GPA21-0008_Staff Report_Attach D- MND Appx J-Local Transportation — San Marcos City Council, February 28, 2023

ATTACHMENT D

MITIGATED NEGATIVE DECLARATION

APPENDIX J

LOCAL TRANSPORTATION ANALYSIS

SANTA FE FLORES PROJECT
San Marcos, California
August 30, 2022
LLG Ref. 3-22-3523
Prepared by: Under the Supervision of:

Amelia Giacalone John Boarman, P.E.

Senior Transportation Planner Principal
&
Zahira Chayeb
Transportation Engineer I

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3523 Santa Fe Flores Project
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EXECUTIVE SUMMARY
Linscott, Law & Greenspan, Engineers (LLG) has prepared the fol lowing Local Transportation Analysis (LTA) to determine and evaluate the potential effects to the local roadway system due to the proposed Santa Fe Flores project (proposed Project). The Pr oject is located in the city of San Marcos at 2972 and 2982 South Santa Fe Avenue adjacent to Las F lores Drive on assessor parcel numbers 217-161-1800 and 217-161-1900. The 2.5-acre Project sit e is undeveloped and is currently designated Commercial and Light Industrial in the City General Plan and zoned as Commercial and Light Industrial. The Project would be located on a previously graded site and require a General Plan amendment and Rezone to Multifamily Residential to allow the de velopment of 50 multi-family residential units.

The Project is calculated to generate a total of 300 ADT with 2 4 AM peak hour trips (5 inbound / 19 outbound) and 27 PM peak hour trips (19 inbound and 8 outbound).

While Level of Service (LOS) analysis is not used to determine CEQA significance, the intersection and segment analysis provided in this study shows that the Proj ect will not have any substantial effects at the study area intersections and street segments. Ad ditionally, The LTA shows that the Project will add a small amount o f traffic to the intersection of S. Santa Fe Avenue / Smilax Road, which operates below City standards. However, the Project contr ibutes only 0.45% (15 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 substa ndard. The provision of a traffic signal would result in acceptable LOS D or better operations. A traffi c signal is planned at the S. Santa Fe Avenue / Smilax Road intersection as part of the City’s Capital Improvement Project (CIP) 881479 (IP 4750).

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3523 Santa Fe Flores Project
N:\3523 - Santa Fe Las Flores\Report\LTA\3523.LTA_Clean.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 2025) Conditions ......................................................................... 15

6.1 Network Conditions .......................................................................................................... 15 Near-Term (Interim Year 2025) 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 ....................................................................................... 25

9.1 Long-Term (Year 2050) Network Conditions .................................................................. 25

9.2 Long-Term (Year 2050) Traffic Volumes ........................................................................ 25

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3523 Santa Fe Flores Project
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9.3 Existing and Proposed Zoning .......................................................................................... 25

10.0 Analysis of Long-Term Scenarios........................................................................................... 29

10.1 Long-Term Without Project .............................................................................................. 29

10.1.1 Intersection Analysis ............................................................................................. 29

10.1.2 Segment Operations .............................................................................................. 29

10.2 Long-Term + Project ........................................................................................................ 29

10.2.1 Intersection Analysis ............................................................................................. 29

10.2.2 Segment Operations .............................................................................................. 29

11.0 Active Transportation Review ................................................................................................ 33

11.1 Bicycle Network ............................................................................................................... 33

11.2 Pedestrian Conditions ....................................................................................................... 33

11.3 Existing Transit Conditions .............................................................................................. 34

12.0 Access Assessment .................................................................................................................... 35

13.0 Parking Discussion ................................................................................................................... 38

14.0 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. 3-22-3523 Santa Fe Flores Project
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LIST OF FIGURES
SECTION—F IGURE # P AGE
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 ............................................................... 27 Figure 9–2 Long-Term + Project Traffic Volumes ......................................................................... 28 Figure 12–1 Pre & Post Project Site Driveway Traffic Volumes .................................................. 37

LIST OF TABLES
SECTION—T ABLE # P AGE
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 ................................................................................... 23 Table 8–2 Near-Term Street Segment Operations .............................................................................. 24 Table 9-1 Trip Generation Comparison .............................................................................................. 26 Table 10–1 Long-Term Intersection Operations ................................................................................. 31 Table 10–2 Long-Term Street Segment Operations ........................................................................... 32 Table 12-1 Santa Fe Las Flores Trip Generation ................................................................................ 35 Table 12-2 Access Driveway Operations ........................................................................................... 36 Table 12-3 Gourmet Liquor Driveway Counts ................................................................................... 36 Table 13-1 City of San Marcos Municipal Code Parking Requirements & Calculations .................. 38

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3523 Santa Fe Flores Project
N:\3523 - Santa Fe Las Flores\Report\LTA\3523.LTA_Clean.docx 1 LOCAL TRANSPORTATION ANALYSIS

SANTA FE FLORES PROJECT
San Marcos, California
August 30, 2022

1.0 INTRODUCTION
Linscott, Law & Greenspan, Engineers (LLG) has prepared the fol lowing Local Transportation Analysis (LTA) for the proposed Santa Fe Flores project (propos ed Project) located at 2972 and 2982 S. Santa Fe Avenue on the northwest corner of the S. Santa F e A v e n u e / L a s F l o r e s D r i v e 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 det ermine 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
 Parking Discussion
 Conclusions

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3523 Santa Fe Flores Project
N:\3523 - Santa Fe Las Flores\Report\LTA\3523.LTA_Clean.docx 2 2.0 PROJECT DESCRIPTION
The Project is located in the city of San Marcos at 2972 and 2982 South Santa Fe Avenue adjacent to Las Flores Drive on assessor parcel numbers 217-161-1800 and 21 7-161-1900. The 2.5-acre Project site is undeveloped and is curre ntly designated Commercial and Light Industrial in the City General Plan and zoned as Commercial a nd Light Industrial. The Project would be located on a previously graded site and require a General Plan amendment and Rezone to Multifamily Residential to allow the development of 50 multi-family residential units that would be 3-4 stories in height. The Project would also include a 1,000 square -foot roof deck for fitness an d leisure, a 1,170 square-foot ground floor leasing and amenity center, and a 120 square-foot ground floor fire command center. Vehicle parking would include a total of 107 surface parking spaces and bicycle parking would include a total of 11 lockers or bike storage rooms located on the upper and lower levels.

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

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NATIONAL
CITY

SAN DIEGO
S.D. COUNTYS.D. COUNTY

ESCONDIDO
Time: 2:23 PM
Date: 3/28/2022
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Vicinity Map
Figure 2-1
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Date: 03/28/22
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Site
Project Site Plan
Figure 2-3
Santa Fe Las Flores
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Date: 03/28/22

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3523 Santa Fe Flores Project
N:\3523 - Santa Fe Las Flores\Report\LTA\3523.LTA_Clean.docx 6 3.0 EXISTING CONDITIONS
Effective evaluation of the tra ffic impacts associated with the proposed project requires an understanding of the existing tr ansportation syst em within the project area. Figure 3–1 shows an existing conditions diagram, incl uding signalize d intersections and lane configurations. The study area includes the following inte rsections and street segments b ased 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 / Vern Road

4. S. Santa Fe Avenue / Las Flores Drive

5. 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 Vern Road

3. Vern Road to Las Flores Drive

4. 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 Bo ulevard. The posted speed limit is 45 mph. On-street parking is prohibited. Class II bike lanes ar e provided. S. Santa Fe Avenue is classified as a 4-Lane Arterial with Enhanced Bicycle/Pedestria n Facilities on the City’s Mobility Element.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3523 Santa Fe Flores Project
N:\3523 - Santa Fe Las Flores\Report\LTA\3523.LTA_Clean.docx 7 Las Flores Drive is constructed as a 2-lane un divided roadway. The posted speed limit is 25 mph.

On-street parking is permitted on both sides of the roadway sou th of S. Santa Fe Avenue, and prohibited north of S. Santa Fe Avenue. No bicycle facilities a re present. Las Flores Drive is unclassified on the City’s Mobility Element.

N. Rancho Santa Fe Road is constructed as a 4-lane di vided roadway. The posted speed l imit is 40 mph. On-street parking is prohibited. Class II bike lanes are p rovided. 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 Hollenbec k Road, and as a 2- lane undivided roadway with a two-way left-turn lane east of Ho llenbeck Road. The posted speed limit is 25 mph. On-street parking is generally permitted on bo th sides of the roadway west of N.

Rancho Santa Fe Road and prohib ited on both sides of the roadwa y east of N. Rancho Santa Fe Road. Sidewalks are provided. Th ere are no bicycle facilities p resent. 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: 3:05 PM
Date: 3/28/2022
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Smilax Rd
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Time: 1:15 PM
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Existing Traffic Volumes
Figure 3-2
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Hollencrest Rd
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S. Santa Fe Ave
S. Santa Fe Ave
N. Rancho Santa Fe Rd
Smilax Rd Springdale Ex. Dwy
Bosstick Rd
Capalina Rd
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Las Flores Dr
S. Santa Fe Ave
S. Santa Fe Ave
S. Santa Fe Ave
Vern Rd
W. Mission Rd
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215 / 156
398 / 641
91 / 103
239 / 143
78 / 14
69 / 93
35 / 82
22 / 11
21 / 39
6 / 11
10 / 7
493 / 622
86 / 38
466 / 877
601 / 720
10 / 37
7 / 4
9 / 6
662 / 1,034
6 / 6
38 / 34
11 / 2
127 / 53
35 / 54
34 / 79
494 / 591
44 / 35
29 / 20
2 / 1
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
5 / 3
104 / 33
48 / 80
67 / 153
187 / 100
0 / 2
6 / 21
361 / 344
12 / 13
17 / 21
12 / 33
85 / 84
115 / 101
327 / 624
154 / 195231 / 109
16 / 22
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1 2 3 4
8 7
65 Study Intersections
Intersection AM / PM Peak Hour Volumes
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LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3523 Santa Fe Flores Project
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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 vari ous traffic volume loads. It is a qualitative measure used to describe a quantitative analysis taking into account factors su ch 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 roa dway segment or an intersecti on. Level of service designations range from A to F, with LOS A rep resenting the best operating c onditions 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 veh icle delay was determined utilizing the methodology found in Chapter 1 9 o f t h e Highway Capacity Manual 6th Edition (HCM 6), with the assistance of the Synchro 10 computer software. The delay values (represented in seconds) were qualified with a correspon ding intersection Level of Service (LOS).

Unsignalized intersections were analyzed under AM and PM peak hour conditions. Average ve hicle 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 roa dway 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. 3-22-3523 Santa Fe Flores Project
N:\3523 - Santa Fe Las Flores\Report\LTA\3523.LTA_Clean.docx 11 from a proposed project results in any one of the following, im provements 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 op erating 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 alr eady operating at unacceptable LOS by more than 0.02.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3523 Santa Fe Flores Project
N:\3523 - Santa Fe Las Flores\Report\LTA\3523.LTA_Clean.docx 12 5.0 ANALYSIS OF EXISTING CONDITIONS

5.1 Peak Hour Intersection Levels of Service
Table 5–1 summarizes the peak hour inters ection 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 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 o perations under Existing conditions. As seen in Table 5– 2, the study street segments are calculated to operate acceptabl y at LOS D or better with the exception of S. Santa Fe Avenue between Smilax Road and Bosstic k Boulevard, which is calculated to operate at LOS F.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3523 Santa Fe Flores Project
N:\3523 - Santa Fe Las Flores\Report\LTA\3523.LTA_Clean.docx 13 TABLE 5–1

EXISTING INTERSECTION OPERATIONS
Intersection Control
Type
Peak
Hour
Existing
Delaya L O S b

1. S. Santa Fe Avenue / Smilax Road MSSC c 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 / Vern Road MSSC AM 17.3 C
PM 32.6 D

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

5. 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.

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. 3-22-3523 Santa Fe Flores Project
N:\3523 - Santa Fe Las Flores\Report\LTA\3523.LTA_Clean.docx 14 TABLE 5–2

EXISTING STREET SEGMENT OPERATIONS
Street Segment Classification Capacity
(LOS E) a ADT b L O S 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 Vern Road 4-Lane Arterial with Class II or Class III Bike Lanes 40,000 16,660 B 0.417

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

4. 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 2,200 e 5 6 0 +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 thro ugh 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. 3-22-3523 Santa Fe Flores Project
N:\3523 - Santa Fe Las Flores\Report\LTA\3523.LTA_Clean.docx 15 6.0 NEAR-TERM (INTERIM YEAR 2025) CONDITIONS
This section describes Near-Ter m (Interim Year 2025) roadway ne twork and traffic volume conditions. Year 2025 was selected as the closest to the openin g 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.

