 17.0 22.7 16.6 14.3 21.9 0.0 19.8 19.4 0.0 17.3 Incr Delay (d2), s/veh 2.2 1.9 1.8 3.1 0.7 0.1 1.5 0.0 0.5 1.5 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 2.8 2.8 0.6 2.4 0.3 0.5 0.0 0.4 1.6 0.0 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.8 18.9 18.8 25.8 17.3 14.4 23.4 0.0 20.3 20.9 0.0 17.6 LnGrp LOS C B B C B B C A C C A B
Approach Vol, veh/h 660 661 84 204
Approach Delay, s/veh 19.2 17.8 22.0 20.0
Approach LOS B B C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.6 17.9 9.3 15.2 7.4 18.1 12.5 12.0 Change Period (Y+Rc), s 4.5 5.4 5.5 6.0 4.4 5.4 * 4.7 6.0 Max Green Setting (Gmax), s 6.1 22.0 8.0 37.5 7.1 21.1 * 11 35.0 Max Q Clear Time (g_c+I1), s 3.4 9.8 3.3 3.5 3.1 9.1 5.8 3.0 Green Ext Time (p_c), s 0.0 2.7 0.0 0.3 0.0 2.8 0.2 0.2 Intersection Summary
HCM 6th Ctrl Delay 18.9
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th TWSC YEAR 2027 AM
5: Las Flores Dr & Hollencrest Rd 10/21/2024
Santa Fe Las Flores Synchro 11 Report

Page 5 ends

Intersection
Int Delay, s/veh 2.3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 8 26 54 5 13 66
Future Vol, veh/h 8 26 54 5 13 66
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 85 85 85 85 85 85
Heavy Vehicles, % 2 22222
Mvmt Flow 9 31 64 6 15 78

Major/Minor Minor1 Major1 Major2
Conflicting Flow All 175 67 0 0 70 0
Stage 1 67 -----
Stage 2 108 -----
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 815 997 - - 1531 -
Stage 1 956 -----
Stage 2 916 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 807 997 - - 1531 -
Mov Cap-2 Maneuver 807 -----
Stage 1 956 -----
Stage 2 907 -----

Approach WB NB SB
HCM Control Delay, s 9 0 1.2

HCM LOS A

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 945 1531 -
HCM Lane V/C Ratio - - 0.042 0.01 -
HCM Control Delay (s) - - 9 7.4 0
HCM Lane LOS - - A A A
HCM 95th %tile Q(veh) - - 0.1 0 -
HCM 6th Signalized Intersection Summary YEAR 2027 AM
6: W. Mission Rd/S. Santa Fe Ave & N. Rancho Santa Fe Rd 10/21/2024 Santa Fe Las Flores Synchro 11 Report

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Movement EBL EBR NBL NBT SBU SBT SBR
Lane Configurations
Traffic Volume (veh/h) 249 94 126 358 0 427 289
Future Volume (veh/h) 249 94 126 358 0 427 289
Initial Q (Qb), veh 0000 00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 268 101 135 385 459 311
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93
Percent Heavy Veh, % 2222 22
Cap, veh/h 598 882 255 1962 1066 475
Arrive On Green 0.17 0.17 0.14 0.55 0.30 0.30
Sat Flow, veh/h 3456 2790 1781 3647 3647 1585
Grp Volume(v), veh/h 268 101 135 385 459 311
Grp Sat Flow(s),veh/h/ln 1728 1395 1781 1777 1777 1585
Q Serve(g_s), s 3.2 1.2 3.2 2.5 4.8 7.8
Cycle Q Clear(g_c), s 3.2 1.2 3.2 2.5 4.8 7.8
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 598 882 255 1962 1066 475
V/C Ratio(X) 0.45 0.11 0.53 0.20 0.43 0.65
Avail Cap(c_a), veh/h 1357 1495 389 3055 2667 1190
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 17.0 11.1 18.2 5.2 12.9 14.0
Incr Delay (d2), s/veh 0.5 0.1 1.7 0.0 0.3 1.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.1 0.0 1.2 0.5 1.4 2.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.5 11.2 19.9 5.2 13.2 15.5
LnGrp LOS BBBA BB
Approach Vol, veh/h 369 520 770
Approach Delay, s/veh 15.8 9.0 14.1
Approach LOS B A B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 31.4 14.4 11.6 19.8
Change Period (Y+Rc), s * 6.1 6.5 5.0 * 6.1
Max Green Setting (Gmax), s * 39 18.0 10.0 * 34
Max Q Clear Time (g_c+I1), s 4.5 5.2 5.2 9.8
Green Ext Time (p_c), s 2.5 1.1 0.1 3.9
Intersection Summary
HCM 6th Ctrl Delay 12.9
HCM 6th LOS B
Notes
User approved ignoring U-Turning movement.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th TWSC YEAR 2027 AM
7: Capalina Rd & Hollencrest Rd 10/21/2024
Santa Fe Las Flores Synchro 11 Report

Page 7 ends

Intersection
Int Delay, s/veh 3.1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 189 68 48 105 6
Future Vol, veh/h 0 189 68 48 105 6
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 83 83 83 83 83 83
Heavy Vehicles, % 2 22222
Mvmt Flow 0 228 82 58 127 7

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 140 0 - 0 339 111
Stage 1 - - - - 111 -
Stage 2 - - - - 228 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1443 - - - 657 942
Stage 1 - - - - 914 -
Stage 2 - - - - 810 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1443 - - - 657 942
Mov Cap-2 Maneuver - - - - 657 -
Stage 1 - - - - 914 -
Stage 2 - - - - 810 -

Approach EB WB SB
HCM Control Delay, s 0 0 11.7

HCM LOS B

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1443 - - - 668
HCM Lane V/C Ratio ---- 0 . 2
HCM Control Delay (s) 0 - - - 11.7
HCM Lane LOS A - - - B
HCM 95th %tile Q(veh) 0 - - - 0.7
HCM 6th Signalized Intersection Summary YEAR 2027 AM
8: N. Rancho Santa Fe Rd & Capalina Rd 10/21/2024
Santa Fe Las Flores Synchro 11 Report

Page 8 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 6 17 234 86 13 19 157 349 118 13 386 7 Future Volume (veh/h) 6 17 234 86 13 19 157 349 118 13 386 7 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 7 19 260 96 14 21 174 388 131 14 429 8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 222222222222
Cap, veh/h 49 372 316 327 665 564 208 709 236 21 592 11 Arrive On Green 0.03 0.20 0.20 0.18 0.36 0.36 0.12 0.27 0.27 0.01 0.17 0.17 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 1781 2617 873 1781 3569 66 Grp Volume(v), veh/h 7 19 260 96 14 21 174 262 257 14 213 224 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 1585 1781 1777 1713 1781 1777 1858 Q Serve(g_s), s 0.3 0.6 10.8 3.2 0.3 0.6 6.5 8.6 8.8 0.5 7.8 7.8 Cycle Q Clear(g_c), s 0.3 0.6 10.8 3.2 0.3 0.6 6.5 8.6 8.8 0.5 7.8 7.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.51 1.00 0.04
Lane Grp Cap(c), veh/h 49 372 316 327 665 564 208 481 464 21 295 308 V/C Ratio(X) 0.14 0.05 0.82 0.29 0.02 0.04 0.84 0.54 0.55 0.66 0.72 0.73 Avail Cap(c_a), veh/h 403 819 694 403 819 694 208 599 578 91 483 505 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 32.5 22.2 26.3 24.1 14.3 14.4 29.6 21.4 21.4 33.7 27.1 27.1 Incr Delay (d2), s/veh 1.3 0.1 5.4 0.5 0.0 0.0 24.6 1.0 1.0 29.5 3.4 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/ln 0.1 0.2 4.4 1.3 0.1 0.2 4.0 3.4 3.3 0.4 3.3 3.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.9 22.2 31.7 24.6 14.3 14.4 54.2 22.3 22.5 63.2 30.4 30.3 LnGrp LOS CCCCBBDCCECC
Approach Vol, veh/h 286 131 693 451
Approach Delay, s/veh 31.1 21.9 30.4 31.4
Approach LOS CCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.8 24.9 16.6 20.1 14.0 17.8 5.9 30.9 Change Period (Y+Rc), s 6.0 6.4 4.0 6.5 6.0 6.4 4.0 6.5 Max Green Setting (Gmax), s 3.5 23.1 15.5 30.0 8.0 18.6 15.5 30.0 Max Q Clear Time (g_c+I1), s 2.5 10.8 5.2 12.8 8.5 9.8 2.3 2.6 Green Ext Time (p_c), s 0.0 2.3 0.1 0.9 0.0 1.5 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay 30.1
HCM 6th LOS C
HCM 6th TWSC YEAR 2027 PM
1: S. Santa Fe Ave & Smilax Rd 10/21/2024
Santa Fe Las Flores Synchro 11 Report

Page 1 ends

Intersection
Int Delay, s/veh 63
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 113 246 155 572 698 173
Future Vol, veh/h 113 246 155 572 698 173
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - Stop - None - None
Storage Length 0 0 ----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 88 88 88 88 88 88
Heavy Vehicles, % 2 22222
Mvmt Flow 128 280 176 650 793 197

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1894 892 990 0 - 0
Stage 1 892 -----
Stage 2 1002 -----
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver ~ 77 341 698 - - -
Stage 1 400 -----
Stage 2 355 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver ~ 47 341 698 - - -
Mov Cap-2 Maneuver ~ 47 -----
Stage 1 242 -----
Stage 2 355 -----

Approach EB NB SB
HCM Control Delay, s$ 338.4 2.5 0

HCM LOS F

Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 698 - 47 341 - -
HCM Lane V/C Ratio 0.252 - 2.732 0.82 - -
HCM Control Delay (s) 11.9 0$ 967.4 49.4 - -
HCM Lane LOS B A F E - -
HCM 95th %tile Q(veh) 1 - 13.7 7.1 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th Signalized Intersection Summary YEAR 2027 PM
2: S. Santa Fe Ave & Bosstick Blvd 10/21/2024
Santa Fe Las Flores Synchro 11 Report

Page 2 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 8 0 13 110 0 98 41 654 46 17 922 13 Future Volume (veh/h) 8 0 13 110 0 98 41 654 46 17 922 13 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 9 0 15 125 0 111 47 743 52 19 1048 15 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 222222222222
Cap, veh/h 27 0 45 234 0 209 113 853 723 65 1537 22
Arrive On Green 0.04 0.00 0.04 0.13 0.00 0.13 0.06 0.46 0.46 0.04 0.43 0.43 Sat Flow, veh/h 620 0 1033 1781 0 1585 1781 1870 1585 1781 3587 51 Grp Volume(v), veh/h 24 0 0 125 0 111 47 743 52 19 519 544 Grp Sat Flow(s),veh/h/ln 1653 0 0 1781 0 1585 1781 1870 1585 1781 1777 1861 Q Serve(g_s), s 0.8 0.0 0.0 3.9 0.0 3.9 1.5 21.4 1.1 0.6 14.1 14.1 Cycle Q Clear(g_c), s 0.8 0.0 0.0 3.9 0.0 3.9 1.5 21.4 1.1 0.6 14.1 14.1 Prop In Lane 0.37 0.62 1.00 1.00 1.00 1.00 1.00 0.03
Lane Grp Cap(c), veh/h 73 0 0 234 0 209 113 853 723 65 761 798 V/C Ratio(X) 0.33 0.00 0.00 0.53 0.00 0.53 0.42 0.87 0.07 0.29 0.68 0.68 Avail Cap(c_a), veh/h 805 0 0 239 0 213 248 1096 929 248 1041 1090 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.6 0.0 0.0 24.2 0.0 24.2 26.8 14.6 9.1 28.0 13.7 13.7 Incr Delay (d2), s/veh 2.6 0.0 0.0 2.2 0.0 2.4 2.4 6.4 0.0 2.5 1.1 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.0 0.0 1.7 0.0 1.5 0.7 8.2 0.3 0.3 4.6 4.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.2 0.0 0.0 26.3 0.0 26.6 29.3 21.0 9.2 30.5 14.8 14.8 LnGrp LOS C A A C A C C C A C B B
Approach Vol, veh/h 24 236 842 1082
Approach Delay, s/veh 30.2 26.5 20.7 15.1
Approach LOS C C C B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 6.4 32.6 8.1 8.0 30.9 12.5
Change Period (Y+Rc), s * 4.2 5.4 5.5 * 4.2 5.4 4.7
Max Green Setting (Gmax), s * 8.3 34.9 29.0 * 8.3 34.9 8.0 Max Q Clear Time (g_c+I1), s 2.6 23.4 2.8 3.5 16.1 5.9
Green Ext Time (p_c), s 0.0 3.8 0.1 0.0 6.2 0.2
Intersection Summary
HCM 6th Ctrl Delay 18.7
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

YEAR 2027 PMHCM 6th TWSC
3: Community Dr & S. Santa Fe Ave 10/21/2024
Santa Fe Las Flores Synchro 11 Report

Page 3 ends

Intersection
Int Delay, s/veh 0.5
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1064 7 38 741 7 5
Future Vol, veh/h 1064 7 38 741 7 5
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 150 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 94 94 94 94 94 94
Heavy Vehicles, % 2 22222
Mvmt Flow 1132 7 40 788 7 5
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 1139 0 1610 570
Stage 1 - - - - 1136 -
Stage 2 - - - - 474 -
Critical Hdwy - - 4.14 - 6.84 6.94
Critical Hdwy Stg 1 - - - - 5.84 -
Critical Hdwy Stg 2 - - - - 5.84 -
Follow-up Hdwy - - 2.22 - 3.52 3.32
Pot Cap-1 Maneuver - - 609 - 95 465
Stage 1 - - - - 268 -
Stage 2 - - - - 592 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 609 - 89 465
Mov Cap-2 Maneuver - - - - 89 -
Stage 1 - - - - 268 -
Stage 2 - - - - 553 -
Approach EB WB NB
HCM Control Delay, s 0 0.6 34.7