Near-Term (Interim Year 2025) Traffic Volumes
To forecast future traffic volum es for Near-Term (Interim Year 2025) conditions, the SANDAG ABM2+ model was first utilized to forecast Year 2050 volumes. Y ear 2025 traffic volumes were then developed based on an interpolation between Existing and Y ear 2050 traffic volumes. The forecasted ADT volumes were then used to calculate peak hour vo lumes based partially on the existing relationship between ADT and peak hour volumes.

Several other traffic engineeri ng principles and factors such a s the K-factor (the proportion of daily volume that occurs during the peak period) and D-factor (the di rectional 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
SmilaxRd
HollencrestRd
Capalina Rd
BosstickBlvd
VernRd
NLasFlores Dr
Capalina Rd
N Rancho Santa Fe Rd WMissionRd
S Santa FeAve
14,190
12,330
590
17,510
17,510
15,340
15,610
1 2
4 5
6 7
8 3
"Ã78
Time: 1:16 PM
Date: 3/30/2022
N:\3523\Figures
Near-Term without Project Traffic Volumes
Figure 6-1
[
Santa Fe Las Flores
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
Las Flores Dr
Las Flores Dr
S. Santa Fe Ave
S. Santa Fe Ave
S. Santa Fe Ave
Vern Rd
W. Mission Rd
298 / 553155 / 237
228 / 166
420 / 675
96 / 109
252 / 150
87 / 16
77 / 103
39 / 91
23 / 12
22 / 40
6 / 12
10 / 7
508 / 641
96 / 43
480 / 904
612 / 733
10 / 37
7 / 5
9 / 6
674 / 1,052
6 / 6
39 / 35
12 / 3
129 / 54
36 / 55
35 / 80
505 / 605
46 / 36
30 / 21
3 / 2
41 / 4127 / 73
523 / 899
64 / 81
13 / 32
26 / 12
7 / 4
5 / 6
53 / 57
282 / 213
416 / 746
349 / 391
122 / 16291 / 350
244 / 356
6 / 4
105 / 34
48 / 81
67 / 155
188 / 1016 / 22
376 / 359
13 / 14
18 / 22
13 / 34
86 / 85
117 / 102
340 / 649
156 / 197233 / 110
16 / 23
6 / 7
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. 3-22-3523 Santa Fe Flores Project
N:\3523 - Santa Fe Las Flores\Report\LTA\3523.LTA_Clean.docx 17 7.0 TRIP GENERATION/DISTRIBUTION/ASSIGNMENT
As described in Section 2, the proposed Project would provide 50 apartment 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 Projec t’s multi-family housing was esti mated 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 “Apartment (or any multi-family units more than 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 300 ADT with 24 AM peak hour trips (5 inbound / 19 outbound) an d 27 PM peak hour trips (19 inbound and 8 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 Googl e Maps (additional information provided in Appendix E), and the Project site’s proximity to state highways and arterials.

A c c e s s t o t h e s i t e w i l l b e r e s t ricted to right-in/right-out mov ements via S. Santa Fe Avenue.

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

Residents traveling to/from the SR 78 / Rancho Santa Fe Road in terchange have a few route options, including traveling along Las Fl ores Drive to/from Capalina Roa d 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 m uch greater if access to the Project were provided via N Las Flores Drive and residents were able to trav el straight thru the traffic signal at S Santa Fe Avenue / Las Flores Drive on their way to/from the int erchange. 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 30 addit ional ADT on Hollencrest Road, with two (2) trips during the AM peak hour and three (3) 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. 3-22-3523 Santa Fe Flores Project
N:\3523 - Santa Fe Las Flores\Report\LTA\3523.LTA_Clean.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
Apartments 50 DU 6 /DU 300 8% 20 : 80 5 19 24 9% 70 : 30 19 8 27 Project Total 300 5 19 24 19 8 27
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
?
?
LasFloresDr
SmilaxRd
HollencrestRd
Capalina Rd
BosstickBlvd
VernRd
NLasFlores Dr
Capalina Rd
N Rancho Santa Fe Rd WMissionRd
S Santa FeAve
1 2
4 5
6 7
8 3
"Ã78
Time: 1:18 PM
Date: 3/30/2022
N:\3523\Figures
Project Traffic Distribution
Figure 7-1
[
Santa Fe Las Flores
j
JL d
J
j
ja
J
A
J
D
lj
j d
L
J
lj
J
D
d
LJ
j
j
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
Las Flores Dr
Las Flores Dr
S. Santa Fe Ave
S. Santa Fe Ave
S. Santa Fe Ave
Vern Rd
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%
50%
20%
?
?
LasFloresDr
SmilaxRd
HollencrestRd
Capalina Rd
BosstickBlvd
VernRd
NLasFlores Dr
Capalina Rd
N Rancho Santa Fe Rd
W
MissionRd
S Santa FeAve
6090
30 300
90 150
90 1
2 4
5 6
7 8
3 "Ã78
Time: 1:20 PM
Date: 3/30/2022
N:\3523\Figures
Project Traffic Volumes
Figure 7-2
[
Santa Fe Las Flores
J
JL D
J
J
JA
J
A
J
D
LJ
J D
L
J
LJ
J
D
D
LJ
J
J
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
Las Flores Dr
Las Flores Dr
S. Santa Fe Ave
S. Santa Fe Ave
S. Santa Fe Ave
Vern Rd
W. Mission Rd
4 / 1
1 / 4
0 / 2
2 / 1
1 / 6
6 / 2
6 / 2
13 / 6
1 / 6 1 / 6
3 / 10
2 / 43 / 2
10 / 4
2 / 1
1 / 1
1 / 2
1 / 2
6 / 2
4 / 2
0 / 4
2 / 5
1 / 1
1 / 2
1 / 2
2 / 1
6 / 2
2 / 5
1 / 4
3 / 2
1 2 3 4
8 7
65 Study Intersections
Intersection AM / PM Peak Hour Volumes
#
DJL
XX,XXX Street Segment ADT
?
?
LasFloresDr
SmilaxRd
HollencrestRd
Capalina Rd
BosstickBlvd
VernRd
NLasFlores Dr
Capalina Rd
N Rancho Santa Fe Rd WMissionRd
S Santa FeAve
14,250
12,420
620
17,810
17,600
15,490
15,700
1 2
4 5
6 7
8 3
"Ã78
Time: 1:21 PM
Date: 3/30/2022
N:\3523\Figures
Near-Term + Project Traffic Volumes
Figure 7-3
[
Santa Fe Las Flores
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
Las Flores Dr
Las Flores Dr
S. Santa Fe Ave
S. Santa Fe Ave
S. Santa Fe Ave
Vern Rd
W. Mission Rd
302 / 554155 / 239
228 / 166
421 / 679
96 / 109
254 / 151
87 / 16
77 / 103
39 / 91
23 / 12
22 / 40
6 / 12
10 / 7
514 / 643
96 / 43
481 / 910
618 / 735
23 / 43
7 / 5
9 / 6
675 / 1,058
6 / 6
39 / 35
12 / 3
129 / 54
37 / 61
35 / 80
508 / 615
46 / 36
30 / 21
3 / 2
43 / 4530 / 75
533 / 903
66 / 82
14 / 33
27 / 14
7 / 4
5 / 6
54 / 59
288 / 215
420 / 748
349 / 395
122 / 16291 / 350
246 / 361
6 / 4
106 / 35
49 / 83
68 / 157
190 / 1026 / 22
382 / 361
13 / 14
18 / 22
13 / 34
86 / 85
117 / 102
342 / 654
157 / 201236 / 112
16 / 23
6 / 7
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. 3-22-3523 Santa Fe Flores Project
N:\3523 - Santa Fe Las Flores\Report\LTA\3523.LTA_Clean.docx 22 8.0 ANALYSIS OF NEAR-TERM SCENARIOS
The following section presents t he analysis of study area inter sections 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 ope rations 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 t he 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 witho ut Project conditions.

As seen in Table 8–2, the study street segments are calculated to operate acceptabl y 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 ope rations under Near-Term + Proje ct conditions. As seen in Table 8–1, with the addition of Project traffic, the study intersections are calculated to continue to o p e r a t e a c c e p t a b l y a t L O S D o r better with the e xception of S. Santa Fe Avenue / Smilax Road, where the minor-street left-turn movement is calculated to continue to operate at LOS F.

Based on the established Level of Service Standards outlined in Section 4.3, the Project is calculated to result in a substantial eff ect to the above-listed intersect ion. Roadway improvements to address this Level of Service deficiency are proposed in Section 14.0.

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 segmen ts 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.

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

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3523 Santa Fe Flores Project
N:\3523 - Santa Fe Las Flores\Report\LTA\3523.LTA_Clean.docx 23 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 L O S b D e l a y L O S

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 17.4 B 17.5 B 0.1 No
PM 18.0 B 18.0 B 0.0 No

3. S. Santa Fe Avenue / Vern
Road MSSC AM 17.7 C 18.3 C 0.6 No
PM 32.0 D 33.3 D 1.3 No

4. S. Santa Fe Avenue / Las
Flores Drive Signal AM 18.8 B 18.8 B 0.0 No
PM 20.7 C 21.2 C 0.5 No

5. Las Flores Drive /
Hollencrest Road MSSC AM 8.9 A 9.0 A 0.1 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 12.8 B 12.9 B 0.1 No
PM 14.9 B 14.9 B 0.0 No

7. Capalina Road / Hollencrest
Road MSSC AM 11.7 B 11.8 B 0.1 No
PM 10.9 B 11.0 B 0.1 No

8. N. Rancho Santa Fe Rd /
Capalina Road Signal AM 29.8 C 30.1 C 0.3 No
PM 29.7 C 30.6 C 0.9 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. 3-22-3523 Santa Fe Flores Project
N:\3523 - Santa Fe Las Flores\Report\LTA\3523.LTA_Clean.docx 24 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 L O S c V / C d ADT LOS V / C
S. Santa Fe Avenue

1. Smilax Road to Bosstick
Boulevard 8,000 15,610 F 1.951 15,700 F 1.963 0.012 No

2. Bosstick Boulevard to Vern
Road 40,000 17,510 B 0.438 17,600 B 0.440 0.002 No

3. Vern Road to Las Flores Drive 40,000 17,510 B 0.438 17,810 B 0.445 0.007 No

4. Las Flores Drive to N. Rancho
Santa Fe Road 40,000 15,340 B 0.384 15,490 B 0.387 0.003 No

5. N. Rancho Santa Fe Road to N.

Pacific Street 40,000 14,190 A 0.355 14,250 A 0.356 0.001 No

Hollencrest Road

6. De Leone Road to Hollenbeck
Road 2,200f 5 9 0 +C 0.074 620 +C 0.078 0.004 No

N. Rancho Santa Fe Road

7. S. Santa Fe Avenue to
Capalina Road 40,000 12,330 A 0.308 12,420 A 0.311 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 thro ugh 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. 3-22-3523 Santa Fe Flores Project
N:\3523 - Santa Fe Las Flores\Report\LTA\3523.LTA_Clean.docx 25 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 1 4 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 R oad 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 i s assumed in the long-term traffic volumes forecast but no changes to the study area roadway geome try or intersection control as shown in Figure 3–1, were assumed.