HCM LOS D
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 134 - - 609 -
HCM Lane V/C Ratio 0.095 - - 0.066 -
HCM Control Delay (s) 34.7 - - 11.3 -
HCM Lane LOS D - - B -
HCM 95th %tile Q(veh) 0.3 - - 0.2 -
HCM 6th Signalized Intersection Summary YEAR 2027 PM
4: Las Flores Dr & S. Santa Fe Ave 10/21/2024
Santa Fe Las Flores Synchro 11 Report

Page 4 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 55 912 74 36 614 81 42 3 22 54 3 35 Future Volume (veh/h) 55 912 74 36 614 81 42 3 22 54 3 35 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 61 1013 82 40 682 90 47 3 24 60 3 39 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 222222222222
Cap, veh/h 137 1206 98 89 1197 534 133 21 166 175 14 186 Arrive On Green 0.08 0.36 0.36 0.05 0.34 0.34 0.07 0.12 0.12 0.10 0.13 0.13 Sat Flow, veh/h 1781 3329 269 1781 3554 1585 1781 179 1433 1781 114 1488 Grp Volume(v), veh/h 61 541 554 40 682 90 47 0 27 60 0 42 Grp Sat Flow(s),veh/h/ln 1781 1777 1822 1781 1777 1585 1781 0 1612 1781 0 1603 Q Serve(g_s), s 1.8 15.4 15.4 1.2 8.7 2.2 1.4 0.0 0.8 1.7 0.0 1.3 Cycle Q Clear(g_c), s 1.8 15.4 15.4 1.2 8.7 2.2 1.4 0.0 0.8 1.7 0.0 1.3 Prop In Lane 1.00 0.15 1.00 1.00 1.00 0.89 1.00 0.93
Lane Grp Cap(c), veh/h 137 643 660 89 1197 534 133 0 187 175 0 200 V/C Ratio(X) 0.44 0.84 0.84 0.45 0.57 0.17 0.35 0.00 0.14 0.34 0.00 0.21 Avail Cap(c_a), veh/h 230 710 728 197 1361 607 259 0 1024 365 0 1091 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 24.3 16.1 16.1 25.4 15.0 12.8 24.2 0.0 21.9 23.2 0.0 21.7 Incr Delay (d2), s/veh 2.2 8.3 8.1 3.5 0.4 0.1 1.6 0.0 0.4 1.2 0.0 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 6.3 6.4 0.5 2.9 0.7 0.6 0.0 0.3 0.7 0.0 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.5 24.4 24.2 29.0 15.4 13.0 25.8 0.0 22.2 24.3 0.0 22.2 LnGrp LOS CCCCBBCACCAC
Approach Vol, veh/h 1156 812 74 102
Approach Delay, s/veh 24.4 15.8 24.5 23.4
Approach LOS C B C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.2 25.4 9.6 12.9 8.6 23.9 10.1 12.4 Change Period (Y+Rc), s 4.5 5.4 5.5 6.0 4.4 5.4 * 4.7 6.0 Max Green Setting (Gmax), s 6.1 22.0 8.0 37.5 7.1 21.1 * 11 35.0 Max Q Clear Time (g_c+I1), s 3.2 17.4 3.4 3.3 3.8 10.7 3.7 2.8 Green Ext Time (p_c), s 0.0 2.6 0.0 0.2 0.0 3.3 0.1 0.1 Intersection Summary
HCM 6th Ctrl Delay 21.1
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th TWSC YEAR 2027 PM
5: Las Flores Dr & Hollencrest Rd 10/21/2024
Santa Fe Las Flores Synchro 11 Report

Page 5 ends

Intersection
Int Delay, s/veh 2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 4 13 59 6 33 83
Future Vol, veh/h 4 13 59 6 33 83
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 85 85 85 85 85 85
Heavy Vehicles, % 2 22222
Mvmt Flow 5 15 69 7 39 98

Major/Minor Minor1 Major1 Major2
Conflicting Flow All 249 73 0 0 76 0
Stage 1 73 -----
Stage 2 176 -----
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 739 989 - - 1523 -
Stage 1 950 -----
Stage 2 855 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 719 989 - - 1523 -
Mov Cap-2 Maneuver 719 -----
Stage 1 950 -----
Stage 2 832 -----

Approach WB NB SB
HCM Control Delay, s 9 0 2.1

HCM LOS A

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 909 1523 -
HCM Lane V/C Ratio - - 0.022 0.025 -
HCM Control Delay (s) - - 9 7.4 0
HCM Lane LOS - - A A A
HCM 95th %tile Q(veh) - - 0.1 0.1 -
HCM 6th Signalized Intersection Summary YEAR 2027 PM
6: W. Mission Rd/S. Santa Fe Ave & N. Rancho Santa Fe Rd 10/21/2024 Santa Fe Las Flores Synchro 11 Report

Page 6 ends

Movement EBL EBR NBL NBT SBU SBT SBR
Lane Configurations
Traffic Volume (veh/h) 365 361 168 402 0 766 217
Future Volume (veh/h) 365 361 168 402 0 766 217
Initial Q (Qb), veh 0000 00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 392 388 181 432 824 233
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93
Percent Heavy Veh, % 2222 22
Cap, veh/h 650 910 246 2057 1238 552
Arrive On Green 0.19 0.19 0.14 0.58 0.35 0.35
Sat Flow, veh/h 3456 2790 1781 3647 3647 1585
Grp Volume(v), veh/h 392 388 181 432 824 233
Grp Sat Flow(s),veh/h/ln 1728 1395 1781 1777 1777 1585
Q Serve(g_s), s 5.6 5.9 5.3 3.2 10.6 6.1
Cycle Q Clear(g_c), s 5.6 5.9 5.3 3.2 10.6 6.1
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 650 910 246 2057 1238 552
V/C Ratio(X) 0.60 0.43 0.74 0.21 0.67 0.42
Avail Cap(c_a), veh/h 1150 1314 329 2589 2261 1008
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 20.1 14.3 22.4 5.5 14.9 13.5
Incr Delay (d2), s/veh 0.9 0.3 5.7 0.1 0.6 0.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.0 4.9 2.3 0.7 3.4 1.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.0 14.6 28.0 5.5 15.6 14.0
LnGrp LOS C B C A B B
Approach Vol, veh/h 780 613 1057
Approach Delay, s/veh 17.8 12.2 15.2
Approach LOS B B B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 37.4 16.7 12.5 24.9
Change Period (Y+Rc), s * 6.1 6.5 5.0 * 6.1
Max Green Setting (Gmax), s * 39 18.0 10.0 * 34
Max Q Clear Time (g_c+I1), s 5.2 7.9 7.3 12.6
Green Ext Time (p_c), s 2.9 2.3 0.1 6.2
Intersection Summary
HCM 6th Ctrl Delay 15.3
HCM 6th LOS B
Notes
User approved ignoring U-Turning movement.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th TWSC YEAR 2027 PM
7: Capalina Rd & Hollencrest Rd 10/21/2024
Santa Fe Las Flores Synchro 11 Report

Page 7 ends

Intersection
Int Delay, s/veh 1.2
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 2 102 156 82 34 4
Future Vol, veh/h 2 102 156 82 34 4
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 83 83 83 83 83 83
Heavy Vehicles, % 2 22222
Mvmt Flow 2 123 188 99 41 5

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 287 0 - 0 365 238
Stage 1 - - - - 238 -
Stage 2 - - - - 127 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1275 - - - 635 801
Stage 1 - - - - 802 -
Stage 2 - - - - 899 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1275 - - - 634 801
Mov Cap-2 Maneuver - - - - 634 -
Stage 1 - - - - 800 -
Stage 2 - - - - 899 -

Approach EB WB SB
HCM Control Delay, s 0.2 0 11

HCM LOS B

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1275 - - - 648
HCM Lane V/C Ratio 0.002 - - - 0.071
HCM Control Delay (s) 7.8 0 - - 11
HCM Lane LOS A A - - B
HCM 95th %tile Q(veh) 0 - - - 0.2
HCM 6th Signalized Intersection Summary YEAR 2027 PM
8: N. Rancho Santa Fe Rd & Capalina Rd 10/21/2024
Santa Fe Las Flores Synchro 11 Report

Page 8 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 8 23 111 85 34 23 198 666 103 14 368 23 Future Volume (veh/h) 8 23 111 85 34 23 198 666 103 14 368 23 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 9 26 123 94 38 26 220 740 114 16 409 26 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 222222222222
Cap, veh/h 62 211 179 349 512 434 233 934 144 24 629 40 Arrive On Green 0.03 0.11 0.11 0.20 0.27 0.27 0.13 0.30 0.30 0.01 0.19 0.19 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 1781 3086 475 1781 3393 215 Grp Volume(v), veh/h 9 26 123 94 38 26 220 426 428 16 214 221 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 1585 1781 1777 1785 1781 1777 1832 Q Serve(g_s), s 0.3 0.8 4.6 2.7 0.9 0.7 7.5 13.4 13.4 0.5 6.8 6.8 Cycle Q Clear(g_c), s 0.3 0.8 4.6 2.7 0.9 0.7 7.5 13.4 13.4 0.5 6.8 6.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.27 1.00 0.12
Lane Grp Cap(c), veh/h 62 211 179 349 512 434 233 538 540 24 329 340 V/C Ratio(X) 0.15 0.12 0.69 0.27 0.07 0.06 0.94 0.79 0.79 0.66 0.65 0.65 Avail Cap(c_a), veh/h 452 919 779 452 919 779 233 672 675 102 541 558 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 28.6 24.4 26.1 20.8 16.4 16.4 26.3 19.5 19.5 30.0 23.0 23.1 Incr Delay (d2), s/veh 1.1 0.3 4.6 0.4 0.1 0.1 43.2 5.1 5.1 26.5 2.1 2.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.3 1.9 1.1 0.4 0.3 5.7 5.5 5.5 0.4 2.7 2.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.7 24.6 30.7 21.3 16.5 16.4 69.5 24.7 24.7 56.4 25.2 25.2 LnGrp LOS CCCCBBECCECC
Approach Vol, veh/h 158 158 1074 451
Approach Delay, s/veh 29.6 19.3 33.9 26.3
Approach LOS C B C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.8 24.9 16.0 13.4 14.0 17.7 6.1 23.2 Change Period (Y+Rc), s 6.0 6.4 4.0 6.5 6.0 6.4 4.0 6.5 Max Green Setting (Gmax), s 3.5 23.1 15.5 30.0 8.0 18.6 15.5 30.0 Max Q Clear Time (g_c+I1), s 2.5 15.4 4.7 6.6 9.5 8.8 2.3 2.9 Green Ext Time (p_c), s 0.0 3.1 0.1 0.5 0.0 1.6 0.0 0.2 Intersection Summary
HCM 6th Ctrl Delay 30.4
HCM 6th LOS C

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-24-3940 Santa Fe Flores Project
N:\3940 - Santa Fe Flores\Report\Appendices\Appendix Cover Pages.docx

APPENDIX G
ANALYSIS WORKSHEETS – NEAR-TERM + PROJECT

HCM 6th TWSC YEAR 2027 + P AM
1: S. Santa Fe Ave & Smilax Rd 10/21/2024
Santa Fe Las Flores Synchro 11 Report

Page 1 ends

Intersection
Int Delay, s/veh 35.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 100 160 263 312 435 237
Future Vol, veh/h 100 160 263 312 435 237
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - Stop - None - None
Storage Length 0 0 ----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 88 88 88 88 88 88
Heavy Vehicles, % 2 22222
Mvmt Flow 114 182 299 355 494 269

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1582 629 763 0 - 0
Stage 1 629 -----
Stage 2 953 -----
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 120 482 850 - - -
Stage 1 531 -----
Stage 2 375 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver ~ 67 482 850 - - -
Mov Cap-2 Maneuver ~ 67 -----
Stage 1 298 -----
Stage 2 375 -----

Approach EB NB SB
HCM Control Delay, s 191.7 5.3 0

HCM LOS F

Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 850 - 67 482 - -
HCM Lane V/C Ratio 0.352 - 1.696 0.377 - -
HCM Control Delay (s) 11.5 0$ 471.3 16.9 - -
HCM Lane LOS B A F C - -
HCM 95th %tile Q(veh) 1.6 - 10.1 1.7 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th Signalized Intersection Summary YEAR 2027 + P AM 2: S. Santa Fe Ave & Bosstick Blvd 10/21/2024
Santa Fe Las Flores Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 0 23 82 0 41 23 524 103 93 492 7 Future Volume (veh/h) 10 0 23 82 0 41 23 524 103 93 492 7 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 11 0 26 93 0 47 26 595 117 106 559 8 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 222222222222
Cap, veh/h 30 0 71 214 0 190 73 712 603 196 1613 23
Arrive On Green 0.06 0.00 0.06 0.12 0.00 0.12 0.04 0.38 0.38 0.11 0.45 0.45 Sat Flow, veh/h 487 0 1152 1781 0 1585 1781 1870 1585 1781 3587 51 Grp Volume(v), veh/h 37 0 0 93 0 47 26 595 117 106 277 290 Grp Sat Flow(s),veh/h/ln 1639 0 0 1781 0 1585 1781 1870 1585 1781 1777 1861 Q Serve(g_s), s 1.3 0.0 0.0 2.9 0.0 1.6 0.9 17.4 3.0 3.4 6.1 6.1 Cycle Q Clear(g_c), s 1.3 0.0 0.0 2.9 0.0 1.6 0.9 17.4 3.0 3.4 6.1 6.1 Prop In Lane 0.30 0.70 1.00 1.00 1.00 1.00 1.00 0.03
Lane Grp Cap(c), veh/h 100 0 0 214 0 190 73 712 603 196 799 837 V/C Ratio(X) 0.37 0.00 0.00 0.44 0.00 0.25 0.36 0.84 0.19 0.54 0.35 0.35 Avail Cap(c_a), veh/h 788 0 0 236 0 210 245 1082 917 245 1028 1077 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.2 0.0 0.0 24.7 0.0 24.1 28.2 17.0 12.5 25.4 10.8 10.8 Incr Delay (d2), s/veh 2.2 0.0 0.0 1.4 0.0 0.7 2.9 3.6 0.2 2.3 0.3 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 0.0 0.0 1.2 0.0 0.6 0.4 6.6 0.9 1.4 1.9 2.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.4 0.0 0.0 26.0 0.0 24.7 31.1 20.6 12.7 27.7 11.1 11.1 LnGrp LOS C A A C A C C C B C B B
Approach Vol, veh/h 37 140 738 673
Approach Delay, s/veh 29.4 25.6 19.7 13.7
Approach LOS C C B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 10.8 28.4 9.2 6.7 32.5 11.9
Change Period (Y+Rc), s * 4.2 5.4 5.5 * 4.2 5.4 4.7
Max Green Setting (Gmax), s * 8.3 34.9 29.0 * 8.3 34.9 8.0 Max Q Clear Time (g_c+I1), s 5.4 19.4 3.3 2.9 8.1 4.9
Green Ext Time (p_c), s 0.1 3.5 0.1 0.0 3.1 0.1
Intersection Summary
HCM 6th Ctrl Delay 17.9
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

YEAR 2027 + P AMHCM 6th TWSC
3: Community Dr & S. Santa Fe Ave 10/21/2024
Santa Fe Las Flores Synchro 11 Report

Page 3 ends

Intersection
Int Delay, s/veh 0.4
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 683 7 26 626 9 8
Future Vol, veh/h 683 7 26 626 9 8
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 150 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 94 94 94 94 94 94
Heavy Vehicles, % 2 22222
Mvmt Flow 727 7 28 666 10 9
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 734 0 1120 367
Stage 1 - - - - 731 -
Stage 2 - - - - 389 -
Critical Hdwy - - 4.14 - 6.84 6.94
Critical Hdwy Stg 1 - - - - 5.84 -
Critical Hdwy Stg 2 - - - - 5.84 -
Follow-up Hdwy - - 2.22 - 3.52 3.32
Pot Cap-1 Maneuver - - 867 - 200 630
Stage 1 - - - - 437 -
Stage 2 - - - - 654 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 867 - 194 630
Mov Cap-2 Maneuver - - - - 194 -
Stage 1 - - - - 437 -
Stage 2 - - - - 633 -
Approach EB WB NB
HCM Control Delay, s 0 0.4 18.3

HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 288 - - 867 -
HCM Lane V/C Ratio 0.063 - - 0.032 -
HCM Control Delay (s) 18.3 - - 9.3 -
HCM Lane LOS C - - A -
HCM 95th %tile Q(veh) 0.2 - - 0.1 -
HCM 6th Signalized Intersection Summary YEAR 2027 + P AM 4: Las Flores Dr & S. Santa Fe Ave 10/21/2024
Santa Fe Las Flores Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 38 541 32 47 515 35 44 3 31 131 13 40 Future Volume (veh/h) 38 541 32 47 515 35 44 3 31 131 13 40 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 42 601 36 52 572 39 49 3 34 146 14 44 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 222222222222
Cap, veh/h 110 866 52 110 910 406 140 16 177 277 72 226 Arrive On Green 0.06 0.25 0.25 0.06 0.26 0.26 0.08 0.12 0.12 0.16 0.18 0.18 Sat Flow, veh/h 1781 3407 204 1781 3554 1585 1781 130 1475 1781 397 1248 Grp Volume(v), veh/h 42 313 324 52 572 39 49 0 37 146 0 58 Grp Sat Flow(s),veh/h/ln 1781 1777 1834 1781 1777 1585 1781 0 1605 1781 0 1646 Q Serve(g_s), s 1.1 8.0 8.1 1.4 7.2 0.9 1.3 0.0 1.0 3.8 0.0 1.5 Cycle Q Clear(g_c), s 1.1 8.0 8.1 1.4 7.2 0.9 1.3 0.0 1.0 3.8 0.0 1.5 Prop In Lane 1.00 0.11 1.00 1.00 1.00 0.92 1.00 0.76
Lane Grp Cap(c), veh/h 110 452 466 110 910 406 140 0 193 277 0 298 V/C Ratio(X) 0.38 0.69 0.69 0.47 0.63 0.10 0.35 0.00 0.19 0.53 0.00 0.19 Avail Cap(c_a), veh/h 251 775 800 215 1487 663 283 0 1114 399 0 1224 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 22.7 17.0 17.0 22.9 16.6 14.3 22.0 0.0 20.0 19.6 0.0 17.5 Incr Delay (d2), s/veh 2.2 1.9 1.9 3.2 0.7 0.1 1.5 0.0 0.5 1.6 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 2.9 3.0 0.6 2.4 0.3 0.6 0.0 0.4 1.6 0.0 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.9 18.9 18.9 26.0 17.4 14.4 23.5 0.0 20.4 21.2 0.0 17.8 LnGrp LOS C B B C B B C A C C A B
Approach Vol, veh/h 679 663 86 204
Approach Delay, s/veh 19.3 17.9 22.2 20.2
Approach LOS B B C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.6 18.2 9.5 15.1 7.5 18.3 12.5 12.1 Change Period (Y+Rc), s 4.5 5.4 5.5 6.0 4.4 5.4 * 4.7 6.0 Max Green Setting (Gmax), s 6.1 22.0 8.0 37.5 7.1 21.1 * 11 35.0 Max Q Clear Time (g_c+I1), s 3.4 10.1 3.3 3.5 3.1 9.2 5.8 3.0 Green Ext Time (p_c), s 0.0 2.8 0.0 0.3 0.0 2.8 0.2 0.2 Intersection Summary
HCM 6th Ctrl Delay 19.0
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th TWSC YEAR 2027 + P AM
5: Las Flores Dr & Hollencrest Rd 10/21/2024
Santa Fe Las Flores Synchro 11 Report

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Intersection
Int Delay, s/veh 2.4
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 8 27 55 5 15 68
Future Vol, veh/h 8 27 55 5 15 68
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 85 85 85 85 85 85
Heavy Vehicles, % 2 22222
Mvmt Flow 9 32 65 6 18 80

Major/Minor Minor1 Major1 Major2
Conflicting Flow All 184 68 0 0 71 0
Stage 1 68 -----
Stage 2 116 -----
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 805 995 - - 1529 -
Stage 1 955 -----
Stage 2 909 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 795 995 - - 1529 -
Mov Cap-2 Maneuver 795 -----
Stage 1 955 -----
Stage 2 898 -----

Approach WB NB SB
HCM Control Delay, s 9 0 1.3

HCM LOS A

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 941 1529 -
HCM Lane V/C Ratio - - 0.044 0.012 -
HCM Control Delay (s) - - 9 7.4 0
HCM Lane LOS - - A A A
HCM 95th %tile Q(veh) - - 0.1 0 -
HCM 6th Signalized Intersection Summary YEAR 2027 + P AM 6: W. Mission Rd/S. Santa Fe Ave & N. Rancho Santa Fe Rd 10/21/2024 Santa Fe Las Flores Synchro 11 Report

Page 6 ends

Movement EBL EBR NBL NBT SBU SBT SBR
Lane Configurations
Traffic Volume (veh/h) 251 94 126 358 0 431 296
Future Volume (veh/h) 251 94 126 358 0 431 296
Initial Q (Qb), veh 0000 00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 270 101 135 385 463 318
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93
Percent Heavy Veh, % 2222 22
Cap, veh/h 594 878 254 1972 1080 482
Arrive On Green 0.17 0.17 0.14 0.55 0.30 0.30
Sat Flow, veh/h 3456 2790 1781 3647 3647 1585
Grp Volume(v), veh/h 270 101 135 385 463 318
Grp Sat Flow(s),veh/h/ln 1728 1395 1781 1777 1777 1585
Q Serve(g_s), s 3.2 1.2 3.2 2.5 4.8 8.1
Cycle Q Clear(g_c), s 3.2 1.2 3.2 2.5 4.8 8.1
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 594 878 254 1972 1080 482
V/C Ratio(X) 0.45 0.12 0.53 0.20 0.43 0.66
Avail Cap(c_a), veh/h 1348 1486 386 3035 2650 1182
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 17.2 11.2 18.3 5.1 12.9 14.0
Incr Delay (d2), s/veh 0.5 0.1 1.7 0.0 0.3 1.6
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.1 0.0 1.2 0.5 1.5 2.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.7 11.3 20.1 5.2 13.1 15.5
LnGrp LOS B B C A B B
Approach Vol, veh/h 371 520 781
Approach Delay, s/veh 16.0 9.0 14.1
Approach LOS B A B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 31.7 14.4 11.6 20.1
Change Period (Y+Rc), s * 6.1 6.5 5.0 * 6.1
Max Green Setting (Gmax), s * 39 18.0 10.0 * 34
Max Q Clear Time (g_c+I1), s 4.5 5.2 5.2 10.1
Green Ext Time (p_c), s 2.5 1.1 0.1 4.0
Intersection Summary
HCM 6th Ctrl Delay 12.9
HCM 6th LOS B
Notes
User approved ignoring U-Turning movement.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th TWSC YEAR 2027 + P AM
7: Capalina Rd & Hollencrest Rd 10/21/2024
Santa Fe Las Flores Synchro 11 Report

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Intersection
Int Delay, s/veh 3.2
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 191 69 49 107 6
Future Vol, veh/h 0 191 69 49 107 6
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 83 83 83 83 83 83
Heavy Vehicles, % 2 22222
Mvmt Flow 0 230 83 59 129 7

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 142 0 - 0 343 113
Stage 1 - - - - 113 -
Stage 2 - - - - 230 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1441 - - - 653 940
Stage 1 - - - - 912 -
Stage 2 - - - - 808 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1441 - - - 653 940
Mov Cap-2 Maneuver - - - - 653 -
Stage 1 - - - - 912 -
Stage 2 - - - - 808 -

Approach EB WB SB
HCM Control Delay, s 0 0 11.8

HCM LOS B

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1441 - - - 664
HCM Lane V/C Ratio ---- 0.205
HCM Control Delay (s) 0 - - - 11.8
HCM Lane LOS A - - - B
HCM 95th %tile Q(veh) 0 - - - 0.8
HCM 6th Signalized Intersection Summary YEAR 2027 + P AM 8: N. Rancho Santa Fe Rd & Capalina Rd 10/21/2024
Santa Fe Las Flores Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 6 17 238 86 13 19 159 351 118 13 393 7 Future Volume (veh/h) 6 17 238 86 13 19 159 351 118 13 393 7 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 7 19 264 96 14 21 177 390 131 14 437 8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 222222222222
Cap, veh/h 49 377 319 326 668 566 207 712 236 21 599 11 Arrive On Green 0.03 0.20 0.20 0.18 0.36 0.36 0.12 0.27 0.27 0.01 0.17 0.17 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 1781 2621 870 1781 3570 65 Grp Volume(v), veh/h 7 19 264 96 14 21 177 263 258 14 217 228 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 1585 1781 1777 1714 1781 1777 1859 Q Serve(g_s), s 0.3 0.6 11.0 3.2 0.3 0.6 6.7 8.7 8.9 0.5 8.0 8.0 Cycle Q Clear(g_c), s 0.3 0.6 11.0 3.2 0.3 0.6 6.7 8.7 8.9 0.5 8.0 8.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.51 1.00 0.04
Lane Grp Cap(c), veh/h 49 377 319 326 668 566 207 483 466 21 298 312 V/C Ratio(X) 0.14 0.05 0.83 0.29 0.02 0.04 0.86 0.54 0.55 0.66 0.73 0.73 Avail Cap(c_a), veh/h 400 813 689 400 813 689 207 595 574 90 479 501 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 32.8 22.2 26.4 24.3 14.4 14.5 29.9 21.5 21.5 33.9 27.2 27.2 Incr Delay (d2), s/veh 1.3 0.1 5.4 0.5 0.0 0.0 28.2 1.0 1.0 29.6 3.4 3.3 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 0.1 0.2 4.5 1.4 0.1 0.2 4.3 3.4 3.4 0.4 3.4 3.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.1 22.3 31.8 24.8 14.4 14.5 58.1 22.4 22.6 63.5 30.6 30.5 LnGrp LOS CCCCBBECCECC
Approach Vol, veh/h 290 131 698 459
Approach Delay, s/veh 31.3 22.1 31.5 31.6
Approach LOS CCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.8 25.2 16.6 20.4 14.0 18.0 5.9 31.1 Change Period (Y+Rc), s 6.0 6.4 4.0 6.5 6.0 6.4 4.0 6.5 Max Green Setting (Gmax), s 3.5 23.1 15.5 30.0 8.0 18.6 15.5 30.0 Max Q Clear Time (g_c+I1), s 2.5 10.9 5.2 13.0 8.7 10.0 2.3 2.6 Green Ext Time (p_c), s 0.0 2.3 0.1 0.9 0.0 1.6 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay 30.7
HCM 6th LOS C
HCM 6th TWSC YEAR 2027 + P PM
1: S. Santa Fe Ave & Smilax Rd 10/21/2024
Santa Fe Las Flores Synchro 11 Report

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Intersection
Int Delay, s/veh 64.8
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 113 249 156 574 703 173
Future Vol, veh/h 113 249 156 574 703 173
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - Stop - None - None
Storage Length 0 0 ----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 88 88 88 88 88 88
Heavy Vehicles, % 2 22222
Mvmt Flow 128 283 177 652 799 197