9.2 Long-Term (Year 2050) Traffic Volumes
To forecast future traffic volum es for Long-Term (Year 2050) co nditions, the SANDAG ABM2+ Model was utilized. The forecasted ADT volumes were then used t o 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 site is currently designated Commercial and Light I ndustrial in the City General Plan and zoned as Commercial and Ligh t Industrial. The Project requi res a General Plan amendment and Rezone to Multifamily Residential. The Project will result in r educed traffic as compared to the current zoning. A comparison of the Project’s trip generation c alculations and trip generation calculations for a conceptual development plan based on the cur rent zoning is shown below in Table 9-1. As shown, the Project is calculated to generate approximately 200 fewer ADT as compared to the current zoning.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3523 Santa Fe Flores Project
N:\3523 - Santa Fe Las Flores\Report\LTA\3523.LTA_Clean.docx 26 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
Apartments 50 DU 6 /DU 300 8% 20 : 80 5 19 24 9% 70 : 30 19 8 2 7 Net-New Trips -200 -43 7 -36 7 -40 -33
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

?
?
LasFloresDr
SmilaxRd
HollencrestRd
Capalina Rd
BosstickBlvd
VernRd
NLasFlores Dr
Capalina Rd
N Rancho Santa Fe Rd WMissionRd
S Santa FeAve
24,400
16,890
830
22,200
22,200
21,300
22,200
1 2
4 5
6 7
8 3
"Ã78
Time: 1:24 PM
Date: 3/30/2022
N:\3523\Figures
Long-Term without Project Traffic Volumes
Figure 9-1
[
Santa Fe Las Flores
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
Las Flores Dr
Las Flores Dr
S. Santa Fe Ave
S. Santa Fe Ave
S. Santa Fe Ave
Vern Rd
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
SmilaxRd
HollencrestRd
Capalina Rd
BosstickBlvd
VernRd
NLasFlores Dr
Capalina Rd
N Rancho Santa Fe Rd WMissionRd
S Santa FeAve
24,460
16,890
860
22,500
22,290
21,450
22,290
1 2
4 5
6 7
8 3
"Ã78
Time: 1:28 PM
Date: 3/30/2022
N:\3523\Figures
Long-Term + Project Traffic Volumes
Figure 9-2
[
Santa Fe Las Flores
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
Las Flores Dr
Las Flores Dr
S. Santa Fe Ave
S. Santa Fe Ave
S. Santa Fe Ave
Vern Rd
W. Mission Rd
424 / 791220 / 342
340 / 250
601 / 964
140 / 160
362 / 211
160 / 30
140 / 190
70 / 170
30 / 20
30 / 50
10 / 20
10 / 10
636 / 802
180 / 80
601 / 1,136
706 / 842
23 / 46
10 / 10
10 / 10
771 / 1,206
10 / 10
50 / 40
20 / 10
150 / 60
41 / 66
40 / 90
603 / 730
60 / 40
40 / 30
10 / 10
52 / 5433 / 92
630 / 1,074
92 / 111
21 / 41
31 / 22
10 / 10
10 / 10
71 / 82
366 / 272
554 / 992
460 / 524
170 / 230130 / 490
312 / 465
10 / 10
111 / 41
51 / 92
71 / 172
202 / 11110 / 30
506 / 482
20 / 20
30 / 30
20 / 40
90 / 90
130 / 110
452 / 865
171 / 214253 / 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. 3-22-3523 Santa Fe Flores Project
N:\3523 - Santa Fe Las Flores\Report\LTA\3523.LTA_Clean.docx 29 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 10–1, the study intersections are cal culated 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 / Vern Road (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 witho ut Project conditions.

As seen in Table 10–2, the study street segments are calculated to operate acceptabl y 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 + Proje ct conditions. As seen in Table 10–1, with the addition of Project t raffic, 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 / Vern Road (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 the intersection of S. San ta Fe Avenue / Smilax Road. Roadway improvements to address this Level of Service deficiency are proposed in Section 14.0.

The Project-related increase in delay at the intersection of S. Santa Fe Avenue / Vern Road is less than the threshold of 2.0 seconds. The Project is not calculate d 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 co nditions. As seen in Table 10–2, with the addition of Project traffic, the study street segmen ts 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. 3-22-3523 Santa Fe Flores Project
N:\3523 - Santa Fe Las Flores\Report\LTA\3523.LTA_Clean.docx 30 The Project-related increase in the V/C ratio for the above-lis ted street segment already operating at an unacceptable LOS is less than the threshold of 0.02. The Pro ject is not calculated to result in a substantial effect to the study segment and no improvements are required.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3523 Santa Fe Flores Project
N:\3523 - Santa Fe Las Flores\Report\LTA\3523.LTA_Clean.docx 31 TABLE 10–1

LONG-TERM INTERSECTION OPERATIONS
Intersection Control
Type
Peak
Hour
Long-Term
Without Project
Long-Term
With Project Δc Substantial
Effect?
Delaya L O Sb D e l a y L O S

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 40.6 D 0.2 No

3. S. Santa Fe Avenue / Vern Road MSSC AM 19.8 C 20.7 C 0.9 No PM 45.9 E 47.3 E 1.4 No

4. S. Santa Fe Avenue / Las Flores Drive Signal AM 20.0 B 20.2 C 0.2 No PM 31.1 C 32.3 C 1.2 No

5. Las Flores Drive / Hollencrest Road MSSC AM 9.2 A 9.2 A 0.0 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 12.0 B 0.0 No PM 11.2 B 11.3 B 0.1 No

8. N. Rancho Santa Fe Rd / Capalina Road Signal AM 36.5 D 37.1 D 0.6 No PM 41.8 D 43.3 D 1.5 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. 3-22-3523 Santa Fe Flores Project
N:\3523 - Santa Fe Las Flores\Report\LTA\3523.LTA_Clean.docx 32 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 L O S 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 22,290 F 2.786 0.011 No

2. Bosstick Boulevard to
Vern Road 40,000 22,200 C 0.555 22,290 C 0.557 0.002 No

3. Vern Road to Las Flores
Drive 40,000 22,200 C 0.555 22,500 C 0.563 0.008 No

4. Las Flores Drive to N.

Rancho Santa Fe Road 40,000 21,300 C 0.533 21,450 C 0.536 0.003 No

5. N. Rancho Santa Fe Road
to N. Pacific Street 40,000 24,400 C 0.610 24,460 C 0.612 0.002 No

Hollencrest Road

6. De Leone Road to
Hollenbeck Road 2,200 830 +C 0.104 860 +C 0.108 0.004 No

N. Ranchro Santa Fe Road

7. S. Santa Fe Avenue to
Capalina Road 40,000 16,800 B 0.420 16,890 B 0.422 0.002 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. 3-22-3523 Santa Fe Flores Project
N:\3523 - Santa Fe Las Flores\Report\LTA\3523.LTA_Clean.docx 33 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 o f 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 Bicycle and Pedestrian Master Plan, no additional bike facilities are recommended along the study street segments.

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 inte rsections of S. Rancho Santa Fe Avenue / Las Flores Drive and Capalina Road / N. Rancho Santa Fe Road. Formalized pedestrian 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 / Vern Road (across all legs)
 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)
Las Flores Drive is considered a “Collector” route on the Bicycle and Pedestrian Master Plan .

Collector sidewalks are typica lly along roads that support inst itutional, industrial, open space, agricultural, or low density residential with limited lateral a ccess 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 minimu m 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 moder ate density business and shopping districts with moderate pedestrian levels. Arterial sidewalks t ypically 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 sidew alk and vehicle lanes, among other treatments.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3523 Santa Fe Flores Project
N:\3523 - Santa Fe Las Flores\Report\LTA\3523.LTA_Clean.docx 34 11.3 Existing Transit Conditions
Transit service is provided to t he project area via North Count y Transit District (NCTD) bus routes 304 and 305.

Route 304 provides bus service between Encinitas and San Marcos, with st ops within the study area along N. Rancho Santa Fe Road and S. Santa Fe Avenue. This rout e provides a direct connection to Palomar College Station with transfers to SPRINTER Route 305 bu s service. The route operates hourly between the hours of 5:00AM and 8:00PM, Monday through F riday, 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 p rovides a direct connection to Palomar College Station with transfers to SPRINTER, Route 304 bus service. The route operate s hourly between the hours of 4:30AM and 11:00PM, Monday through Friday, and between 5:30AM a nd 11:00PM on Saturday & Sundays.

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

The closest bus stops to the project site are located near the intersection of S. Santa Fe Avenue / Las Flores Drive and the intersection of S. Santa Fe Avenue (Missio n Rd) & Rancho Santa Fe Rd on both sides of the street. The project site is also approximatel y 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 rout e signage, seating with shade , and a trash receptacle and in the southbound direction the stop provi des only route signage, seat ing, and a trash receptacle. At the intersection of S. Santa Fe Avenue / 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. 3-22-3523 Santa Fe Flores Project
N:\3523 - Santa Fe Las Flores\Report\LTA\3523.LTA_Clean.docx 35 12.0 ACCESS ASSESSMENT
Access is proposed via the existing driveway to S. Santa Fe Ave nue 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 c ounts on Wednesday June 8, 2022, at the subject driveway to ob tain existing volumes. The A M/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 traffi c 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 Fr iday. 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 un der 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
Apartments 50 DU 6 /DU 300 5 19 24 19 8 27
Project Total 300 5 19 24 19 8 27
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

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3523 Santa Fe Flores Project
N:\3523 - Santa Fe Las Flores\Report\LTA\3523.LTA_Clean.docx 36 TABLE 12-2

ACCESS DRIVEWAY OPERATIONS
Intersection Control
Type
Peak
Hour
Existing Existing + Project
Delay a L O S b D e l a y L O S

1. S. Santa Fe Ave /
Project Access Dwy. MSSC c AM 10.4 B 10.6 B
PM 11.1 B 11.3 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, Ju ly 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 Las Flores
N:\3523\Figures\LTA Figurs
Date: 07/27/22
11 / 30
572 / 665
11 / 31
5 / 19
19 / 8 16 / 49
572 / 665
30 / 39
ExisƟng
Traﬃc Volumes
Project
Traﬃc Volumes
ExisƟng + Project
Traﬃc Volumes
573 / 1,003 587 / 1,01514 / 12
(Santa Fe / Las Flores 50-Unit Project Traﬃc)(Liquor Store Traﬃc)

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3523 Santa Fe Flores Project
N:\3523 - Santa Fe Las Flores\Report\LTA\3523.LTA_Clean.docx 38 13.0 PARKING DISCUSSION
The project proposes a total of 50 apartment units. Per the Cit y of San Marcos Municipal Code, Chapter 20.340, 104 parking spaces are required. A summary of the parking code requirements and calculations are shown in Table 13-1.

The project proposes to provide 107 parking spaces . T h e r e f o r e , t h e p r o j e c t m e e t s t h e p a r k i n g requirements.

T
ABLE 13-1

CITY OF SAN MARCOS MUNICIPAL CODE PARKING REQUIREMENTS & CALCULATIONS Parking Code Land
Use
Required Off-Street Parking
Ratea

Project
Quantity
(dwelling units)

Required
Parking
Residential Uses
Studio 1 spaces / dwelling unit 1 studio 1
1 Bedroom 1.5 spaces / dwelling unit 22 1-bedroom 33
2 Bedroom 2 space / dwelling unit 22 2-bedroom 44
Affordable 1.7 spaces / dwelling unit 5 affordable 9
Guest 1 spaces / 3 dwelling units 1 7
Total Spaces 104
Footnotes:
a. Rates from the City of San Marcos Municipal Code, Chapter 20.340.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3523 Santa Fe Flores Project
N:\3523 - Santa Fe Las Flores\Report\LTA\3523.LTA_Clean.docx 39 14.0 CONCLUSIONS
The preceding Local Transportation Analysis (LTA) was prepared to 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 traff ic to the intersection of S. Santa Fe Avenue / Smilax Road, which operates below City standards. Howe ver, the Project contributes only

0.45% (15 trips) of the total combined AM and PM peak hour traf fic to this intersection under Near- Term conditions. The existing traf fic conditions at this locati on are 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 intersection as p a r t o f t h e C i t y ’ s C a p i t a l Improvement Project (CIP) 881479 (IP 4750).

The project should be conditioned to provide adequate corner si ght distance at the project driveway.

This analysis has been prepared by the project civil engineer. See Appendix J for the Sight Distance Exhibit.

TECHNICAL APPENDICES - LTA

SANTA FE FLORES PROJECT
San Marcos, California
July 27, 2022
LLG R
ef. 3-22-3523

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3523 Santa Fe Flores Project
N:\3523 - Santa Fe Las 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. 3-22-3523 Santa Fe Flores Project
N:\3523 - Santa Fe Las 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 & Smilax Road
Thursday, February 17, 2022
LLG Ref. 3-22-3523
Westbound Northbound Eastbound
Santa Fe Las Flores
South Santa Fe Avenue
Southbound
Vern Road
Southbound
Westbound
-
Northbound
South Santa Fe Avenue
Eastbound
Vern Road
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 Vern Road 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 Vern Road
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 & Smilax Road
Thursday, February 17, 2022
LLG Ref. 3-22-3523
1 Location: File Name:

Intersection: Project:

Date of Count:

Vern Road 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
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
#08 Revised
N. Rancho Santa Fe Road & Capalina Road
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
ITM-22-009-07
LLG Ref. 3-22-3523
6 1 0 0 0 1
Ped
3 0 9 0 12
AM
#08 Revised
N. Rancho Santa Fe Road & Capalina Road
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 | LLG Ref. 3-22-3523
Santa Fe Las Flores
N
Intersection Turning Movement - Peak Hour Summary
#08 Revised
N. Rancho Santa Fe Road & Capalina 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
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. 3-22-3523 Santa Fe Flores Project
N:\3523 - Santa Fe Las 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. 3-22-3523 Santa Fe Flores Project
N:\3523 - Santa Fe Las 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.