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1904 898 996 0 - 0
Stage 1 898 -----
Stage 2 1006 -----
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver ~ 76 338 695 - - -
Stage 1 398 -----
Stage 2 353 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver ~ 46 338 695 - - -
Mov Cap-2 Maneuver ~ 46 -----
Stage 1 239 -----
Stage 2 353 -----

Approach EB NB SB
HCM Control Delay, s$ 347.1 2.6 0

HCM LOS F

Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 695 - 46 338 - -
HCM Lane V/C Ratio 0.255 - 2.792 0.837 - -
HCM Control Delay (s) 11.9 0 $ 997 52.2 - -
HCM Lane LOS B A F F - -
HCM 95th %tile Q(veh) 1 - 13.8 7.4 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th Signalized Intersection Summary YEAR 2027 + P PM 2: S. Santa Fe Ave & Bosstick Blvd 10/21/2024
Santa Fe Las Flores Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 8 0 13 110 0 98 41 657 46 17 930 13 Future Volume (veh/h) 8 0 13 110 0 98 41 657 46 17 930 13 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 9 0 15 125 0 111 47 747 52 19 1057 15 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 222222222222
Cap, veh/h 27 0 45 234 0 208 113 856 725 65 1543 22
Arrive On Green 0.04 0.00 0.04 0.13 0.00 0.13 0.06 0.46 0.46 0.04 0.43 0.43 Sat Flow, veh/h 620 0 1033 1781 0 1585 1781 1870 1585 1781 3587 51 Grp Volume(v), veh/h 24 0 0 125 0 111 47 747 52 19 524 548 Grp Sat Flow(s),veh/h/ln 1653 0 0 1781 0 1585 1781 1870 1585 1781 1777 1861 Q Serve(g_s), s 0.8 0.0 0.0 3.9 0.0 3.9 1.5 21.6 1.1 0.6 14.2 14.2 Cycle Q Clear(g_c), s 0.8 0.0 0.0 3.9 0.0 3.9 1.5 21.6 1.1 0.6 14.2 14.2 Prop In Lane 0.37 0.62 1.00 1.00 1.00 1.00 1.00 0.03
Lane Grp Cap(c), veh/h 73 0 0 234 0 208 113 856 725 65 764 801 V/C Ratio(X) 0.33 0.00 0.00 0.54 0.00 0.53 0.42 0.87 0.07 0.29 0.68 0.68 Avail Cap(c_a), veh/h 802 0 0 238 0 212 247 1092 925 247 1037 1087 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.7 0.0 0.0 24.3 0.0 24.3 26.9 14.7 9.1 28.1 13.8 13.8 Incr Delay (d2), s/veh 2.6 0.0 0.0 2.2 0.0 2.5 2.4 6.6 0.0 2.5 1.1 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.0 0.0 1.7 0.0 1.5 0.7 8.4 0.3 0.3 4.6 4.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.3 0.0 0.0 26.5 0.0 26.7 29.4 21.2 9.1 30.6 14.9 14.8 LnGrp LOS C A A C A C C C A C B B
Approach Vol, veh/h 24 236 846 1091
Approach Delay, s/veh 30.3 26.6 20.9 15.1
Approach LOS C C C B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 6.4 32.7 8.1 8.0 31.1 12.5
Change Period (Y+Rc), s * 4.2 5.4 5.5 * 4.2 5.4 4.7
Max Green Setting (Gmax), s * 8.3 34.9 29.0 * 8.3 34.9 8.0 Max Q Clear Time (g_c+I1), s 2.6 23.6 2.8 3.5 16.2 5.9
Green Ext Time (p_c), s 0.0 3.8 0.1 0.0 6.2 0.2
Intersection Summary
HCM 6th Ctrl Delay 18.8
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

YEAR 2027 + P PMHCM 6th TWSC
3: Community Dr & S. Santa Fe Ave 10/21/2024
Santa Fe Las Flores Synchro 11 Report

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Intersection
Int Delay, s/veh 0.5
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1072 7 46 744 7 5
Future Vol, veh/h 1072 7 46 744 7 5
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 150 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 94 94 94 94 94 94
Heavy Vehicles, % 2 22222
Mvmt Flow 1140 7 49 791 7 5
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 1147 0 1638 574
Stage 1 - - - - 1144 -
Stage 2 - - - - 494 -
Critical Hdwy - - 4.14 - 6.84 6.94
Critical Hdwy Stg 1 - - - - 5.84 -
Critical Hdwy Stg 2 - - - - 5.84 -
Follow-up Hdwy - - 2.22 - 3.52 3.32
Pot Cap-1 Maneuver - - 605 - 91 462
Stage 1 - - - - 266 -
Stage 2 - - - - 579 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 605 - 84 462
Mov Cap-2 Maneuver - - - - 84 -
Stage 1 - - - - 266 -
Stage 2 - - - - 532 -
Approach EB WB NB
HCM Control Delay, s 0 0.7 36.5

HCM LOS E
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 127 - - 605 -
HCM Lane V/C Ratio 0.101 - - 0.081 -
HCM Control Delay (s) 36.5 - - 11.5 -
HCM Lane LOS E - - B -
HCM 95th %tile Q(veh) 0.3 - - 0.3 -
HCM 6th Signalized Intersection Summary YEAR 2027 + P PM 4: Las Flores Dr & S. Santa Fe Ave 10/21/2024
Santa Fe Las Flores Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 63 918 76 36 627 81 47 3 22 54 3 35 Future Volume (veh/h) 63 918 76 36 627 81 47 3 22 54 3 35 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 70 1020 84 40 697 90 52 3 24 60 3 39 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 222222222222
Cap, veh/h 148 1204 99 89 1175 524 141 22 172 174 14 185 Arrive On Green 0.08 0.36 0.36 0.05 0.33 0.33 0.08 0.12 0.12 0.10 0.12 0.12 Sat Flow, veh/h 1781 3324 274 1781 3554 1585 1781 179 1433 1781 114 1488 Grp Volume(v), veh/h 70 545 559 40 697 90 52 0 27 60 0 42 Grp Sat Flow(s),veh/h/ln 1781 1777 1821 1781 1777 1585 1781 0 1612 1781 0 1603 Q Serve(g_s), s 2.1 15.7 15.7 1.2 9.1 2.2 1.5 0.0 0.8 1.8 0.0 1.3 Cycle Q Clear(g_c), s 2.1 15.7 15.7 1.2 9.1 2.2 1.5 0.0 0.8 1.8 0.0 1.3 Prop In Lane 1.00 0.15 1.00 1.00 1.00 0.89 1.00 0.93
Lane Grp Cap(c), veh/h 148 643 660 89 1175 524 141 0 194 174 0 199 V/C Ratio(X) 0.47 0.85 0.85 0.45 0.59 0.17 0.37 0.00 0.14 0.34 0.00 0.21 Avail Cap(c_a), veh/h 227 702 720 195 1347 601 256 0 1014 362 0 1080 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 24.3 16.3 16.3 25.7 15.5 13.2 24.3 0.0 21.9 23.4 0.0 21.9 Incr Delay (d2), s/veh 2.3 8.9 8.7 3.6 0.5 0.2 1.6 0.0 0.3 1.2 0.0 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 6.5 6.7 0.5 3.0 0.8 0.7 0.0 0.3 0.8 0.0 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.7 25.2 25.1 29.3 16.1 13.4 25.9 0.0 22.2 24.6 0.0 22.4 LnGrp LOS CCCCBBCACCAC
Approach Vol, veh/h 1174 827 79 102
Approach Delay, s/veh 25.2 16.4 24.6 23.7
Approach LOS C B C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.3 25.6 9.9 12.9 9.0 23.8 10.1 12.7 Change Period (Y+Rc), s 4.5 5.4 5.5 6.0 4.4 5.4 * 4.7 6.0 Max Green Setting (Gmax), s 6.1 22.0 8.0 37.5 7.1 21.1 * 11 35.0 Max Q Clear Time (g_c+I1), s 3.2 17.7 3.5 3.3 4.1 11.1 3.8 2.8 Green Ext Time (p_c), s 0.0 2.4 0.0 0.2 0.0 3.3 0.1 0.1 Intersection Summary
HCM 6th Ctrl Delay 21.8
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th TWSC YEAR 2027 + P PM
5: Las Flores Dr & Hollencrest Rd 10/21/2024
Santa Fe Las Flores Synchro 11 Report

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Intersection
Int Delay, s/veh 2.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 4 16 61 6 34 84
Future Vol, veh/h 4 16 61 6 34 84
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 85 85 85 85 85 85
Heavy Vehicles, % 2 22222
Mvmt Flow 5 19 72 7 40 99

Major/Minor Minor1 Major1 Major2
Conflicting Flow All 255 76 0 0 79 0
Stage 1 76 -----
Stage 2 179 -----
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 734 985 - - 1519 -
Stage 1 947 -----
Stage 2 852 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 713 985 - - 1519 -
Mov Cap-2 Maneuver 713 -----
Stage 1 947 -----
Stage 2 828 -----

Approach WB NB SB
HCM Control Delay, s 9 0 2.1

HCM LOS A

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 915 1519 -
HCM Lane V/C Ratio - - 0.026 0.026 -
HCM Control Delay (s) - - 9 7.4 0
HCM Lane LOS - - A A A
HCM 95th %tile Q(veh) - - 0.1 0.1 -
HCM 6th Signalized Intersection Summary YEAR 2027 + P PM 6: W. Mission Rd/S. Santa Fe Ave & N. Rancho Santa Fe Rd 10/21/2024 Santa Fe Las Flores Synchro 11 Report

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Movement EBL EBR NBL NBT SBU SBT SBR
Lane Configurations
Traffic Volume (veh/h) 373 361 168 407 0 769 220
Future Volume (veh/h) 373 361 168 407 0 769 220
Initial Q (Qb), veh 0000 00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 401 388 181 438 827 237
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93
Percent Heavy Veh, % 2222 22
Cap, veh/h 651 910 246 2059 1241 553
Arrive On Green 0.19 0.19 0.14 0.58 0.35 0.35
Sat Flow, veh/h 3456 2790 1781 3647 3647 1585
Grp Volume(v), veh/h 401 388 181 438 827 237
Grp Sat Flow(s),veh/h/ln 1728 1395 1781 1777 1777 1585
Q Serve(g_s), s 5.8 5.9 5.3 3.2 10.7 6.2
Cycle Q Clear(g_c), s 5.8 5.9 5.3 3.2 10.7 6.2
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 651 910 246 2059 1241 553
V/C Ratio(X) 0.62 0.43 0.74 0.21 0.67 0.43
Avail Cap(c_a), veh/h 1147 1311 329 2582 2255 1006
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 20.2 14.3 22.4 5.5 15.0 13.5
Incr Delay (d2), s/veh 1.0 0.3 5.8 0.1 0.6 0.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.1 0.0 2.3 0.8 3.5 1.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.2 14.6 28.2 5.5 15.6 14.0
LnGrp LOS C B C A B B
Approach Vol, veh/h 789 619 1064
Approach Delay, s/veh 17.9 12.2 15.2
Approach LOS B B B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 37.5 16.7 12.5 25.0
Change Period (Y+Rc), s * 6.1 6.5 5.0 * 6.1
Max Green Setting (Gmax), s * 39 18.0 10.0 * 34
Max Q Clear Time (g_c+I1), s 5.2 7.9 7.3 12.7
Green Ext Time (p_c), s 2.9 2.3 0.1 6.2
Intersection Summary
HCM 6th Ctrl Delay 15.3
HCM 6th LOS B
Notes
User approved ignoring U-Turning movement.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th TWSC YEAR 2027 + P PM
7: Capalina Rd & Hollencrest Rd 10/21/2024
Santa Fe Las Flores Synchro 11 Report

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Intersection
Int Delay, s/veh 1.1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 2 103 158 85 35 4
Future Vol, veh/h 2 103 158 85 35 4
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 83 83 83 83 83 83
Heavy Vehicles, % 2 22222
Mvmt Flow 2 124 190 102 42 5

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 292 0 - 0 369 241
Stage 1 - - - - 241 -
Stage 2 - - - - 128 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1270 - - - 631 798
Stage 1 - - - - 799 -
Stage 2 - - - - 898 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1270 - - - 630 798
Mov Cap-2 Maneuver - - - - 630 -
Stage 1 - - - - 797 -
Stage 2 - - - - 898 -

Approach EB WB SB
HCM Control Delay, s 0.1 0 11

HCM LOS B

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1270 - - - 644
HCM Lane V/C Ratio 0.002 - - - 0.073
HCM Control Delay (s) 7.8 0 - - 11
HCM Lane LOS A A - - B
HCM 95th %tile Q(veh) 0 - - - 0.2
HCM 6th Signalized Intersection Summary YEAR 2027 + P PM 8: N. Rancho Santa Fe Rd & Capalina Rd 10/21/2024
Santa Fe Las Flores Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 8 23 113 85 34 23 203 674 103 14 371 23 Future Volume (veh/h) 8 23 113 85 34 23 203 674 103 14 371 23 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 9 26 126 94 38 26 226 749 114 16 412 26 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 222222222222
Cap, veh/h 62 215 182 347 514 436 232 940 143 24 637 40 Arrive On Green 0.03 0.11 0.11 0.19 0.27 0.27 0.13 0.30 0.30 0.01 0.19 0.19 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 1781 3092 470 1781 3395 214 Grp Volume(v), veh/h 9 26 126 94 38 26 226 430 433 16 215 223 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 1585 1781 1777 1786 1781 1777 1832 Q Serve(g_s), s 0.3 0.8 4.7 2.8 0.9 0.7 7.8 13.7 13.7 0.5 6.9 6.9 Cycle Q Clear(g_c), s 0.3 0.8 4.7 2.8 0.9 0.7 7.8 13.7 13.7 0.5 6.9 6.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.26 1.00 0.12
Lane Grp Cap(c), veh/h 62 215 182 347 514 436 232 540 543 24 333 344 V/C Ratio(X) 0.15 0.12 0.69 0.27 0.07 0.06 0.97 0.80 0.80 0.66 0.64 0.65 Avail Cap(c_a), veh/h 449 913 773 449 913 773 232 668 671 101 538 554 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 28.8 24.4 26.2 21.0 16.5 16.4 26.6 19.6 19.6 30.2 23.1 23.1 Incr Delay (d2), s/veh 1.1 0.2 4.7 0.4 0.1 0.1 51.9 5.4 5.4 26.5 2.1 2.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.3 1.9 1.1 0.4 0.3 6.3 5.7 5.7 0.4 2.8 2.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.8 24.7 30.8 21.4 16.6 16.5 78.5 25.1 25.1 56.7 25.2 25.2 LnGrp LOS CCCCBBECCECC
Approach Vol, veh/h 161 158 1089 454
Approach Delay, s/veh 29.8 19.5 36.2 26.3
Approach LOS C B D C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.8 25.1 16.0 13.6 14.0 17.9 6.1 23.4 Change Period (Y+Rc), s 6.0 6.4 4.0 6.5 6.0 6.4 4.0 6.5 Max Green Setting (Gmax), s 3.5 23.1 15.5 30.0 8.0 18.6 15.5 30.0 Max Q Clear Time (g_c+I1), s 2.5 15.7 4.8 6.7 9.8 8.9 2.3 2.9 Green Ext Time (p_c), s 0.0 3.0 0.1 0.5 0.0 1.7 0.0 0.2 Intersection Summary
HCM 6th Ctrl Delay 31.8
HCM 6th LOS C