HCM 6th TWSC Existing AM
3: Vern Rd & 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.

HCM 6th TWSC Existing PM
3: Vern Rd & 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. 3-22-3523 Santa Fe Flores Project
N:\3523 - Santa Fe Las 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. 3-22-3523 Santa Fe Flores Project
N:\3523 - Santa Fe Las 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. 3-22-3523 Santa Fe Flores Project
N:\3523 - Santa Fe Las Flores\Report\Appendices\Appendix Cover Pages.docx

APPENDIX F
ANALYSIS WORKSHEETS – NEAR-TERM

HCM 6th TWSC YEAR 2025 AM
1: S. Santa Fe Ave & Smilax Rd 03/30/2022
Santa Fe Las Flores 03/17/2022 YEAR 2025 AM Synchro 10 Report 3-22-3523 Page 1
Intersection
Int Delay, s/veh 25.8
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 96 155 252 298 420 228
Future Vol, veh/h 96 155 252 298 420 228
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 109 176 286 339 477 259

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1518 607 736 0 - 0
Stage 1 607 -----
Stage 2 911 -----
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 131 496 870 - - -
Stage 1 544 -----
Stage 2 392 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver ~ 78 496 870 - - -
Mov Cap-2 Maneuver ~ 78 -----
Stage 1 324 -----
Stage 2 392 -----

Approach EB NB SB
HCM Control Delay, s 137.5 5.1 0

HCM LOS F

Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 870 - 78 496 - -
HCM Lane V/C Ratio 0.329 - 1.399 0.355 - -
HCM Control Delay (s) 11.2 0$ 333.4 16.2 - -
HCM Lane LOS B A F C - -
HCM 95th %tile Q(veh) 1.4 - 8.6 1.6 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th Signalized Intersection Summary YEAR 2025 AM
2: S. Santa Fe Ave & Bosstick Blvd 03/30/2022
Santa Fe Las Flores 03/17/2022 YEAR 2025 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 23 77 0 39 22 508 96 87 480 6 Future Volume (veh/h) 10 0 23 77 0 39 22 508 96 87 480 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 26 88 0 44 25 577 109 99 545 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 30 0 71 214 0 191 71 697 590 194 1587 20
Arrive On Green 0.06 0.00 0.06 0.12 0.00 0.12 0.04 0.37 0.37 0.11 0.44 0.44 Sat Flow, veh/h 487 0 1152 1781 0 1585 1781 1870 1585 1781 3593 46 Grp Volume(v), veh/h 37 0 0 88 0 44 25 577 109 99 269 283 Grp Sat Flow(s),veh/h/ln 1639 0 0 1781 0 1585 1781 1870 1585 1781 1777 1862 Q Serve(g_s), s 1.3 0.0 0.0 2.7 0.0 1.5 0.8 16.5 2.7 3.1 5.9 5.9 Cycle Q Clear(g_c), s 1.3 0.0 0.0 2.7 0.0 1.5 0.8 16.5 2.7 3.1 5.9 5.9 Prop In Lane 0.30 0.70 1.00 1.00 1.00 1.00 1.00 0.02
Lane Grp Cap(c), veh/h 101 0 0 214 0 191 71 697 590 194 785 822 V/C Ratio(X) 0.37 0.00 0.00 0.41 0.00 0.23 0.35 0.83 0.18 0.51 0.34 0.34 Avail Cap(c_a), veh/h 808 0 0 242 0 216 251 1109 940 251 1054 1105 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 26.5 0.0 0.0 24.0 0.0 23.4 27.5 16.8 12.4 24.7 10.8 10.8 Incr Delay (d2), s/veh 2.2 0.0 0.0 1.3 0.0 0.6 2.9 3.0 0.1 2.1 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 1.1 0.0 0.6 0.4 6.2 0.8 1.3 1.8 1.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.7 0.0 0.0 25.2 0.0 24.0 30.4 19.7 12.6 26.8 11.1 11.1 LnGrp LOS C A A C A C C B B C B B
Approach Vol, veh/h 37 132 711 651
Approach Delay, s/veh 28.7 24.8 19.0 13.5
Approach LOS C C B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 10.6 27.3 9.1 6.5 31.4 11.8
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 5.1 18.5 3.3 2.8 7.9 4.7
Green Ext Time (p_c), s 0.1 3.4 0.1 0.0 3.0 0.1
Intersection Summary
HCM 6th Ctrl Delay 17.4
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th TWSC YEAR 2025 AM
3: Vern Rd & S. Santa Fe Ave 03/30/2022
Santa Fe Las Flores 03/17/2022 YEAR 2025 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 674 6 10 612 9 7
Future Vol, veh/h 674 6 10 612 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 717 6 11 651 10 7

Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 723 0 1068 362
Stage 1 - - - - 720 -
Stage 2 - - - - 348 -
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 - - 875 - 217 635
Stage 1 - - - - 443 -
Stage 2 - - - - 686 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 875 - 214 635
Mov Cap-2 Maneuver - - - - 214 -
Stage 1 - - - - 443 -
Stage 2 - - - - 677 -

Approach EB WB NB
HCM Control Delay, s 0 0.1 17.7

HCM LOS C

Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 301 - - 875 -
HCM Lane V/C Ratio 0.057 - - 0.012 -
HCM Control Delay (s) 17.7 - - 9.2 -
HCM Lane LOS C - - A -
HCM 95th %tile Q(veh) 0.2 - - 0 -
HCM 6th Signalized Intersection Summary YEAR 2025 AM
4: Las Flores Dr & S. Santa Fe Ave 03/30/2022
Santa Fe Las Flores 03/17/2022 YEAR 2025 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) 36 523 27 46 505 35 41 3 30 129 12 39 Future Volume (veh/h) 36 523 27 46 505 35 41 3 30 129 12 39 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 40 581 30 51 561 39 46 3 33 143 13 43 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 107 851 44 109 891 397 135 16 177 278 70 233 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 3438 177 1781 3554 1585 1781 134 1472 1781 381 1262 Grp Volume(v), veh/h 40 300 311 51 561 39 46 0 36 143 0 56 Grp Sat Flow(s),veh/h/ln 1781 1777 1838 1781 1777 1585 1781 0 1605 1781 0 1643 Q Serve(g_s), s 1.1 7.6 7.6 1.4 7.0 0.9 1.2 0.0 1.0 3.7 0.0 1.4 Cycle Q Clear(g_c), s 1.1 7.6 7.6 1.4 7.0 0.9 1.2 0.0 1.0 3.7 0.0 1.4 Prop In Lane 1.00 0.10 1.00 1.00 1.00 0.92 1.00 0.77
Lane Grp Cap(c), veh/h 107 440 455 109 891 397 135 0 193 278 0 303 V/C Ratio(X) 0.38 0.68 0.68 0.47 0.63 0.10 0.34 0.00 0.19 0.51 0.00 0.18 Avail Cap(c_a), veh/h 255 788 815 219 1512 674 287 0 1133 406 0 1242 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 22.4 16.9 16.9 22.5 16.5 14.3 21.7 0.0 19.6 19.2 0.0 17.1 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 0.4 2.7 2.8 0.6 2.3 0.3 0.5 0.0 0.4 1.5 0.0 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.6 18.8 18.7 25.6 17.3 14.4 23.2 0.0 20.1 20.7 0.0 17.4 LnGrp LOS C B B C B B C A C C A B
Approach Vol, veh/h 651 651 82 199
Approach Delay, s/veh 19.1 17.8 21.9 19.7
Approach LOS B B C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.5 17.7 9.3 15.1 7.4 17.8 12.4 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 9.6 3.2 3.4 3.1 9.0 5.7 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 18.8
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th TWSC YEAR 2025 AM
5: Las Flores Dr & Hollencrest Rd 03/30/2022
Santa Fe Las Flores 03/17/2022 YEAR 2025 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 26 53 5 13 64
Future Vol, veh/h 7 26 53 5 13 64
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 31 62 6 15 75

Major/Minor Minor1 Major1 Major2
Conflicting Flow All 170 65 0 0 68 0
Stage 1 65 -----
Stage 2 105 -----
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 820 999 - - 1533 -
Stage 1 958 -----
Stage 2 919 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 812 999 - - 1533 -
Mov Cap-2 Maneuver 812 -----
Stage 1 958 -----
Stage 2 910 -----

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) - - 952 1533 -
HCM Lane V/C Ratio - - 0.041 0.01 -
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 YEAR 2025 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 2025 AM Synchro 10 Report 3-22-3523 Page 6
Movement EBL EBR NBL NBT SBU SBT SBR
Lane Configurations
Traffic Volume (veh/h) 244 91 122 349 0 416 282
Future Volume (veh/h) 244 91 122 349 0 416 282
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 262 98 131 375 447 303
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93
Percent Heavy Veh, % 2222 22
Cap, veh/h 603 885 254 1946 1047 467
Arrive On Green 0.17 0.17 0.14 0.55 0.29 0.29
Sat Flow, veh/h 3456 2790 1781 3647 3647 1585
Grp Volume(v), veh/h 262 98 131 375 447 303
Grp Sat Flow(s),veh/h/ln 1728 1395 1781 1777 1777 1585
Q Serve(g_s), s 3.1 1.1 3.1 2.4 4.6 7.6
Cycle Q Clear(g_c), s 3.1 1.1 3.1 2.4 4.6 7.6
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 603 885 254 1946 1047 467
V/C Ratio(X) 0.43 0.11 0.52 0.19 0.43 0.65
Avail Cap(c_a), veh/h 1372 1505 393 3089 2697 1203
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 16.7 11.0 18.0 5.2 12.9 13.9
Incr Delay (d2), s/veh 0.5 0.1 1.6 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 0.0 1.2 0.5 1.4 2.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.2 11.0 19.6 5.2 13.2 15.5
LnGrp LOS BBBA BB
Approach Vol, veh/h 360 506 750
Approach Delay, s/veh 15.5 9.0 14.1
Approach LOS B A B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 30.9 14.4 11.5 19.5
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 4.4 5.1 5.1 9.6
Green Ext Time (p_c), s 2.4 1.0 0.1 3.8
Intersection Summary
HCM 6th Ctrl Delay 12.8
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 2025 AM
7: Capalina Rd & Hollencrest Rd 03/30/2022
Santa Fe Las Flores 03/17/2022 YEAR 2025 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 0 188 67 48 105 6
Future Vol, veh/h 0 188 67 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 0 227 81 58 127 7

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 139 0 - 0 337 110
Stage 1 - - - - 110 -
Stage 2 - - - - 227 -
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 - - - 658 943
Stage 1 - - - - 915 -
Stage 2 - - - - 811 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1445 - - - 658 943
Mov Cap-2 Maneuver - - - - 658 -
Stage 1 - - - - 915 -
Stage 2 - - - - 811 -