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-24-3940 Santa Fe Flores Project
N:\3940 - Santa Fe Flores\Report\Appendices\Appendix Cover Pages.docx

APPENDIX H
ANALYSIS WORKSHEETS – LONG-TERM

HCM 6th TWSC YEAR 2050 AM
1: S. Santa Fe Ave & Smilax Rd 03/30/2022
Santa Fe Las Flores 03/17/2022 YEAR 2050 AM Synchro 10 Report 3-22-3523 Page 1
Intersection
Int Delay, s/veh 640.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 140 220 360 420 600 340
Future Vol, veh/h 140 220 360 420 600 340
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - Stop - None - None
Storage Length 0 0 ----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 88 88 88 88 88 88
Heavy Vehicles, % 2 22222
Mvmt Flow 159 250 409 477 682 386

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 2170 875 1068 0 - 0
Stage 1 875 -----
Stage 2 1295 -----
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver ~ 51 349 653 - - -
Stage 1 408 -----
Stage 2 257 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver ~ 8 349 653 - - -
Mov Cap-2 Maneuver ~ 8 -----
Stage 1 ~ 60 -----
Stage 2 257 -----

Approach EB NB SB
HCM Control Delay, s $ 3680 8.9 0

HCM LOS F

Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 653 - 8 349 - -
HCM Lane V/C Ratio 0.626 - 19.886 0.716 - -
HCM Control Delay (s) 19.3 0 $ 9403.9 37.5 - -
HCM Lane LOS C A F E - -
HCM 95th %tile Q(veh) 4.4 - 21.6 5.3 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th Signalized Intersection Summary YEAR 2050 AM
2: S. Santa Fe Ave & Bosstick Blvd 03/30/2022
Santa Fe Las Flores 03/17/2022 YEAR 2050 AM Synchro 10 Report 3-22-3523 Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 0 30 140 0 70 30 630 180 160 600 10 Future Volume (veh/h) 10 0 30 140 0 70 30 630 180 160 600 10 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 11 0 34 159 0 80 34 716 205 182 682 11 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 222222222222
Cap, veh/h 26 0 81 200 0 178 86 799 677 208 1773 29
Arrive On Green 0.07 0.00 0.07 0.11 0.00 0.11 0.05 0.43 0.43 0.12 0.50 0.50 Sat Flow, veh/h 398 0 1231 1781 0 1585 1781 1870 1585 1781 3579 58 Grp Volume(v), veh/h 45 0 0 159 0 80 34 716 205 182 339 354 Grp Sat Flow(s),veh/h/ln 1629 0 0 1781 0 1585 1781 1870 1585 1781 1777 1860 Q Serve(g_s), s 1.9 0.0 0.0 6.2 0.0 3.4 1.3 25.3 6.1 7.2 8.5 8.5 Cycle Q Clear(g_c), s 1.9 0.0 0.0 6.2 0.0 3.4 1.3 25.3 6.1 7.2 8.5 8.5 Prop In Lane 0.24 0.76 1.00 1.00 1.00 1.00 1.00 0.03
Lane Grp Cap(c), veh/h 108 0 0 200 0 178 86 799 677 208 880 922 V/C Ratio(X) 0.42 0.00 0.00 0.79 0.00 0.45 0.40 0.90 0.30 0.88 0.38 0.38 Avail Cap(c_a), veh/h 663 0 0 200 0 178 208 916 776 208 880 922 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 31.9 0.0 0.0 30.8 0.0 29.6 32.9 18.9 13.4 31.0 11.2 11.2 Incr Delay (d2), s/veh 2.6 0.0 0.0 19.5 0.0 1.8 3.0 10.5 0.2 31.7 0.3 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 0.0 0.0 3.6 0.0 1.3 0.6 11.4 1.9 4.7 2.7 2.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.5 0.0 0.0 50.4 0.0 31.3 35.9 29.4 13.7 62.7 11.5 11.5 LnGrp LOS C A A D A C D C BEBB
Approach Vol, veh/h 45 239 955 875
Approach Delay, s/veh 34.5 44.0 26.3 22.1
Approach LOS CDCC
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 12.5 35.8 10.2 7.6 40.7 12.7
Change Period (Y+Rc), s * 4.2 5.4 5.5 * 4.2 5.4 4.7
Max Green Setting (Gmax), s * 8.3 34.9 29.0 * 8.3 34.9 8.0 Max Q Clear Time (g_c+I1), s 9.2 27.3 3.9 3.3 10.5 8.2
Green Ext Time (p_c), s 0.0 3.1 0.2 0.0 3.9 0.0
Intersection Summary
HCM 6th Ctrl Delay 26.7
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

YEAR 2050 AMHCM 6th TWSC
3: Community Dr & S. Santa Fe Ave 03/30/2022
Santa Fe Las Flores 03/17/2022 YEAR 2050 AM Synchro 10 Report 3-22-3523 Page 3
Intersection
Int Delay, s/veh 0.3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 770 10 10 700 10 10
Future Vol, veh/h 770 10 10 700 10 10
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 150 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 94 94 94 94 94 94
Heavy Vehicles, % 2 22222
Mvmt Flow 819 11 11 745 11 11
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 830 0 1220 415
Stage 1 - - - - 825 -
Stage 2 - - - - 395 -
Critical Hdwy - - 4.14 - 6.84 6.94
Critical Hdwy Stg 1 - - - - 5.84 -
Critical Hdwy Stg 2 - - - - 5.84 -
Follow-up Hdwy - - 2.22 - 3.52 3.32
Pot Cap-1 Maneuver - - 798 - 172 586
Stage 1 - - - - 391 -
Stage 2 - - - - 650 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 798 - 170 586
Mov Cap-2 Maneuver - - - - 170 -
Stage 1 - - - - 391 -
Stage 2 - - - - 641 -
Approach EB WB NB
HCM Control Delay, s 0 0.1 19.8

HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 264 - - 798 -
HCM Lane V/C Ratio 0.081 - - 0.013 -
HCM Control Delay (s) 19.8 - - 9.6 -
HCM Lane LOS C - - A -
HCM 95th %tile Q(veh) 0.3 - - 0 -
HCM 6th Signalized Intersection Summary YEAR 2050 AM
4: Las Flores Dr & S. Santa Fe Ave 03/30/2022
Santa Fe Las Flores 03/17/2022 YEAR 2050 AM Synchro 10 Report 3-22-3523 Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 40 620 30 60 600 40 50 10 40 150 20 50 Future Volume (veh/h) 40 620 30 60 600 40 50 10 40 150 20 50 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 44 689 33 67 667 44 56 11 44 167 22 56 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 222222222222
Cap, veh/h 112 941 45 126 1003 447 150 40 160 273 82 209 Arrive On Green 0.06 0.27 0.27 0.07 0.28 0.28 0.08 0.12 0.12 0.15 0.18 0.18 Sat Flow, veh/h 1781 3452 165 1781 3554 1585 1781 327 1308 1781 467 1189 Grp Volume(v), veh/h 44 354 368 67 667 44 56 0 55 167 0 78 Grp Sat Flow(s),veh/h/ln 1781 1777 1841 1781 1777 1585 1781 0 1635 1781 0 1656 Q Serve(g_s), s 1.3 9.8 9.8 2.0 8.9 1.1 1.6 0.0 1.6 4.7 0.0 2.2 Cycle Q Clear(g_c), s 1.3 9.8 9.8 2.0 8.9 1.1 1.6 0.0 1.6 4.7 0.0 2.2 Prop In Lane 1.00 0.09 1.00 1.00 1.00 0.80 1.00 0.72
Lane Grp Cap(c), veh/h 112 484 502 126 1003 447 150 0 200 273 0 292 V/C Ratio(X) 0.39 0.73 0.73 0.53 0.66 0.10 0.37 0.00 0.28 0.61 0.00 0.27 Avail Cap(c_a), veh/h 234 724 750 201 1389 620 264 0 1060 373 0 1151 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 24.3 17.8 17.8 24.2 17.1 14.3 23.4 0.0 21.5 21.4 0.0 19.2 Incr Delay (d2), s/veh 2.3 2.2 2.1 3.5 0.8 0.1 1.5 0.0 0.7 2.2 0.0 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 3.5 3.7 0.8 3.1 0.4 0.7 0.0 0.6 2.0 0.0 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.6 20.0 19.9 27.7 17.9 14.4 24.9 0.0 22.3 23.6 0.0 19.7 LnGrp LOS C B B C B B C A C C A B
Approach Vol, veh/h 766 778 111 245
Approach Delay, s/veh 20.3 18.5 23.6 22.3
Approach LOS C B C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 8.3 20.1 10.0 15.5 7.8 20.6 13.0 12.6 Change Period (Y+Rc), s 4.5 5.4 5.5 6.0 4.4 5.4 * 4.7 6.0 Max Green Setting (Gmax), s 6.1 22.0 8.0 37.5 7.1 21.1 * 11 35.0 Max Q Clear Time (g_c+I1), s 4.0 11.8 3.6 4.2 3.3 10.9 6.7 3.6 Green Ext Time (p_c), s 0.0 2.9 0.0 0.5 0.0 3.1 0.2 0.3 Intersection Summary
HCM 6th Ctrl Delay 20.0
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th TWSC YEAR 2050 AM
5: Las Flores Dr & Hollencrest Rd 03/30/2022
Santa Fe Las Flores 03/17/2022 YEAR 2050 AM Synchro 10 Report 3-22-3523 Page 5
Intersection
Int Delay, s/veh 2.3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 10 30 70 10 20 90
Future Vol, veh/h 10 30 70 10 20 90
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 85 85 85 85 85 85
Heavy Vehicles, % 2 22222
Mvmt Flow 12 35 82 12 24 106

Major/Minor Minor1 Major1 Major2
Conflicting Flow All 242 88 0 0 94 0
Stage 1 88 -----
Stage 2 154 -----
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 746 970 - - 1500 -
Stage 1 935 -----
Stage 2 874 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 733 970 - - 1500 -
Mov Cap-2 Maneuver 733 -----
Stage 1 935 -----
Stage 2 859 -----

Approach WB NB SB
HCM Control Delay, s 9.2 0 1.4

HCM LOS A

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 897 1500 -
HCM Lane V/C Ratio - - 0.052 0.016 -
HCM Control Delay (s) - - 9.2 7.4 0
HCM Lane LOS - - A A A
HCM 95th %tile Q(veh) - - 0.2 0 -
HCM 6th Signalized Intersection Summary YEAR 2050 AM
6: W. Mission Rd/S. Santa Fe Ave & N. Rancho Santa Fe Rd 03/30/2022 Santa Fe Las Flores 03/17/2022 YEAR 2050 AM Synchro 10 Report 3-22-3523 Page 6
Movement EBL EBR NBL NBT SBU SBT SBR
Lane Configurations
Traffic Volume (veh/h) 310 130 170 460 0 550 360
Future Volume (veh/h) 310 130 170 460 0 550 360
Initial Q (Qb), veh 0000 00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 333 140 183 495 591 387
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93
Percent Heavy Veh, % 2222 22
Cap, veh/h 544 846 260 2111 1242 554
Arrive On Green 0.16 0.16 0.15 0.59 0.35 0.35
Sat Flow, veh/h 3456 2790 1781 3647 3647 1585
Grp Volume(v), veh/h 333 140 183 495 591 387
Grp Sat Flow(s),veh/h/ln 1728 1395 1781 1777 1777 1585
Q Serve(g_s), s 4.6 1.9 5.0 3.3 6.6 10.7
Cycle Q Clear(g_c), s 4.6 1.9 5.0 3.3 6.6 10.7
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 544 846 260 2111 1242 554
V/C Ratio(X) 0.61 0.17 0.70 0.23 0.48 0.70
Avail Cap(c_a), veh/h 1227 1397 351 2761 2411 1075
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 19.9 13.0 20.6 4.9 12.9 14.2
Incr Delay (d2), s/veh 1.1 0.1 4.0 0.1 0.3 1.6
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.7 0.0 2.1 0.7 2.0 3.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.0 13.0 24.6 4.9 13.1 15.8
LnGrp LOS C B C A B B
Approach Vol, veh/h 473 678 978
Approach Delay, s/veh 18.7 10.2 14.2
Approach LOS B B B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 36.2 14.5 12.4 23.8
Change Period (Y+Rc), s * 6.1 6.5 5.0 * 6.1
Max Green Setting (Gmax), s * 39 18.0 10.0 * 34
Max Q Clear Time (g_c+I1), s 5.3 6.6 7.0 12.7
Green Ext Time (p_c), s 3.3 1.3 0.1 5.1
Intersection Summary
HCM 6th Ctrl Delay 13.9
HCM 6th LOS B
Notes
User approved ignoring U-Turning movement.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th TWSC YEAR 2050 AM
7: Capalina Rd & Hollencrest Rd 03/30/2022
Santa Fe Las Flores 03/17/2022 YEAR 2050 AM Synchro 10 Report 3-22-3523 Page 7
Intersection
Int Delay, s/veh 3.3
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 200 70 50 110 10
Future Vol, veh/h 0 200 70 50 110 10
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 83 83 83 83 83 83
Heavy Vehicles, % 2 22222
Mvmt Flow 0 241 84 60 133 12