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 . 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 2025 AM
8: N. Rancho Santa Fe Rd & Capalina Rd 03/30/2022
Santa Fe Las Flores 03/17/2022 YEAR 2025 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) 6 16 233 86 13 18 156 340 117 13 376 6 Future Volume (veh/h) 6 16 233 86 13 18 156 340 117 13 376 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 7 18 259 96 14 20 173 378 130 14 418 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 49 372 315 329 666 564 209 699 237 21 582 10 Arrive On Green 0.03 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 2604 884 1781 3577 60 Grp Volume(v), veh/h 7 18 259 96 14 20 173 256 252 14 207 218 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 1585 1781 1777 1711 1781 1777 1860 Q Serve(g_s), s 0.3 0.5 10.7 3.2 0.3 0.6 6.5 8.4 8.6 0.5 7.5 7.5 Cycle Q Clear(g_c), s 0.3 0.5 10.7 3.2 0.3 0.6 6.5 8.4 8.6 0.5 7.5 7.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.52 1.00 0.03
Lane Grp Cap(c), veh/h 49 372 315 329 666 564 209 477 459 21 289 303 V/C Ratio(X) 0.14 0.05 0.82 0.29 0.02 0.04 0.83 0.54 0.55 0.66 0.72 0.72 Avail Cap(c_a), veh/h 406 825 699 406 825 699 209 603 581 92 486 508 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 32.3 22.1 26.1 23.9 14.2 14.3 29.3 21.3 21.4 33.5 27.0 27.0 Incr Delay (d2), s/veh 1.3 0.1 5.4 0.5 0.0 0.0 23.0 0.9 1.0 29.4 3.3 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 4.3 1.3 0.1 0.2 3.9 3.3 3.2 0.4 3.2 3.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.7 22.1 31.5 24.4 14.2 14.3 52.3 22.2 22.4 62.9 30.3 30.2 LnGrp LOS CCCCBBDCCECC
Approach Vol, veh/h 284 130 681 439
Approach Delay, s/veh 30.9 21.8 29.9 31.3
Approach LOS CCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.8 24.7 16.6 20.0 14.0 17.5 5.9 30.7 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 10.6 5.2 12.7 8.5 9.5 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 29.8
HCM 6th LOS C
HCM 6th TWSC YEAR 2025 PM
1: S. Santa Fe Ave & Smilax Rd 03/30/2022
Santa Fe Las Flores 03/17/2022 YEAR 2025 PM Synchro 10 Report 3-22-3523 Page 1
Intersection
Int Delay, s/veh 49.6
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 109 237 150 553 675 166
Future Vol, veh/h 109 237 150 553 675 166
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 124 269 170 628 767 189

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1830 862 956 0 - 0
Stage 1 862 -----
Stage 2 968 -----
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 ~ 84 355 719 - - -
Stage 1 414 -----
Stage 2 368 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver ~ 54 355 719 - - -
Mov Cap-2 Maneuver ~ 54 -----
Stage 1 264 -----
Stage 2 368 -----

Approach EB NB SB
HCM Control Delay, s 265.7 2.5 0

HCM LOS F

Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 719 - 54 355 - -
HCM Lane V/C Ratio 0.237 - 2.294 0.759 - -
HCM Control Delay (s) 11.6 0$ 754.6 40.9 - -
HCM Lane LOS B A F E - -
HCM 95th %tile Q(veh) 0.9 - 12.5 6 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th Signalized Intersection Summary YEAR 2025 PM
2: S. Santa Fe Ave & Bosstick Blvd 03/30/2022
Santa Fe Las Flores 03/17/2022 YEAR 2025 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 12 103 0 91 40 641 43 16 904 12 Future Volume (veh/h) 7 0 12 103 0 91 40 641 43 16 904 12 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 14 117 0 103 45 728 49 18 1027 14 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 43 238 0 212 111 843 714 62 1519 21
Arrive On Green 0.04 0.00 0.04 0.13 0.00 0.13 0.06 0.45 0.45 0.03 0.42 0.42 Sat Flow, veh/h 600 0 1051 1781 0 1585 1781 1870 1585 1781 3589 49 Grp Volume(v), veh/h 22 0 0 117 0 103 45 728 49 18 508 533 Grp Sat Flow(s),veh/h/ln 1651 0 0 1781 0 1585 1781 1870 1585 1781 1777 1862 Q Serve(g_s), s 0.8 0.0 0.0 3.5 0.0 3.5 1.4 20.4 1.0 0.6 13.5 13.5 Cycle Q Clear(g_c), s 0.8 0.0 0.0 3.5 0.0 3.5 1.4 20.4 1.0 0.6 13.5 13.5 Prop In Lane 0.36 0.64 1.00 1.00 1.00 1.00 1.00 0.03
Lane Grp Cap(c), veh/h 68 0 0 238 0 212 111 843 714 62 752 788 V/C Ratio(X) 0.32 0.00 0.00 0.49 0.00 0.49 0.41 0.86 0.07 0.29 0.68 0.68 Avail Cap(c_a), veh/h 822 0 0 245 0 218 254 1121 950 254 1065 1116 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 27.1 0.0 0.0 23.4 0.0 23.4 26.3 14.4 9.1 27.4 13.6 13.6 Incr Delay (d2), s/veh 2.7 0.0 0.0 1.6 0.0 1.7 2.4 5.6 0.0 2.6 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 1.5 0.0 1.3 0.6 7.6 0.3 0.3 4.3 4.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.8 0.0 0.0 25.0 0.0 25.1 28.7 20.0 9.1 30.0 14.6 14.6 LnGrp LOS C A A C A C C B A C B B
Approach Vol, veh/h 22 220 822 1059
Approach Delay, s/veh 29.8 25.0 19.8 14.9
Approach LOS C C B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 6.2 31.6 7.9 7.8 30.0 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 22.4 2.8 3.4 15.5 5.5
Green Ext Time (p_c), s 0.0 3.9 0.1 0.0 6.1 0.2
Intersection Summary
HCM 6th Ctrl Delay 18.0
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th TWSC YEAR 2025 PM
3: Vern Rd & S. Santa Fe Ave 03/30/2022
Santa Fe Las Flores 03/17/2022 YEAR 2025 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 1052 6 37 733 6 5
Future Vol, veh/h 1052 6 37 733 6 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 1119 6 39 780 6 5

Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 1125 0 1590 563
Stage 1 - - - - 1122 -
Stage 2 - - - - 468 -
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 - - 617 - 98 470
Stage 1 - - - - 273 -
Stage 2 - - - - 597 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 617 - 92 470
Mov Cap-2 Maneuver - - - - 92 -
Stage 1 - - - - 273 -
Stage 2 - - - - 559 -

Approach EB WB NB
HCM Control Delay, s 0 0.5 32

HCM LOS D

Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 145 - - 617 -
HCM Lane V/C Ratio 0.081 - - 0.064 -
HCM Control Delay (s) 32 - - 11.2 -
HCM Lane LOS D - - B -
HCM 95th %tile Q(veh) 0.3 - - 0.2 -
HCM 6th Signalized Intersection Summary YEAR 2025 PM
4: Las Flores Dr & S. Santa Fe Ave 03/30/2022
Santa Fe Las Flores 03/17/2022 YEAR 2025 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) 55 899 73 36 605 80 41 2 21 54 3 35 Future Volume (veh/h) 55 899 73 36 605 80 41 2 21 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 61 999 81 40 672 89 46 2 23 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 138 1200 97 89 1190 531 131 15 169 175 14 186 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 270 1781 3554 1585 1781 128 1476 1781 114 1488 Grp Volume(v), veh/h 61 533 547 40 672 89 46 0 25 60 0 42 Grp Sat Flow(s),veh/h/ln 1781 1777 1822 1781 1777 1585 1781 0 1605 1781 0 1603 Q Serve(g_s), s 1.8 15.0 15.0 1.2 8.5 2.2 1.3 0.0 0.8 1.7 0.0 1.3 Cycle Q Clear(g_c), s 1.8 15.0 15.0 1.2 8.5 2.2 1.3 0.0 0.8 1.7 0.0 1.3 Prop In Lane 1.00 0.15 1.00 1.00 1.00 0.92 1.00 0.93
Lane Grp Cap(c), veh/h 138 640 657 89 1190 531 131 0 184 175 0 200 V/C Ratio(X) 0.44 0.83 0.83 0.45 0.56 0.17 0.35 0.00 0.14 0.34 0.00 0.21 Avail Cap(c_a), veh/h 231 714 733 199 1370 611 260 0 1026 368 0 1098 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 24.1 16.0 16.0 25.3 14.9 12.8 24.1 0.0 21.8 23.0 0.0 21.5 Incr Delay (d2), s/veh 2.2 7.6 7.5 3.5 0.4 0.1 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 0.7 6.0 6.2 0.5 2.8 0.7 0.6 0.0 0.3 0.7 0.0 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.3 23.6 23.5 28.8 15.3 13.0 25.7 0.0 22.1 24.2 0.0 22.0 LnGrp LOS CCCCBBCACCAC
Approach Vol, veh/h 1141 801 71 102
Approach Delay, s/veh 23.7 15.8 24.4 23.3
Approach LOS C B C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.2 25.1 9.5 12.8 8.6 23.7 10.1 12.3 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 17.0 3.3 3.3 3.8 10.5 3.7 2.8 Green Ext Time (p_c), s 0.0 2.7 0.0 0.2 0.0 3.3 0.1 0.1 Intersection Summary
HCM 6th Ctrl Delay 20.7
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th TWSC YEAR 2025 PM
5: Las Flores Dr & Hollencrest Rd 03/30/2022
Santa Fe Las Flores 03/17/2022 YEAR 2025 PM Synchro 10 Report 3-22-3523 Page 5
Intersection
Int Delay, s/veh 2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 4 12 57 6 32 81
Future Vol, veh/h 4 12 57 6 32 81
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 14 67 7 38 95

Major/Minor Minor1 Major1 Major2
Conflicting Flow All 242 71 0 0 74 0
Stage 1 71 -----
Stage 2 171 -----
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 746 991 - - 1526 -
Stage 1 952 -----
Stage 2 859 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 727 991 - - 1526 -
Mov Cap-2 Maneuver 727 -----
Stage 1 952 -----
Stage 2 837 -----

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 1526 -
HCM Lane V/C Ratio - - 0.021 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 2025 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 2025 PM Synchro 10 Report 3-22-3523 Page 6
Movement EBL EBR NBL NBT SBU SBT SBR
Lane Configurations
Traffic Volume (veh/h) 356 350 162 391 0 746 213
Future Volume (veh/h) 356 350 162 391 0 746 213
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 383 376 174 420 802 229
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93
Percent Heavy Veh, % 2222 22
Cap, veh/h 640 906 248 2050 1220 544
Arrive On Green 0.19 0.19 0.14 0.58 0.34 0.34
Sat Flow, veh/h 3456 2790 1781 3647 3647 1585
Grp Volume(v), veh/h 383 376 174 420 802 229
Grp Sat Flow(s),veh/h/ln 1728 1395 1781 1777 1777 1585
Q Serve(g_s), s 5.4 5.6 4.9 3.0 10.1 5.9
Cycle Q Clear(g_c), s 5.4 5.6 4.9 3.0 10.1 5.9
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 640 906 248 2050 1220 544
V/C Ratio(X) 0.60 0.42 0.70 0.20 0.66 0.42
Avail Cap(c_a), veh/h 1174 1336 336 2642 2307 1029
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 19.8 14.0 21.8 5.4 14.8 13.4
Incr Delay (d2), s/veh 0.9 0.3 4.0 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 1.9 4.7 2.1 0.7 3.3 1.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.7 14.3 25.8 5.4 15.4 13.9
LnGrp LOS C B C A B B
Approach Vol, veh/h 759 594 1031
Approach Delay, s/veh 17.5 11.4 15.0
Approach LOS B B B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 36.7 16.3 12.4 24.3
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 5.0 7.6 6.9 12.1
Green Ext Time (p_c), s 2.8 2.2 0.1 6.0
Intersection Summary
HCM 6th Ctrl Delay 14.9
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 2025 PM
7: Capalina Rd & Hollencrest Rd 03/30/2022
Santa Fe Las Flores 03/17/2022 YEAR 2025 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 0 101 155 81 34 4
Future Vol, veh/h 0 101 155 81 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 0 122 187 98 41 5

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 285 0 - 0 358 236
Stage 1 - - - - 236 -
Stage 2 - - - - 122 -
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 1277 - - - 640 803
Stage 1 - - - - 803 -
Stage 2 - - - - 903 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1277 - - - 640 803
Mov Cap-2 Maneuver - - - - 640 -
Stage 1 - - - - 803 -
Stage 2 - - - - 903 -