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 144 0 - 0 355 114
Stage 1 - - - - 114 -
Stage 2 - - - - 241 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1438 - - - 643 939
Stage 1 - - - - 911 -
Stage 2 - - - - 799 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1438 - - - 643 939
Mov Cap-2 Maneuver - - - - 643 -
Stage 1 - - - - 911 -
Stage 2 - - - - 799 -

Approach EB WB SB
HCM Control Delay, s 0 0 12

HCM LOS B

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1438 - - - 660
HCM Lane V/C Ratio ---- 0.219
HCM Control Delay (s) 0 - - - 12
HCM Lane LOS A - - - B
HCM 95th %tile Q(veh) 0 - - - 0.8
HCM 6th Signalized Intersection Summary YEAR 2050 AM
8: N. Rancho Santa Fe Rd & Capalina Rd 03/30/2022
Santa Fe Las Flores 03/17/2022 YEAR 2050 AM Synchro 10 Report 3-22-3523 Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 20 250 90 20 30 170 450 130 20 500 10 Future Volume (veh/h) 10 20 250 90 20 30 170 450 130 20 500 10 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 11 22 278 100 22 33 189 500 144 22 556 11 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 222222222222
Cap, veh/h 73 390 330 315 644 546 193 784 225 31 701 14 Arrive On Green 0.04 0.21 0.21 0.18 0.34 0.34 0.11 0.29 0.29 0.02 0.20 0.20 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 1781 2726 781 1781 3564 70 Grp Volume(v), veh/h 11 22 278 100 22 33 189 325 319 22 277 290 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 1585 1781 1777 1730 1781 1777 1858 Q Serve(g_s), s 0.4 0.7 12.4 3.6 0.6 1.0 7.8 11.8 11.9 0.9 11.0 11.0 Cycle Q Clear(g_c), s 0.4 0.7 12.4 3.6 0.6 1.0 7.8 11.8 11.9 0.9 11.0 11.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.45 1.00 0.04
Lane Grp Cap(c), veh/h 73 390 330 315 644 546 193 511 498 31 349 365 V/C Ratio(X) 0.15 0.06 0.84 0.32 0.03 0.06 0.98 0.64 0.64 0.72 0.79 0.79 Avail Cap(c_a), veh/h 374 759 644 374 759 644 193 555 541 84 447 468 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 34.2 23.4 28.1 26.5 16.1 16.2 32.9 22.9 23.0 36.1 28.3 28.3 Incr Delay (d2), s/veh 0.9 0.1 5.8 0.6 0.0 0.0 58.8 2.1 2.3 26.6 7.4 7.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.3 5.1 1.6 0.2 0.4 6.3 4.8 4.7 0.6 5.0 5.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.1 23.5 33.9 27.1 16.1 16.3 91.7 25.1 25.3 62.8 35.6 35.4 LnGrp LOS DCCCBBFCCEDD
Approach Vol, veh/h 311 155 833 589
Approach Delay, s/veh 33.2 23.2 40.3 36.5
Approach LOS CCDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.3 27.7 17.1 21.9 14.0 20.9 7.0 31.9 Change Period (Y+Rc), s 6.0 6.4 4.0 6.5 6.0 6.4 4.0 6.5 Max Green Setting (Gmax), s 3.5 23.1 15.5 30.0 8.0 18.6 15.5 30.0 Max Q Clear Time (g_c+I1), s 2.9 13.9 5.6 14.4 9.8 13.0 2.4 3.0 Green Ext Time (p_c), s 0.0 2.5 0.1 1.0 0.0 1.5 0.0 0.2 Intersection Summary
HCM 6th Ctrl Delay 36.5
HCM 6th LOS D
HCM 6th TWSC YEAR 2050 PM
1: S. Santa Fe Ave & Smilax Rd 03/30/2022
Santa Fe Las Flores 03/17/2022 YEAR 2050 PM Synchro 10 Report 3-22-3523 Page 1
Intersection
Int Delay, s/veh 5274.9
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 160 340 210 790 960 250
Future Vol, veh/h 160 340 210 790 960 250
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - Stop - None - None
Storage Length 0 0 ----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 88 88 88 88 88 88
Heavy Vehicles, % 2 22222
Mvmt Flow 182 386 239 898 1091 284

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 2609 1233 1375 0 - 0
Stage 1 1233 -----
Stage 2 1376 -----
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver ~ 27 ~ 216 499 - - -
Stage 1 275 -----
Stage 2 234 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver ~ 1 ~ 216 499 - - -
Mov Cap-2 Maneuver ~ 1 -----
Stage 1 ~ 12 -----
Stage 2 234 -----

Approach EB NB SB
HCM Control Delay, s$ 28581.9 3.9 0

HCM LOS F

Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 499 - 1 216 - -
HCM Lane V/C Ratio 0.478 - 181.818 1.789 - -
HCM Control Delay (s) 18.6 0 $ 88445 $ 411 - -
HCM Lane LOS C A F F - -
HCM 95th %tile Q(veh) 2.5 - 25.3 26.7 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th Signalized Intersection Summary YEAR 2050 PM
2: S. Santa Fe Ave & Bosstick Blvd 03/30/2022
Santa Fe Las Flores 03/17/2022 YEAR 2050 PM Synchro 10 Report 3-22-3523 Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 0 20 190 0 170 50 800 80 30 1130 20 Future Volume (veh/h) 10 0 20 190 0 170 50 800 80 30 1130 20 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 11 0 23 216 0 193 57 909 91 34 1284 23 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 222222222222
Cap, veh/h 29 0 61 202 0 180 119 926 785 98 1727 31
Arrive On Green 0.06 0.00 0.06 0.11 0.00 0.11 0.07 0.50 0.50 0.06 0.48 0.48 Sat Flow, veh/h 532 0 1112 1781 0 1585 1781 1870 1585 1781 3572 64 Grp Volume(v), veh/h 34 0 0 216 0 193 57 909 91 34 639 668 Grp Sat Flow(s),veh/h/ln 1644 0 0 1781 0 1585 1781 1870 1585 1781 1777 1859 Q Serve(g_s), s 1.4 0.0 0.0 8.0 0.0 8.0 2.2 33.6 2.2 1.3 20.4 20.4 Cycle Q Clear(g_c), s 1.4 0.0 0.0 8.0 0.0 8.0 2.2 33.6 2.2 1.3 20.4 20.4 Prop In Lane 0.32 0.68 1.00 1.00 1.00 1.00 1.00 0.03
Lane Grp Cap(c), veh/h 91 0 0 202 0 180 119 926 785 98 859 899 V/C Ratio(X) 0.37 0.00 0.00 1.07 0.00 1.07 0.48 0.98 0.12 0.35 0.74 0.74 Avail Cap(c_a), veh/h 676 0 0 202 0 180 210 926 785 210 880 921 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.1 0.0 0.0 31.2 0.0 31.2 31.7 17.5 9.5 32.1 14.7 14.7 Incr Delay (d2), s/veh 2.5 0.0 0.0 82.6 0.0 87.7 3.0 25.0 0.1 2.1 3.4 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/ln 0.6 0.0 0.0 7.9 0.0 7.3 1.0 17.6 0.6 0.6 7.3 7.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.7 0.0 0.0 113.8 0.0 119.0 34.7 42.5 9.6 34.1 18.0 17.9 LnGrp LOS C A A F A F C D A C B B
Approach Vol, veh/h 34 409 1057 1341
Approach Delay, s/veh 34.7 116.2 39.2 18.4
Approach LOS C F D B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 8.1 40.3 9.4 8.9 39.5 12.7
Change Period (Y+Rc), s * 4.2

5.4 5.5 * 4.2 5.4 4.7
Max Green Setting (Gmax), s * 8.3 34.9 29.0 * 8.3 34.9 8.0 Max Q Clear Time (g_c+I1), s 3.3 35.6 3.4 4.2 22.4 10.0 Green Ext Time (p_c), s 0.0 0.0 0.1 0.0 6.4 0.0
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.

YEAR 2050 PMHCM 6th TWSC
3: Community Dr & S. Santa Fe Ave 03/30/2022
Santa Fe Las Flores 03/17/2022 YEAR 2050 PM Synchro 10 Report 3-22-3523 Page 3
Intersection
Int Delay, s/veh 0.7
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1200 10 40 840 10 10
Future Vol, veh/h 1200 10 40 840 10 10
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 150 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 94 94 94 94 94 94
Heavy Vehicles, % 2 22222
Mvmt Flow 1277 11 43 894 11 11
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 1288 0 1816 644
Stage 1 - - - - 1283 -
Stage 2 - - - - 533 -
Critical Hdwy - - 4.14 - 6.84 6.94
Critical Hdwy Stg 1 - - - - 5.84 -
Critical Hdwy Stg 2 - - - - 5.84 -
Follow-up Hdwy - - 2.22 - 3.52 3.32
Pot Cap-1 Maneuver - - 534 - 69 416
Stage 1 - - - - 224 -
Stage 2 - - - - 553 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 534 - 63 416
Mov Cap-2 Maneuver - - - - 63 -
Stage 1 - - - - 224 -
Stage 2 - - - - 508 -
Approach EB WB NB
HCM Control Delay, s 0 0.6 45.9

HCM LOS E
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 109 - - 534 -
HCM Lane V/C Ratio 0.195 - - 0.08 -
HCM Control Delay (s) 45.9 - - 12.3 -
HCM Lane LOS E - - B -
HCM 95th %tile Q(veh) 0.7 - - 0.3 -
HCM 6th Signalized Intersection Summary YEAR 2050 PM
4: Las Flores Dr & S. Santa Fe Ave 03/30/2022
Santa Fe Las Flores 03/17/2022 YEAR 2050 PM Synchro 10 Report 3-22-3523 Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 60 1070 90 40 720 90 50 10 30 60 10 40 Future Volume (veh/h) 60 1070 90 40 720 90 50 10 30 60 10 40 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 67 1189 100 44 800 100 56 11 33 67 11 44 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 222222222222
Cap, veh/h 141 1243 104 93 1242 554 145 50 149 181 42 166 Arrive On Green 0.08 0.37 0.37 0.05 0.35 0.35 0.08 0.12 0.12 0.10 0.13 0.13 Sat Flow, veh/h 1781 3318 279 1781 3554 1585 1781 412 1236 1781 327 1308 Grp Volume(v), veh/h 67 636 653 44 800 100 56 0 44 67 0 55 Grp Sat Flow(s),veh/h/ln 1781 1777 1820 1781 1777 1585 1781 0 1648 1781 0 1635 Q Serve(g_s), s 2.1 20.5 20.6 1.4 11.1 2.6 1.8 0.0 1.4 2.1 0.0 1.8 Cycle Q Clear(g_c), s 2.1 20.5 20.6 1.4 11.1 2.6 1.8 0.0 1.4 2.1 0.0 1.8 Prop In Lane 1.00 0.15 1.00 1.00 1.00 0.75 1.00 0.80
Lane Grp Cap(c), veh/h 141 666 682 93 1242 554 145 0 199 181 0 208 V/C Ratio(X) 0.47 0.96 0.96 0.47 0.64 0.18 0.39 0.00 0.22 0.37 0.00 0.26 Avail Cap(c_a), veh/h 215 666 682 185 1277 569 243 0 982 343 0 1044 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 25.9 17.9 17.9 27.0 16.0 13.3 25.6 0.0 23.3 24.6 0.0 23.2 Incr Delay (d2), s/veh 2.5 24.3 24.5 3.7 1.1 0.2 1.7 0.0 0.6 1.2 0.0 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 11.1 11.4 0.6 3.8 0.9 0.8 0.0 0.6 0.9 0.0 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.3 42.2 42.4 30.7 17.1 13.4 27.2 0.0 23.9 25.9 0.0 23.8 LnGrp LOS CDDCBBCACCAC
Approach Vol, veh/h 1356 944 100 122
Approach Delay, s/veh 41.6 17.4 25.8 24.9
Approach LOS D B C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.6 27.4 10.3 13.5 9.1 25.9 10.7 13.1 Change Period (Y+Rc), s 4.5 5.4 5.5 6.0 4.4 5.4 * 4.7 6.0 Max Green Setting (Gmax), s 6.1 22.0 8.0 37.5 7.1 21.1 * 11 35.0 Max Q Clear Time (g_c+I1), s 3.4 22.6 3.8 3.8 4.1 13.1 4.1 3.4 Green Ext Time (p_c), s 0.0 0.0 0.0 0.3 0.0 3.3 0.1 0.2 Intersection Summary
HCM 6th Ctrl Delay 31.1
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th TWSC YEAR 2050 PM
5: Las Flores Dr & Hollencrest Rd 03/30/2022
Santa Fe Las Flores 03/17/2022 YEAR 2050 PM Synchro 10 Report 3-22-3523 Page 5
Intersection
Int Delay, s/veh 2.2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 10 20 80 10 40 110
Future Vol, veh/h 10 20 80 10 40 110
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 85 85 85 85 85 85
Heavy Vehicles, % 2 22222
Mvmt Flow 12 24 94 12 47 129
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 323 100 0 0 106 0
Stage 1 100 -----
Stage 2 223 -----
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 671 956 - - 1485 -
Stage 1 924 -----
Stage 2 814 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 648 956 - - 1485 -
Mov Cap-2 Maneuver 648 -----
Stage 1 924 -----
Stage 2 786 -----
Approach WB NB SB
HCM Control Delay, s 9.6 0 2

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 825 1485 -
HCM Lane V/C Ratio - - 0.043 0.032 -
HCM Control Delay (s) - - 9.6 7.5 0
HCM Lane LOS - - A A A
HCM 95th %tile Q(veh) - - 0.1 0.1 -
HCM 6th Signalized Intersection Summary YEAR 2050 PM
6: W. Mission Rd/S. Santa Fe Ave & N. Rancho Santa Fe Rd 03/30/2022 Santa Fe Las Flores 03/17/2022 YEAR 2050 PM Synchro 10 Report 3-22-3523 Page 6
Movement EBL EBR NBL NBT SBU SBT SBR
Lane Configurations
Traffic Volume (veh/h) 460 490 230 520 0 990 270
Future Volume (veh/h) 460 490 230 520 0 990 270
Initial Q (Qb), veh 0000 00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 495 527 247 559 1065 290
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93
Percent Heavy Veh, % 2222 22
Cap, veh/h 727 991 258 2157 1384 617
Arrive On Green 0.21 0.21 0.14 0.61 0.39 0.39
Sat Flow, veh/h 3456 2790 1781 3647 3647 1585
Grp Volume(v), veh/h 495 527 247 559 1065 290
Grp Sat Flow(s),veh/h/ln 1728 1395 1781 1777 1777 1585
Q Serve(g_s), s 9.1 10.4 9.5 5.1 18.0 9.4
Cycle Q Clear(g_c), s 9.1 10.4 9.5 5.1 18.0 9.4
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 727 991 258 2157 1384 617
V/C Ratio(X) 0.68 0.53 0.96 0.26 0.77 0.47
Avail Cap(c_a), veh/h 902 1132 258 2157 1772 790
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 25.1 17.7 29.3 6.3 18.4 15.7
Incr Delay (d2), s/veh 1.5 0.4 44.0 0.1 1.6 0.6
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 3.6 8.4 6.9 1.4 6.5 3.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.6 18.1 73.3 6.4 20.0 16.3
LnGrp LOS C B E A B B
Approach Vol, veh/h 1022 806 1355
Approach Delay, s/veh 22.2 26.9 19.2
Approach LOS C C B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 48.0 21.0 15.0 33.0
Change Period (Y+Rc), s * 6.1

6.5 5.0 * 6.1
Max Green Setting (Gmax), s * 39 18.0 10.0 * 34
Max Q Clear Time (g_c+I1), s

7.1 12.4 11.5 20.0
Green Ext Time (p_c), s 3.8 2.2 0.0 6.9
Intersection Summary
HCM 6th Ctrl Delay 22.1
HCM 6th LOS C
Notes
User approved ignoring U-Turning movement.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th TWSC YEAR 2050 PM
7: Capalina Rd & Hollencrest Rd 03/30/2022
Santa Fe Las Flores 03/17/2022 YEAR 2050 PM Synchro 10 Report 3-22-3523 Page 7
Intersection
Int Delay, s/veh 1.3
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 110 170 90 40 10
Future Vol, veh/h 0 110 170 90 40 10
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 83 83 83 83 83 83
Heavy Vehicles, % 2 22222
Mvmt Flow 0 133 205 108 48 12

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 313 0 - 0 392 259
Stage 1 - - - - 259 -
Stage 2 - - - - 133 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1247 - - - 612 780
Stage 1 - - - - 784 -
Stage 2 - - - - 893 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1247 - - - 612 780
Mov Cap-2 Maneuver - - - - 612 -
Stage 1 - - - - 784 -
Stage 2 - - - - 893 -

Approach EB WB SB
HCM Control Delay, s 0 0 11.2

HCM LOS B

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1247 - - - 640
HCM Lane V/C Ratio ---- 0.094
HCM Control Delay (s) 0 - - - 11.2
HCM Lane LOS A - - - B
HCM 95th %tile Q(veh) 0 - - - 0.3
HCM 6th Signalized Intersection Summary YEAR 2050 PM
8: N. Rancho Santa Fe Rd & Capalina Rd 03/30/2022
Santa Fe Las Flores 03/17/2022 YEAR 2050 PM Synchro 10 Report 3-22-3523 Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 30 120 90 40 30 210 860 110 20 480 30 Future Volume (veh/h) 10 30 120 90 40 30 210 860 110 20 480 30 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 11 33 133 100 44 33 233 956 122 22 533 33 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 222222222222
Cap, veh/h 74 221 187 336 497 421 212 1060 135 31 791 49 Arrive On Green 0.04 0.12 0.12 0.19 0.27 0.27 0.12 0.33 0.33 0.02 0.23 0.23 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 1781 3170 404 1781 3399 210 Grp Volume(v), veh/h 11 33 133 100 44 33 233 536 542 22 278 288 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 1585 1781 1777 1798 1781 1777 1833 Q Serve(g_s), s 0.4 1.1 5.4 3.2 1.2 1.0 8.0 19.3 19.3 0.8 9.6 9.6 Cycle Q Clear(g_c), s 0.4 1.1 5.4 3.2 1.2 1.0 8.0 19.3 19.3 0.8 9.6 9.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.22 1.00 0.11
Lane Grp Cap(c), veh/h 74 221 187 336 497 421 212 594 601 31 413 426 V/C Ratio(X) 0.15 0.15 0.71 0.30 0.09 0.08 1.10 0.90 0.90 0.70 0.67 0.68 Avail Cap(c_a), veh/h 411 836 709 411 836 709 212 612 619 93 493 508 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 31.0 26.6 28.5 23.4 18.5 18.5 29.5 21.3 21.3 32.8 23.4 23.4 Incr Delay (d2), s/veh 0.9 0.3 4.9 0.5 0.1 0.1 90.1 16.4 16.3 24.9 2.8 2.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.5 2.3 1.4 0.5 0.4 8.5 9.7 9.8 0.5 3.9 4.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.9 26.9 33.4 23.9 18.6 18.6 119.7 37.7 37.6 57.7 26.2 26.2 LnGrp LOS CCCCBBFDDECC
Approach Vol, veh/h 177 177 1311 588
Approach Delay, s/veh 32.1 21.6 52.2 27.4
Approach LOS CCDC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.2 28.8 16.7 14.4 14.0 22.0 6.8 24.3 Change Period (Y+Rc), s 6.0 6.4 4.0 6.5 6.0 6.4 4.0 6.5 Max Green Setting (Gmax), s 3.5 23.1 15.5 30.0 8.0 18.6 15.5 30.0 Max Q Clear Time (g_c+I1), s 2.8 21.3 5.2 7.4 10.0 11.6 2.4 3.2 Green Ext Time (p_c), s 0.0 1.1 0.2 0.6 0.0 1.8 0.0 0.3 Intersection Summary
HCM 6th Ctrl Delay 41.8
HCM 6th LOS D

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-24-3940 Santa Fe Flores Project
N:\3940 - Santa Fe Flores\Report\Appendices\Appendix Cover Pages.docx

APPENDIX I
ANALYSIS WORKSHEETS – LONG-TERM + PROJECT

HCM 6th TWSC YEAR 2050 + P AM
1: S. Santa Fe Ave & Smilax Rd 10/21/2024
Santa Fe Las Flores Synchro 11 Report

Page 1 ends

Intersection
Int Delay, s/veh 732
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 140 220 362 425 601 340
Future Vol, veh/h 140 220 362 425 601 340
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - Stop - None - None
Storage Length 0 0 ----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 88 88 88 88 88 88
Heavy Vehicles, % 2 22222
Mvmt Flow 159 250 411 483 683 386

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 2181 876 1069 0 - 0
Stage 1 876 -----
Stage 2 1305 -----
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver ~ 51 348 652 - - -
Stage 1 407 -----
Stage 2 254 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver ~ 7 348 652 - - -
Mov Cap-2 Maneuver ~ 7 -----
Stage 1 ~ 56 -----
Stage 2 254 -----

Approach EB NB SB
HCM Control Delay, s$ 4226.1 9 0

HCM LOS F

Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 652 - 7 348 - -
HCM Lane V/C Ratio 0.631 - 22.727 0.718 - -
HCM Control Delay (s) 19.5 0 $ 10807.8 37.8 - -
HCM Lane LOS C A F E - -
HCM 95th %tile Q(veh) 4.5 - 21.8 5.3 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th Signalized Intersection Summary YEAR 2050 + P AM 2: S. Santa Fe Ave & Bosstick Blvd 10/21/2024
Santa Fe Las Flores Synchro 11 Report

Page 2 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 0 30 140 0 70 30 637 180 160 602 10 Future Volume (veh/h) 10 0 30 140 0 70 30 637 180 160 602 10 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 11 0 34 159 0 80 34 724 205 182 684 11 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 222222222222
Cap, veh/h 26 0 81 199 0 177 86 804 682 206 1782 29
Arrive On Green 0.07 0.00 0.07 0.11 0.00 0.11 0.05 0.43 0.43 0.12 0.50 0.50 Sat Flow, veh/h 398 0 1231 1781 0 1585 1781 1870 1585 1781 3579 58 Grp Volume(v), veh/h 45 0 0 159 0 80 34 724 205 182 339 356 Grp Sat Flow(s),veh/h/ln 1629 0 0 1781 0 1585 1781 1870 1585 1781 1777 1860 Q Serve(g_s), s 1.9 0.0 0.0 6.2 0.0 3.4 1.3 25.8 6.1 7.2 8.5 8.5 Cycle Q Clear(g_c), s 1.9 0.0 0.0 6.2 0.0 3.4 1.3 25.8 6.1 7.2 8.5 8.5 Prop In Lane 0.24 0.76 1.00 1.00 1.00 1.00 1.00 0.03
Lane Grp Cap(c), veh/h 108 0 0 199 0 177 86 804 682 206 885 926 V/C Ratio(X) 0.42 0.00 0.00 0.80 0.00 0.45 0.40 0.90 0.30 0.88 0.38 0.38 Avail Cap(c_a), veh/h 659 0 0 199 0 177 206 911 772 206 885 926 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.1 0.0 0.0 31.0 0.0 29.8 33.1 19.0 13.4 31.2 11.2 11.2 Incr Delay (d2), s/veh 2.6 0.0 0.0 20.2 0.0 1.8 3.0 11.0 0.2 32.8 0.3 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 0.0 0.0 3.7 0.0 1.3 0.6 11.6 1.9 4.7 2.8 2.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.7 0.0 0.0 51.2 0.0 31.6 36.1 30.0 13.6 64.0 11.4 11.4 LnGrp LOS C A A D A C D C BEBB
Approach Vol, veh/h 45 239 963 877
Approach Delay, s/veh 34.7 44.6 26.7 22.3
Approach LOS CDCC
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 12.5 36.2 10.2 7.6 41.1 12.7
Change Period (Y+Rc), s * 4.2 5.4 5.5 * 4.2 5.4 4.7
Max Green Setting (Gmax), s * 8.3 34.9 29.0 * 8.3 34.9 8.0 Max Q Clear Time (g_c+I1), s 9.2 27.8 3.9 3.3 10.5 8.2
Green Ext Time (p_c), s 0.0 3.0 0.2 0.0 3.9 0.0
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.

YEAR 2050 + P AMHCM 6th TWSC
3: Community Dr & S. Santa Fe Ave 10/21/2024
Santa Fe Las Flores Synchro 11 Report

Page 3 ends

Intersection
Int Delay, s/veh 0.4
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 772 10 26 707 10 10
Future Vol, veh/h 772 10 26 707 10 10
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 150 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 94 94 94 94 94 94
Heavy Vehicles, % 2 22222
Mvmt Flow 821 11 28 752 11 11
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 832 0 1259 416
Stage 1 - - - - 827 -
Stage 2 - - - - 432 -
Critical Hdwy - - 4.14 - 6.84 6.94
Critical Hdwy Stg 1 - - - - 5.84 -
Critical Hdwy Stg 2 - - - - 5.84 -
Follow-up Hdwy - - 2.22 - 3.52 3.32
Pot Cap-1 Maneuver - - 796 - 163 585
Stage 1 - - - - 390 -
Stage 2 - - - - 622 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 796 - 157 585
Mov Cap-2 Maneuver - - - - 157 -
Stage 1 - - - - 390 -
Stage 2 - - - - 600 -
Approach EB WB NB
HCM Control Delay, s 0 0.3 20.9

HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 248 - - 796 -
HCM Lane V/C Ratio 0.086 - - 0.035 -
HCM Control Delay (s) 20.9 - - 9.7 -
HCM Lane LOS C - - A -
HCM 95th %tile Q(veh) 0.3 - - 0.1 -
HCM 6th Signalized Intersection Summary YEAR 2050 + P AM 4: Las Flores Dr & S. Santa Fe Ave 10/21/2024
Santa Fe Las Flores Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 42 631 34 60 602 40 52 10 40 150 20 50 Future Volume (veh/h) 42 631 34 60 602 40 52 10 40 150 20 50 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 47 701 38 67 669 44 58 11 44 167 22 56 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 222222222222
Cap, veh/h 117 949 51 125 1008 449 153 40 159 271 81 206 Arrive On Green 0.07 0.28 0.28 0.07 0.28 0.28 0.09 0.12 0.12 0.15 0.17 0.17 Sat Flow, veh/h 1781 3428 186 1781 3554 1585 1781 327 1308 1781 467 1189 Grp Volume(v), veh/h 47 363 376 67 669 44 58 0 55 167 0 78 Grp Sat Flow(s),veh/h/ln 1781 1777 1837 1781 1777 1585 1781 0 1635 1781 0 1656 Q Serve(g_s), s 1.4 10.1 10.1 2.0 9.0 1.1 1.7 0.0 1.7 4.8 0.0 2.2 Cycle Q Clear(g_c), s 1.4 10.1 10.1 2.0 9.0 1.1 1.7 0.0 1.7 4.8 0.0 2.2 Prop In Lane 1.00 0.10 1.00 1.00 1.00 0.80 1.00 0.72
Lane Grp Cap(c), veh/h 117 492 509 125 1008 449 153 0 199 271 0 287 V/C Ratio(X) 0.40 0.74 0.74 0.54 0.66 0.10 0.38 0.00 0.28 0.62 0.00 0.27 Avail Cap(c_a), veh/h 233 719 743 200 1379 615 262 0 1053 370 0 1143 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 24.4 17.9 17.9 24.4 17.2 14.3 23.5 0.0 21.7 21.6 0.0 19.5 Incr Delay (d2), s/veh 2.2 2.3 2.2 3.5 0.8 0.1 1.5 0.0 0.7 2.3 0.0 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 3.7 3.8 0.9 3.1 0.4 0.7 0.0 0.6 2.0 0.0 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.6 20.1 20.1 27.9 17.9 14.4 25.0 0.0 22.4 23.8 0.0 20.0 LnGrp LOS CCCCBBCACCAB
Approach Vol, veh/h 786 780 113 245
Approach Delay, s/veh 20.5 18.6 23.8 22.6
Approach LOS C B C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 8.3 20.5 10.2 15.4 8.0 20.8 13.0 12.6 Change Period (Y+Rc), s 4.5 5.4 5.5 6.0 4.4 5.4 * 4.7 6.0 Max Green Setting (Gmax), s 6.1 22.0 8.0 37.5 7.1 21.1 * 11 35.0 Max Q Clear Time (g_c+I1), s 4.0 12.1 3.7 4.2 3.4 11.0 6.8 3.7 Green Ext Time (p_c), s 0.0 2.9 0.0 0.5 0.0 3.1 0.2 0.3 Intersection Summary
HCM 6th Ctrl Delay 20.2
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th TWSC YEAR 2050 + P AM
5: Las Flores Dr & Hollencrest Rd 10/21/2024
Santa Fe Las Flores Synchro 11 Report

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Intersection
Int Delay, s/veh 2.3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 10 31 71 10 22 92
Future Vol, veh/h 10 31 71 10 22 92
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 85 85 85 85 85 85
Heavy Vehicles, % 2 22222
Mvmt Flow 12 36 84 12 26 108

Major/Minor Minor1 Major1 Major2
Conflicting Flow All 250 90 0 0 96 0
Stage 1 90 -----
Stage 2 160 -----
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 739 968 - - 1498 -
Stage 1 934 -----
Stage 2 869 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 726 968 - - 1498 -
Mov Cap-2 Maneuver 726 -----
Stage 1 934 -----
Stage 2 853 -----

Approach WB NB SB
HCM Control Delay, s 9.3 0 1.4

HCM LOS A

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 895 1498 -
HCM Lane V/C Ratio - - 0.054 0.017 -
HCM Control Delay (s) - - 9.3 7.4 0
HCM Lane LOS - - A A A
HCM 95th %tile Q(veh) - - 0.2 0.1 -
HCM 6th Signalized Intersection Summary YEAR 2050 + P AM 6: W. Mission Rd/S. Santa Fe Ave & N. Rancho Santa Fe Rd 10/21/2024 Santa Fe Las Flores Synchro 11 Report

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Movement EBL EBR NBL NBT SBU SBT SBR
Lane Configurations
Traffic Volume (veh/h) 312 130 170 460 0 554 367
Future Volume (veh/h) 312 130 170 460 0 554 367
Initial Q (Qb), veh 0000 00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 335 140 183 495 596 395
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93
Percent Heavy Veh, % 2222 22
Cap, veh/h 541 841 258 2121 1258 561
Arrive On Green 0.16 0.16 0.14 0.60 0.35 0.35
Sat Flow, veh/h 3456 2790 1781 3647 3647 1585
Grp Volume(v), veh/h 335 140 183 495 596 395
Grp Sat Flow(s),veh/h/ln 1728 1395 1781 1777 1777 1585
Q Serve(g_s), s 4.6 1.9 5.0 3.3 6.6 11.0
Cycle Q Clear(g_c), s 4.6 1.9 5.0 3.3 6.6 11.0
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 541 841 258 2121 1258 561
V/C Ratio(X) 0.62 0.17 0.71 0.23 0.47 0.70
Avail Cap(c_a), veh/h 1218 1387 349 2741 2393 1068
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 20.1 13.1 20.8 4.8 12.8 14.2
Incr Delay (d2), s/veh 1.2 0.1 4.2 0.1 0.3 1.6
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.7 1.7 2.1 0.7 2.0 3.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.3 13.2 25.0 4.9 13.1 15.8
LnGrp LOS C B C A B B
Approach Vol, veh/h 475 678 991
Approach Delay, s/veh 18.9 10.3 14.2
Approach LOS B B B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 36.6 14.5 12.4 24.2
Change Period (Y+Rc), s * 6.1 6.5 5.0 * 6.1
Max Green Setting (Gmax), s * 39 18.0 10.0 * 34
Max Q Clear Time (g_c+I1), s 5.3 6.6 7.0 13.0
Green Ext Time (p_c), s 3.3 1.4 0.1 5.1
Intersection Summary
HCM 6th Ctrl Delay 14.0
HCM 6th LOS B
Notes
User approved ignoring U-Turning movement.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th TWSC YEAR 2050 + P AM
7: Capalina Rd & Hollencrest Rd 10/21/2024
Santa Fe Las Flores Synchro 11 Report

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Intersection
Int Delay, s/veh 3.3
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 202 71 51 112 10
Future Vol, veh/h 0 202 71 51 112 10
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 83 83 83 83 83 83
Heavy Vehicles, % 2 22222
Mvmt Flow 0 243 86 61 135 12

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 147 0 - 0 360 117
Stage 1 - - - - 117 -
Stage 2 - - - - 243 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1435 - - - 639 935
Stage 1 - - - - 908 -
Stage 2 - - - - 797 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1435 - - - 639 935
Mov Cap-2 Maneuver - - - - 639 -
Stage 1 - - - - 908 -
Stage 2 - - - - 797 -

Approach EB WB SB
HCM Control Delay, s 0 0 12.1

HCM LOS B

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1435 - - - 656
HCM Lane V/C Ratio ---- 0.224
HCM Control Delay (s) 0 - - - 12.1
HCM Lane LOS A - - - B
HCM 95th %tile Q(veh) 0 - - - 0.9
HCM 6th Signalized Intersection Summary YEAR 2050 + P AM 8: N. Rancho Santa Fe Rd & Capalina Rd 10/21/2024
Santa Fe Las Flores Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 20 254 90 20 30 172 452 130 20 507 10 Future Volume (veh/h) 10 20 254 90 20 30 172 452 130 20 507 10 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 11 22 282 100 22 33 191 502 144 22 563 11 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 222222222222
Cap, veh/h 73 394 334 314 647 548 192 787 224 31 706 14 Arrive On Green 0.04 0.21 0.21 0.18 0.35 0.35 0.11 0.29 0.29 0.02 0.20 0.20 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 1781 2729 778 1781 3565 70 Grp Volume(v), veh/h 11 22 282 100 22 33 191 326 320 22 280 294 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 1585 1781 1777 1730 1781 1777 1858 Q Serve(g_s), s 0.4 0.7 12.7 3.6 0.6 1.0 8.0 11.9 12.0 0.9 11.2 11.2 Cycle Q Clear(g_c), s 0.4 0.7 12.7 3.6 0.6 1.0 8.0 11.9 12.0 0.9 11.2 11.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.45 1.00 0.04
Lane Grp Cap(c), veh/h 73 394 334 314 647 548 192 512 499 31 352 368 V/C Ratio(X) 0.15 0.06 0.84 0.32 0.03 0.06 1.00 0.64 0.64 0.72 0.80 0.80 Avail Cap(c_a), veh/h 371 754 639 371 754 639 192 552 537 84 444 465 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 34.4 23.5 28.2 26.7 16.1 16.3 33.2 23.1 23.1 36.4 28.4 28.4 Incr Delay (d2), s/veh 0.9 0.1 5.9 0.6 0.0 0.0 64.1 2.2 2.3 26.8 7.8 7.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.3 5.2 1.6 0.2 0.4 6.6 4.9 4.8 0.6 5.2 5.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.4 23.5 34.0 27.3 16.1 16.3 97.3 25.2 25.5 63.2 36.2 36.0 LnGrp LOS DCCCBBFCCEDD
Approach Vol, veh/h 315 155 837 596
Approach Delay, s/veh 33.4 23.4 41.8 37.1
Approach LOS CCDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.3 27.8 17.1 22.2 14.0 21.1 7.0 32.2 Change Period (Y+Rc), s 6.0 6.4 4.0 6.5 6.0 6.4 4.0 6.5 Max Green Setting (Gmax), s 3.5 23.1 15.5 30.0 8.0 18.6 15.5 30.0 Max Q Clear Time (g_c+I1), s 2.9 14.0 5.6 14.7 10.0 13.2 2.4 3.0 Green Ext Time (p_c), s 0.0 2.5 0.1 1.0 0.0 1.5 0.0 0.2 Intersection Summary
HCM 6th Ctrl Delay 37.4
HCM 6th LOS D
HCM 6th TWSC YEAR 2050 + P PM
1: S. Santa Fe Ave & Smilax Rd 10/21/2024
Santa Fe Las Flores Synchro 11 Report

Page 1 ends

Intersection
Int Delay, s/veh 5255.9
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 160 343 211 792 965 250
Future Vol, veh/h 160 343 211 792 965 250
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - Stop - None - None
Storage Length 0 0 ----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 88 88 88 88 88 88
Heavy Vehicles, % 2 22222
Mvmt Flow 182 390 240 900 1097 284

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 2619 1239 1381 0 - 0
Stage 1 1239 -----
Stage 2 1380 -----
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver ~ 27 ~ 214 496 - - -
Stage 1 273 -----
Stage 2 233 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver ~ 1 ~ 214 496 - - -
Mov Cap-2 Maneuver ~ 1 -----
Stage 1 ~ 9 -----
Stage 2 233 -----

Approach EB NB SB
HCM Control Delay, s$ 28423.8 4 0

HCM LOS F

Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 496 - 1 214 - -
HCM Lane V/C Ratio 0.483 - 181.818 1.821 - -
HCM Control Delay (s) 18.9 0 $ 88445$ 425.6 - -
HCM Lane LOS C A F F - -
HCM 95th %tile Q(veh) 2.6 - 25.3 27.3 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th Signalized Intersection Summary YEAR 2050 + P PM 2: S. Santa Fe Ave & Bosstick Blvd 10/21/2024
Santa Fe Las Flores Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 0 20 190 0 170 50 803 80 30 1138 20 Future Volume (veh/h) 10 0 20 190 0 170 50 803 80 30 1138 20 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 11 0 23 216 0 193 57 912 91 34 1293 23 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 222222222222
Cap, veh/h 29 0 61 202 0 180 119 926 785 98 1727 31
Arrive On Green 0.06 0.00 0.06 0.11 0.00 0.11 0.07 0.50 0.50 0.06 0.48 0.48 Sat Flow, veh/h 532 0 1112 1781 0 1585 1781 1870 1585 1781 3572 64 Grp Volume(v), veh/h 34 0 0 216 0 193 57 912 91 34 643 673 Grp Sat Flow(s),veh/h/ln 1644 0 0 1781 0 1585 1781 1870 1585 1781 1777 1859 Q Serve(g_s), s 1.4 0.0 0.0 8.0 0.0 8.0 2.2 33.9 2.2 1.3 20.6 20.7 Cycle Q Clear(g_c), s 1.4 0.0 0.0 8.0 0.0 8.0 2.2 33.9 2.2 1.3 20.6 20.7 Prop In Lane 0.32 0.68 1.00 1.00 1.00 1.00 1.00 0.03
Lane Grp Cap(c), veh/h 91 0 0 202 0 180 119 926 785 98 859 899 V/C Ratio(X) 0.37 0.00 0.00 1.07 0.00 1.07 0.48 0.98 0.12 0.35 0.75 0.75 Avail Cap(c_a), veh/h 676 0 0 202 0 180 210 926 785 210 880 921 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.1 0.0 0.0 31.2 0.0 31.2 31.7 17.5 9.5 32.1 14.7 14.7 Incr Delay (d2), s/veh 2.5 0.0 0.0 82.6 0.0 87.7 3.0 25.7 0.1 2.1 3.5 3.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.0 0.0 7.9 0.0 7.3 1.0 17.9 0.6 0.6 7.4 7.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.7 0.0 0.0 113.8 0.0 119.0 34.7 43.3 9.6 34.1 18.2 18.1 LnGrp LOS C A A F A F C D A C B B
Approach Vol, veh/h 34 409 1060 1350
Approach Delay, s/veh 34.7 116.2 39.9 18.6
Approach LOS C F D B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 8.1 40.3 9.4 8.9 39.5 12.7
Change Period (Y+Rc), s * 4.2 5.4 5.5 * 4.2 5.4 4.7
Max Green Setting (Gmax), s * 8.3 34.9 29.0 * 8.3 34.9 8.0 Max Q Clear Time (g_c+I1), s 3.3 35.9 3.4 4.2 22.7 10.0 Green Ext Time (p_c), s 0.0 0.0 0.1 0.0 6.3 0.0
Intersection Summary
HCM 6th Ctrl Delay 40.7
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

YEAR 2050 + P PMHCM 6th TWSC
3: Community Dr & S. Santa Fe Ave 10/21/2024
Santa Fe Las Flores Synchro 11 Report

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San Marcos City CouncilMay 26, 2026

San Marcos City Council
May 26, 2026