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

HCM LOS B

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1277 - - - 654
HCM Lane V/C Ratio ---- 0.07
HCM Control Delay (s) 0 - - - 10.9
HCM Lane LOS A - - - B
HCM 95th %tile Q(veh) 0 - - - 0.2
HCM 6th Signalized Intersection Summary YEAR 2025 PM
8: N. Rancho Santa Fe Rd & Capalina Rd 03/30/2022
Santa Fe Las Flores 03/17/2022 YEAR 2025 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 23 110 85 34 22 197 649 102 14 359 22 Future Volume (veh/h) 7 23 110 85 34 22 197 649 102 14 359 22 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 26 122 94 38 24 219 721 113 16 399 24 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 56 210 178 351 520 441 235 920 144 24 614 37 Arrive On Green 0.03 0.11 0.11 0.20 0.28 0.28 0.13 0.30 0.30 0.01 0.18 0.18 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 1781 3078 482 1781 3406 204 Grp Volume(v), veh/h 8 26 122 94 38 24 219 416 418 16 208 215 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 1585 1781 1777 1784 1781 1777 1834 Q Serve(g_s), s 0.3 0.8 4.5 2.7 0.9 0.7 7.4 13.0 13.0 0.5 6.6 6.6 Cycle Q Clear(g_c), s 0.3 0.8 4.5 2.7 0.9 0.7 7.4 13.0 13.0 0.5 6.6 6.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.27 1.00 0.11
Lane Grp Cap(c), veh/h 56 210 178 351 520 441 235 531 533 24 320 330 V/C Ratio(X) 0.14 0.12 0.69 0.27 0.07 0.05 0.93 0.78 0.78 0.66 0.65 0.65 Avail Cap(c_a), veh/h 456 927 786 456 927 786 235 678 681 103 546 564 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 28.5 24.2 25.8 20.6 16.1 16.0 26.0 19.4 19.4 29.7 23.0 23.0 Incr Delay (d2), s/veh 1.2 0.3 4.6 0.4 0.1 0.1 39.9 4.6 4.6 26.4 2.2 2.2 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 0.3 1.8 1.1 0.4 0.2 5.4 5.3 5.3 0.4 2.6 2.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.7 24.4 30.4 21.0 16.2 16.1 65.9 24.0 24.1 56.1 25.2 25.2 LnGrp LOS CCCCBBECCECC
Approach Vol, veh/h 156 156 1053 439
Approach Delay, s/veh 29.4 19.1 32.7 26.3
Approach LOS C B C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.8 24.5 15.9 13.3 14.0 17.3 5.9 23.3 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 2.5 15.0 4.7 6.5 9.4 8.6 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 29.7
HCM 6th LOS C

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3523 Santa Fe Flores Project
N:\3523 - Santa Fe Las Flores\Report\Appendices\Appendix Cover Pages.docx

APPENDIX G
ANALYSIS WORKSHEETS – NEAR-TERM + PROJECT

HCM 6th TWSC YEAR 2025 + P AM
1: S. Santa Fe Ave & Smilax Rd 03/30/2022
Santa Fe Las Flores 03/17/2022 YEAR 2025 + P AM Synchro 10 Report 3-22-3523 Page 1
Intersection
Int Delay, s/veh 26.8
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 96 155 254 302 421 228
Future Vol, veh/h 96 155 254 302 421 228
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 109 176 289 343 478 259

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1529 608 737 0 - 0
Stage 1 608 -----
Stage 2 921 -----
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 129 496 869 - - -
Stage 1 543 -----
Stage 2 388 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver ~ 76 496 869 - - -
Mov Cap-2 Maneuver ~ 76 -----
Stage 1 320 -----
Stage 2 388 -----

Approach EB NB SB
HCM Control Delay, s 144.2 5.1 0

HCM LOS F

Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 869 - 76 496 - -
HCM Lane V/C Ratio 0.332 - 1.435 0.355 - -
HCM Control Delay (s) 11.2 0$ 350.8 16.2 - -
HCM Lane LOS B A F C - -
HCM 95th %tile Q(veh) 1.5 - 8.8 1.6 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th Signalized Intersection Summary YEAR 2025 + P AM 2: S. Santa Fe Ave & Bosstick Blvd 03/30/2022
Santa Fe Las Flores 03/17/2022 YEAR 2025 + P 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 23 77 0 39 22 514 96 87 481 6 Future Volume (veh/h) 10 0 23 77 0 39 22 514 96 87 481 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 26 88 0 44 25 584 109 99 547 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 30 0 71 213 0 190 71 703 596 193 1597 20
Arrive On Green 0.06 0.00 0.06 0.12 0.00 0.12 0.04 0.38 0.38 0.11 0.44 0.44 Sat Flow, veh/h 487 0 1152 1781 0 1585 1781 1870 1585 1781 3593 46 Grp Volume(v), veh/h 37 0 0 88 0 44 25 584 109 99 270 284 Grp Sat Flow(s),veh/h/ln 1639 0 0 1781 0 1585 1781 1870 1585 1781 1777 1862 Q Serve(g_s), s 1.3 0.0 0.0 2.7 0.0 1.5 0.8 16.8 2.7 3.1 5.9 5.9 Cycle Q Clear(g_c), s 1.3 0.0 0.0 2.7 0.0 1.5 0.8 16.8 2.7 3.1 5.9 5.9 Prop In Lane 0.30 0.70 1.00 1.00 1.00 1.00 1.00 0.02
Lane Grp Cap(c), veh/h 101 0 0 213 0 190 71 703 596 193 790 828 V/C Ratio(X) 0.37 0.00 0.00 0.41 0.00 0.23 0.35 0.83 0.18 0.51 0.34 0.34 Avail Cap(c_a), veh/h 803 0 0 241 0 214 250 1102 934 250 1047 1097 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 26.7 0.0 0.0 24.1 0.0 23.6 27.7 16.8 12.4 24.9 10.8 10.8 Incr Delay (d2), s/veh 2.2 0.0 0.0 1.3 0.0 0.6 2.9 3.2 0.1 2.1 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 1.1 0.0 0.6 0.4 6.3 0.8 1.3 1.8 1.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.9 0.0 0.0 25.4 0.0 24.2 30.6 20.0 12.5 27.0 11.0 11.0 LnGrp LOS C A A C A C C B B C B B
Approach Vol, veh/h 37 132 718 653
Approach Delay, s/veh 28.9 25.0 19.2 13.4
Approach LOS C C B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 10.6 27.7 9.1 6.6 31.7 11.8
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 5.1 18.8 3.3 2.8 7.9 4.7
Green Ext Time (p_c), s 0.1 3.5 0.1 0.0 3.1 0.1
Intersection Summary
HCM 6th Ctrl Delay 17.5
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th TWSC YEAR 2025 + P AM
3: Vern Rd & S. Santa Fe Ave 03/30/2022
Santa Fe Las Flores 03/17/2022 YEAR 2025 + P AM 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 675 6 23 618 9 7
Future Vol, veh/h 675 6 23 618 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 718 6 24 657 10 7

Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 724 0 1098 362
Stage 1 - - - - 721 -
Stage 2 - - - - 377 -
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 - - 874 - 207 635
Stage 1 - - - - 443 -
Stage 2 - - - - 663 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 874 - 201 635
Mov Cap-2 Maneuver - - - - 201 -
Stage 1 - - - - 443 -
Stage 2 - - - - 645 -

Approach EB WB NB
HCM Control Delay, s 0 0.3 18.3

HCM LOS C

Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 287 - - 874 -
HCM Lane V/C Ratio 0.059 - - 0.028 -
HCM Control Delay (s) 18.3 - - 9.2 -
HCM Lane LOS C - - A -
HCM 95th %tile Q(veh) 0.2 - - 0.1 -
HCM 6th Signalized Intersection Summary YEAR 2025 + P AM 4: Las Flores Dr & S. Santa Fe Ave 03/30/2022
Santa Fe Las Flores 03/17/2022 YEAR 2025 + P 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) 37 533 30 46 508 35 43 3 30 129 12 39 Future Volume (veh/h) 37 533 30 46 508 35 43 3 30 129 12 39 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 41 592 33 51 564 39 48 3 33 143 13 43 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 108 860 48 109 901 402 139 16 177 277 69 229 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 3422 191 1781 3554 1585 1781 134 1472 1781 381 1262 Grp Volume(v), veh/h 41 307 318 51 564 39 48 0 36 143 0 56 Grp Sat Flow(s),veh/h/ln 1781 1777 1836 1781 1777 1585 1781 0 1605 1781 0 1643 Q Serve(g_s), s 1.1 7.8 7.8 1.4 7.0 0.9 1.3 0.0 1.0 3.7 0.0 1.4 Cycle Q Clear(g_c), s 1.1 7.8 7.8 1.4 7.0 0.9 1.3 0.0 1.0 3.7 0.0 1.4 Prop In Lane 1.00 0.10 1.00 1.00 1.00 0.92 1.00 0.77
Lane Grp Cap(c), veh/h 108 446 461 109 901 402 139 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 0.52 0.00 0.19 Avail Cap(c_a), veh/h 253 783 809 218 1501 669 285 0 1125 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 16.9 16.9 22.7 16.5 14.3 21.8 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 2.9 0.6 2.4 0.3 0.6 0.0 0.4 1.5 0.0 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.7 18.8 18.8 25.8 17.3 14.4 23.3 0.0 20.2 20.9 0.0 17.6 LnGrp LOS C B B C B B C A C C A B
Approach Vol, veh/h 666 654 84 199
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 7.5 18.0 9.4 15.1 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 3.4 3.1 9.0 5.7 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 18.8
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th TWSC YEAR 2025 + P AM
5: Las Flores Dr & Hollencrest Rd 03/30/2022
Santa Fe Las Flores 03/17/2022 YEAR 2025 + P AM Synchro 10 Report 3-22-3523 Page 5
Intersection
Int Delay, s/veh 2.4
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 7 27 54 5 14 66
Future Vol, veh/h 7 27 54 5 14 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 8 32 64 6 16 78

Major/Minor Minor1 Major1 Major2
Conflicting Flow All 177 67 0 0 70 0
Stage 1 67 -----
Stage 2 110 -----
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 813 997 - - 1531 -
Stage 1 956 -----
Stage 2 915 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 804 997 - - 1531 -
Mov Cap-2 Maneuver 804 -----
Stage 1 956 -----
Stage 2 905 -----

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) - - 950 1531 -
HCM Lane V/C Ratio - - 0.042 0.011 -
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 2025 + P 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 2025 + P AM Synchro 10 Report 3-22-3523 Page 6
Movement EBL EBR NBL NBT SBU SBT SBR
Lane Configurations
Traffic Volume (veh/h) 246 91 122 349 0 420 288
Future Volume (veh/h) 246 91 122 349 0 420 288
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 265 98 131 375 452 310
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93
Percent Heavy Veh, % 2222 22
Cap, veh/h 600 880 253 1956 1062 474
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 265 98 131 375 452 310
Grp Sat Flow(s),veh/h/ln 1728 1395 1781 1777 1777 1585
Q Serve(g_s), s 3.1 1.1 3.1 2.4 4.7 7.8
Cycle Q Clear(g_c), s 3.1 1.1 3.1 2.4 4.7 7.8
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 600 880 253 1956 1062 474
V/C Ratio(X) 0.44 0.11 0.52 0.19 0.43 0.65
Avail Cap(c_a), veh/h 1363 1496 390 3068 2679 1195
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 16.9 11.1 18.1 5.2 12.9 13.9
Incr Delay (d2), s/veh 0.5 0.1 1.6 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 2.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.4 11.1 19.8 5.2 13.1 15.5
LnGrp LOS BBBA BB
Approach Vol, veh/h 363 506 762
Approach Delay, s/veh 15.7 9.0 14.1
Approach LOS B A B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 31.2 14.4 11.5 19.7
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 4.4 5.1 5.1 9.8
Green Ext Time (p_c), s 2.4 1.0 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 2025 + P AM
7: Capalina Rd & Hollencrest Rd 03/30/2022
Santa Fe Las Flores 03/17/2022 YEAR 2025 + P AM Synchro 10 Report 3-22-3523 Page 7
Intersection
Int Delay, s/veh 3.2
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 190 68 49 106 6
Future Vol, veh/h 0 190 68 49 106 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 0 229 82 59 128 7

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 141 0 - 0 341 112
Stage 1 - - - - 112 -
Stage 2 - - - - 229 -
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 1442 - - - 655 941
Stage 1 - - - - 913 -
Stage 2 - - - - 809 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1442 - - - 655 941
Mov Cap-2 Maneuver - - - - 655 -
Stage 1 - - - - 913 -
Stage 2 - - - - 809 -

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) 1442 - - - 666
HCM Lane V/C Ratio ---- 0.203
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 2025 + P AM 8: N. Rancho Santa Fe Rd & Capalina Rd 03/30/2022
Santa Fe Las Flores 03/17/2022 YEAR 2025 + P 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) 6 16 236 86 13 18 157 342 117 13 382 6 Future Volume (veh/h) 6 16 236 86 13 18 157 342 117 13 382 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 7 18 262 96 14 20 174 380 130 14 424 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 49 375 318 328 668 566 208 702 237 21 587 10 Arrive On Green 0.03 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 2608 881 1781 3578 59 Grp Volume(v), veh/h 7 18 262 96 14 20 174 257 253 14 210 221 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 1585 1781 1777 1712 1781 1777 1860 Q Serve(g_s), s 0.3 0.5 10.8 3.2 0.3 0.6 6.5 8.5 8.7 0.5 7.7 7.7 Cycle Q Clear(g_c), s 0.3 0.5 10.8 3.2 0.3 0.6 6.5 8.5 8.7 0.5 7.7 7.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.51 1.00 0.03
Lane Grp Cap(c), veh/h 49 375 318 328 668 566 208 478 461 21 292 305 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 0.72 Avail Cap(c_a), veh/h 404 820 695 404 820 695 208 600 578 91 483 506 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 22.1 26.2 24.1 14.3 14.3 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 24.5 0.9 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 3.3 3.3 0.4 3.3 3.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.8 22.1 31.6 24.6 14.3 14.4 54.0 22.3 22.5 63.1 30.5 30.4 LnGrp LOS CCCCBBDCCECC
Approach Vol, veh/h 287 130 684 445
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 24.8 16.6 20.2 14.0 17.6 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 10.7 5.2 12.8 8.5 9.7 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 2025 + P PM
1: S. Santa Fe Ave & Smilax Rd 03/30/2022
Santa Fe Las Flores 03/17/2022 YEAR 2025 + P PM Synchro 10 Report 3-22-3523 Page 1
Intersection
Int Delay, s/veh 52.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 109 239 151 554 679 166
Future Vol, veh/h 109 239 151 554 679 166
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 124 272 172 630 772 189

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1841 867 961 0 - 0
Stage 1 867 -----
Stage 2 974 -----
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 ~ 83 352 716 - - -
Stage 1 411 -----
Stage 2 366 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver ~ 52 352 716 - - -
Mov Cap-2 Maneuver ~ 52 -----
Stage 1 259 -----
Stage 2 366 -----

Approach EB NB SB
HCM Control Delay, s 279.3 2.5 0

HCM LOS F

Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 716 - 52 352 - -
HCM Lane V/C Ratio 0.24 - 2.382 0.772 - -
HCM Control Delay (s) 11.6 0$ 798.6 42.5 - -
HCM Lane LOS B A F E - -
HCM 95th %tile Q(veh) 0.9 - 12.7 6.2 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th Signalized Intersection Summary YEAR 2025 + P PM 2: S. Santa Fe Ave & Bosstick Blvd 03/30/2022
Santa Fe Las Flores 03/17/2022 YEAR 2025 + P 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 12 103 0 91 40 643 43 16 910 12 Future Volume (veh/h) 7 0 12 103 0 91 40 643 43 16 910 12 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 14 117 0 103 45 731 49 18 1034 14 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 43 237 0 211 111 845 716 62 1524 21
Arrive On Green 0.04 0.00 0.04 0.13 0.00 0.13 0.06 0.45 0.45 0.03 0.42 0.42 Sat Flow, veh/h 600 0 1051 1781 0 1585 1781 1870 1585 1781 3590 49 Grp Volume(v), veh/h 22 0 0 117 0 103 45 731 49 18 512 536 Grp Sat Flow(s),veh/h/ln 1651 0 0 1781 0 1585 1781 1870 1585 1781 1777 1862 Q Serve(g_s), s 0.8 0.0 0.0 3.6 0.0 3.5 1.4 20.5 1.0 0.6 13.6 13.6 Cycle Q Clear(g_c), s 0.8 0.0 0.0 3.6 0.0 3.5 1.4 20.5 1.0 0.6 13.6 13.6 Prop In Lane 0.36 0.64 1.00 1.00 1.00 1.00 1.00 0.03
Lane Grp Cap(c), veh/h 68 0 0 237 0 211 111 845 716 62 754 790 V/C Ratio(X) 0.32 0.00 0.00 0.49 0.00 0.49 0.41 0.86 0.07 0.29 0.68 0.68 Avail Cap(c_a), veh/h 820 0 0 244 0 217 253 1118 948 253 1062 1113 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 23.5 0.0 23.5 26.3 14.4 9.0 27.5 13.6 13.6 Incr Delay (d2), s/veh 2.7 0.0 0.0 1.6 0.0 1.7 2.4 5.7 0.0 2.6 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 1.5 0.0 1.3 0.6 7.7 0.3 0.3 4.4 4.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.9 0.0 0.0 25.1 0.0 25.2 28.7 20.1 9.1 30.0 14.7 14.6 LnGrp LOS C A A C A C C C A C B B
Approach Vol, veh/h 22 220 825 1066
Approach Delay, s/veh 29.9 25.1 19.9 14.9
Approach LOS C C B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 6.2 31.8 7.9 7.8 30.2 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 22.5 2.8 3.4 15.6 5.6
Green Ext Time (p_c), s 0.0 3.8 0.1 0.0 6.1 0.2
Intersection Summary
HCM 6th Ctrl Delay 18.0
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th TWSC YEAR 2025 + P PM
3: Vern Rd & S. Santa Fe Ave 03/30/2022
Santa Fe Las Flores 03/17/2022 YEAR 2025 + P 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 1058 6 43 735 6 5
Future Vol, veh/h 1058 6 43 735 6 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 1126 6 46 782 6 5

Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 1132 0 1612 566
Stage 1 - - - - 1129 -
Stage 2 - - - - 483 -
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 - - 613 - 95 467
Stage 1 - - - - 271 -
Stage 2 - - - - 586 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 613 - 88 467
Mov Cap-2 Maneuver - - - - 88 -
Stage 1 - - - - 271 -
Stage 2 - - - - 542 -

Approach EB WB NB
HCM Control Delay, s 0 0.6 33.3

HCM LOS D

Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 139 - - 613 -
HCM Lane V/C Ratio 0.084 - - 0.075 -
HCM Control Delay (s) 33.3 - - 11.3 -
HCM Lane LOS D - - B -
HCM 95th %tile Q(veh) 0.3 - - 0.2 -
HCM 6th Signalized Intersection Summary YEAR 2025 + P PM 4: Las Flores Dr & S. Santa Fe Ave 03/30/2022
Santa Fe Las Flores 03/17/2022 YEAR 2025 + P 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) 61 903 75 36 615 80 45 2 21 54 3 35 Future Volume (veh/h) 61 903 75 36 615 80 45 2 21 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 68 1003 83 40 683 89 50 2 23 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 146 1197 99 89 1172 523 138 15 175 175 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 3323 275 1781 3554 1585 1781 128 1476 1781 114 1488 Grp Volume(v), veh/h 68 536 550 40 683 89 50 0 25 60 0 42 Grp Sat Flow(s),veh/h/ln 1781 1777 1821 1781 1777 1585 1781 0 1605 1781 0 1603 Q Serve(g_s), s 2.0 15.3 15.3 1.2 8.8 2.2 1.5 0.0 0.8 1.7 0.0 1.3 Cycle Q Clear(g_c), s 2.0 15.3 15.3 1.2 8.8 2.2 1.5 0.0 0.8 1.7 0.0 1.3 Prop In Lane 1.00 0.15 1.00 1.00 1.00 0.92 1.00 0.93
Lane Grp Cap(c), veh/h 146 640 656 89 1172 523 138 0 190 175 0 199 V/C Ratio(X) 0.46 0.84 0.84 0.45 0.58 0.17 0.36 0.00 0.13 0.34 0.00 0.21 Avail Cap(c_a), veh/h 229 709 726 197 1359 606 258 0 1018 365 0 1089 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 24.2 16.2 16.2 25.5 15.3 13.1 24.1 0.0 21.8 23.2 0.0 21.7 Incr Delay (d2), s/veh 2.3 8.1 7.9 3.5 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 0.8 6.2 6.3 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 26.4 24.3 24.1 29.0 15.8 13.3 25.7 0.0 22.1 24.4 0.0 22.2 LnGrp LOS CCCCBBCACCAC
Approach Vol, veh/h 1154 812 75 102
Approach Delay, s/veh 24.3 16.2 24.5 23.5
Approach LOS C B C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.2 25.3 9.8 12.9 8.9 23.6 10.1 12.5 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 17.3 3.5 3.3 4.0 10.8 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 21.2
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th TWSC YEAR 2025 + P PM
5: Las Flores Dr & Hollencrest Rd 03/30/2022
Santa Fe Las Flores 03/17/2022 YEAR 2025 + P PM Synchro 10 Report 3-22-3523 Page 5
Intersection
Int Delay, s/veh 2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 4 14 59 6 33 82
Future Vol, veh/h 4 14 59 6 33 82
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 16 69 7 39 96

Major/Minor Minor1 Major1 Major2
Conflicting Flow All 247 73 0 0 76 0
Stage 1 73 -----
Stage 2 174 -----
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 741 989 - - 1523 -
Stage 1 950 -----
Stage 2 856 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 721 989 - - 1523 -
Mov Cap-2 Maneuver 721 -----
Stage 1 950 -----
Stage 2 833 -----

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) - - 914 1523 -
HCM Lane V/C Ratio - - 0.023 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 2025 + P 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 2025 + P PM Synchro 10 Report 3-22-3523 Page 6
Movement EBL EBR NBL NBT SBU SBT SBR
Lane Configurations
Traffic Volume (veh/h) 361 350 162 395 0 748 215
Future Volume (veh/h) 361 350 162 395 0 748 215
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 388 376 174 425 804 231
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93
Percent Heavy Veh, % 2222 22
Cap, veh/h 641 906 248 2051 1222 545
Arrive On Green 0.19 0.19 0.14 0.58 0.34 0.34
Sat Flow, veh/h 3456 2790 1781 3647 3647 1585
Grp Volume(v), veh/h 388 376 174 425 804 231
Grp Sat Flow(s),veh/h/ln 1728 1395 1781 1777 1777 1585
Q Serve(g_s), s 5.5 5.6 4.9 3.0 10.2 5.9
Cycle Q Clear(g_c), s 5.5 5.6 4.9 3.0 10.2 5.9
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 641 906 248 2051 1222 545
V/C Ratio(X) 0.61 0.42 0.70 0.21 0.66 0.42
Avail Cap(c_a), veh/h 1172 1334 336 2638 2303 1027
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 19.8 14.0 21.8 5.4 14.8 13.4
Incr Delay (d2), s/veh 0.9 0.3 4.1 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 2.0 4.7 2.1 0.7 3.3 1.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.8 14.3 25.9 5.4 15.4 13.9
LnGrp LOS C B C A B B
Approach Vol, veh/h 764 599 1035
Approach Delay, s/veh 17.6 11.4 15.0
Approach LOS B B B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 36.7 16.3 12.4 24.4
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 5.0 7.6 6.9 12.2
Green Ext Time (p_c), s 2.8 2.3 0.1 6.1
Intersection Summary
HCM 6th Ctrl Delay 14.9
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 2025 + P PM
7: Capalina Rd & Hollencrest Rd 03/30/2022
Santa Fe Las Flores 03/17/2022 YEAR 2025 + P 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 0 102 157 83 35 4
Future Vol, veh/h 0 102 157 83 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 0 123 189 100 42 5

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 289 0 - 0 362 239
Stage 1 - - - - 239 -
Stage 2 - - - - 123 -
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 1273 - - - 637 800
Stage 1 - - - - 801 -
Stage 2 - - - - 902 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1273 - - - 637 800
Mov Cap-2 Maneuver - - - - 637 -
Stage 1 - - - - 801 -
Stage 2 - - - - 902 -

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

HCM LOS B

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1273 - - - 651
HCM Lane V/C Ratio ---- 0.072
HCM Control Delay (s) 0 - - - 11
HCM Lane LOS A - - - B
HCM 95th %tile Q(veh) 0 - - - 0.2
HCM 6th Signalized Intersection Summary YEAR 2025 + P PM 8: N. Rancho Santa Fe Rd & Capalina Rd 03/30/2022
Santa Fe Las Flores 03/17/2022 YEAR 2025 + P 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 23 112 85 34 22 201 654 102 14 361 22 Future Volume (veh/h) 7 23 112 85 34 22 201 654 102 14 361 22 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 26 124 94 38 24 223 727 113 16 401 24 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 56 212 180 350 521 442 234 924 144 24 619 37 Arrive On Green 0.03 0.11 0.11 0.20 0.28 0.28 0.13 0.30 0.30 0.01 0.18 0.18 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 1781 3082 479 1781 3407 203 Grp Volume(v), veh/h 8 26 124 94 38 24 223 419 421 16 208 217 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 1585 1781 1777 1784 1781 1777 1834 Q Serve(g_s), s 0.3 0.8 4.6 2.7 0.9 0.7 7.6 13.1 13.1 0.5 6.6 6.7 Cycle Q Clear(g_c), s 0.3 0.8 4.6 2.7 0.9 0.7 7.6 13.1 13.1 0.5 6.6 6.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.27 1.00 0.11
Lane Grp Cap(c), veh/h 56 212 180 350 521 442 234 533 535 24 323 333 V/C Ratio(X) 0.14 0.12 0.69 0.27 0.07 0.05 0.95 0.79 0.79 0.66 0.65 0.65 Avail Cap(c_a), veh/h 454 923 782 454 923 782 234 675 678 103 544 561 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 28.7 24.2 25.9 20.7 16.1 16.1 26.2 19.5 19.5 29.8 23.1 23.1 Incr Delay (d2), s/veh 1.2 0.3 4.6 0.4 0.1 0.1 45.2 4.8 4.8 26.4 2.2 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 0.2 5.8 5.4 5.4 0.4 2.7 2.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.8 24.5 30.5 21.1 16.2 16.1 71.4 24.3 24.3 56.2 25.2 25.2 LnGrp LOS CCCCBBECCECC
Approach Vol, veh/h 158 156 1063 441
Approach Delay, s/veh 29.5 19.2 34.2 26.3
Approach LOS C B C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.8 24.6 15.9 13.4 14.0 17.5 5.9 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 15.1 4.7 6.6 9.6 8.7 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 30.6
HCM 6th LOS C

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3523 Santa Fe Flores Project
N:\3523 - Santa Fe Las 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.

HCM 6th TWSC YEAR 2050 AM
3: Vern Rd & 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.

HCM 6th TWSC YEAR 2050 PM
3: Vern Rd & 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. 3-22-3523 Santa Fe Flores Project
N:\3523 - Santa Fe Las 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 03/30/2022
Santa Fe Las Flores 03/17/2022 YEAR 2050 + P AM Synchro 10 Report 3-22-3523 Page 1
Intersection
Int Delay, s/veh 732.4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 140 220 362 424 601 340
Future Vol, veh/h 140 220 362 424 601 340
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 159 250 411 482 683 386

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 2180 876 1069 0 - 0
Stage 1 876 -----
Stage 2 1304 -----
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 ~ 57 -----
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 03/30/2022
Santa Fe Las Flores 03/17/2022 YEAR 2050 + P 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 30 636 180 160 601 10 Future Volume (veh/h) 10 0 30 140 0 70 30 636 180 160 601 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 34 723 205 182 683 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 86 804 681 207 1781 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 34 723 205 182 339 355 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 25.7 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 25.7 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 86 804 681 207 884 925 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 660 0 0 199 0 177 207 912 773 207 884 925 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 29.7 33.1 19.0 13.4 31.2 11.2 11.2 Incr Delay (d2), s/veh 2.6 0.0 0.0 20.1 0.0 1.8 3.0 10.9 0.2 32.7 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 3.7 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 51.1 0.0 31.5 36.0 29.9 13.6 63.8 11.4 11.4 LnGrp LOS C A A D A C D C BEBB
Approach Vol, veh/h 45 239 962 876
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 41.0 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 27.7 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.

HCM 6th TWSC YEAR 2050 + P AM
3: Vern Rd & S. Santa Fe Ave 03/30/2022
Santa Fe Las Flores 03/17/2022 YEAR 2050 + P AM 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 771 10 23 706 10 10
Future Vol, veh/h 771 10 23 706 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 820 11 24 751 11 11

Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 831 0 1250 416
Stage 1 - - - - 826 -
Stage 2 - - - - 424 -
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 - - 797 - 165 585
Stage 1 - - - - 390 -
Stage 2 - - - - 628 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 797 - 160 585
Mov Cap-2 Maneuver - - - - 160 -
Stage 1 - - - - 390 -
Stage 2 - - - - 609 -

Approach EB WB NB
HCM Control Delay, s 0 0.3 20.7

HCM LOS C

Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 251 - - 797 -
HCM Lane V/C Ratio 0.085 - - 0.031 -
HCM Control Delay (s) 20.7 - - 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 03/30/2022
Santa Fe Las Flores 03/17/2022 YEAR 2050 + P 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) 41 630 33 60 603 40 52 10 40 150 20 50 Future Volume (veh/h) 41 630 33 60 603 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 46 700 37 67 670 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 115 949 50 125 1009 450 153 40 159 271 81 206 Arrive On Green 0.06 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 3433 181 1781 3554 1585 1781 327 1308 1781 467 1189 Grp Volume(v), veh/h 46 362 375 67 670 44 58 0 55 167 0 78 Grp Sat Flow(s),veh/h/ln 1781 1777 1838 1781 1777 1585 1781 0 1635 1781 0 1656 Q Serve(g_s), s 1.3 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 1.3 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 115 491 508 125 1009 450 153 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 233 720 744 200 1381 616 262 0 1054 371 0 1144 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 21.5 0.0 19.5 Incr Delay (d2), s/veh 2.2 2.2 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 3.6 3.8 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 20.1 20.0 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 783 781 113 245
Approach Delay, s/veh 20.4 18.6 23.7 22.6
Approach LOS C B C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 8.3 20.4 10.2 15.4 7.9 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 3.3 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 03/30/2022
Santa Fe Las Flores 03/17/2022 YEAR 2050 + P 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 31 71 10 21 92
Future Vol, veh/h 10 31 71 10 21 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 25 108

Major/Minor Minor1 Major1 Major2
Conflicting Flow All 248 90 0 0 96 0
Stage 1 90 -----
Stage 2 158 -----
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 740 968 - - 1498 -
Stage 1 934 -----
Stage 2 871 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 727 968 - - 1498 -
Mov Cap-2 Maneuver 727 -----
Stage 1 934 -----
Stage 2 855 -----

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) - - 896 1498 -
HCM Lane V/C Ratio - - 0.054 0.016 -
HCM Control Delay (s) - - 9.2 7.4 0
HCM Lane LOS - - A A A
HCM 95th %tile Q(veh) - - 0.2 0.1 -
HCM 6th Signalized Intersection Summary YEAR 2050 + P 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 + P AM Synchro 10 Report 3-22-3523 Page 6
Movement EBL EBR NBL NBT SBU SBT SBR
Lane Configurations
Traffic Volume (veh/h) 312 130 170 460 0 554 366
Future Volume (veh/h) 312 130 170 460 0 554 366
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 335 140 183 495 596 394
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 2120 1256 560
Arrive On Green 0.16 0.16 0.15 0.60 0.35 0.35
Sat Flow, veh/h 3456 2790 1781 3647 3647 1585
Grp Volume(v), veh/h 335 140 183 495 596 394
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 10.9
Cycle Q Clear(g_c), s 4.6 1.9 5.0 3.3 6.6 10.9
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 541 841 258 2120 1256 560
V/C Ratio(X) 0.62 0.17 0.71 0.23 0.47 0.70
Avail Cap(c_a), veh/h 1219 1389 349 2743 2395 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 0.0 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 475 678 990
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 36.5 14.5 12.4 24.1
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 5.3 6.6 7.0 12.9
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 03/30/2022
Santa Fe Las Flores 03/17/2022 YEAR 2050 + P 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 0 202 71 51 111 10
Future Vol, veh/h 0 202 71 51 111 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 61 134 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

HCM LOS B

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1435 - - - 656
HCM Lane V/C Ratio ---- 0.222
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 + P AM 8: N. Rancho Santa Fe Rd & Capalina Rd 03/30/2022
Santa Fe Las Flores 03/17/2022 YEAR 2050 + P 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 20 253 90 20 30 171 452 130 20 506 10 Future Volume (veh/h) 10 20 253 90 20 30 171 452 130 20 506 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 22 281 100 22 33 190 502 144 22 562 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 73 393 333 314 646 547 192 787 224 31 705 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 22 281 100 22 33 190 326 320 22 280 293 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 12.6 3.6 0.6 1.0 7.9 11.9 12.0 0.9 11.1 11.2 Cycle Q Clear(g_c), s 0.4 0.7 12.6 3.6 0.6 1.0 7.9 11.9 12.0 0.9 11.1 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 73 393 333 314 646 547 192 512 499 31 351 367 V/C Ratio(X) 0.15 0.06 0.84 0.32 0.03 0.06 0.99 0.64 0.64 0.72 0.80 0.80 Avail Cap(c_a), veh/h 372 755 640 372 755 640 192 553 538 84 445 465 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 33.1 23.0 23.1 36.3 28.4 28.4 Incr Delay (d2), s/veh 0.9 0.1 5.8 0.6 0.0 0.0 62.1 2.2 2.3 26.7 7.8 7.5 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 0.2 0.3 5.2 1.6 0.2 0.4 6.5 4.8 4.8 0.6 5.1 5.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.3 23.5 34.0 27.3 16.1 16.3 95.2 25.2 25.4 63.1 36.1 35.9 LnGrp LOS DCCCBBFCCEDD
Approach Vol, veh/h 314 155 836 595
Approach Delay, s/veh 33.3 23.4 41.2 37.0
Approach LOS CCDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.3 27.8 17.1 22.1 14.0 21.1 7.0 32.1 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 2.9 14.0 5.6 14.6 9.9 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 37.1
HCM 6th LOS D
HCM 6th TWSC YEAR 2050 + P PM
1: S. Santa Fe Ave & Smilax Rd 03/30/2022
Santa Fe Las Flores 03/17/2022 YEAR 2050 + P PM Synchro 10 Report 3-22-3523 Page 1
Intersection
Int Delay, s/veh 5260.7
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 160 342 211 791 964 250
Future Vol, veh/h 160 342 211 791 964 250
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 182 389 240 899 1095 284

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 2616 1237 1379 0 - 0
Stage 1 1237 -----
Stage 2 1379 -----
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 ~ 215 497 - - -
Stage 1 274 -----
Stage 2 234 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver ~ 1 ~ 215 497 - - -
Mov Cap-2 Maneuver ~ 1 -----
Stage 1 ~ 10 -----
Stage 2 234 -----

Approach EB NB SB
HCM Control Delay, s$ 28475.4 4 0

HCM LOS F

Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 497 - 1 215 - -
HCM Lane V/C Ratio 0.482 - 181.818 1.808 - -
HCM Control Delay (s) 18.8 0 $ 88445$ 419.4 - -
HCM Lane LOS C A F F - -
HCM 95th %tile Q(veh) 2.6 - 25.3 27.1 - -
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 03/30/2022
Santa Fe Las Flores 03/17/2022 YEAR 2050 + P 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 50 802 80 30 1136 20 Future Volume (veh/h) 10 0 20 190 0 170 50 802 80 30 1136 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 57 911 91 34 1291 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 57 911 91 34 642 672 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 33.8 2.2 1.3 20.6 20.6 Cycle Q Clear(g_c), s 1.4 0.0 0.0 8.0 0.0 8.0 2.2 33.8 2.2 1.3 20.6 20.6 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 25.5 0.1 2.1 3.5 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 0.6 0.0 0.0 7.9 0.0 7.3 1.0 17.8 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 43.0 9.6 34.1 18.2 18.0 LnGrp LOS C A A F A F C D A C B B
Approach Vol, veh/h 34 409 1059 1348
Approach Delay, s/veh 34.7 116.2 39.7 18.5
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 35.8 3.4 4.2 22.6 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 40.6
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th TWSC YEAR 2050 + P PM
3: Vern Rd & S. Santa Fe Ave 03/30/2022
Santa Fe Las Flores 03/17/2022 YEAR 2050 + P 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 1206 10 46 842 10 10
Future Vol, veh/h 1206 10 46 842 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 1283 11 49 896 11 11

Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 1294 0 1835 647
Stage 1 - - - - 1289 -
Stage 2 - - - - 546 -
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 - - 531 - 67 414
Stage 1 - - - - 222 -
Stage 2 - - - - 544 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 531 - 61 414
Mov Cap-2 Maneuver - - - - 61 -
Stage 1 - - - - 222 -
Stage 2 - - - - 494 -

Approach EB WB NB
HCM Control Delay, s 0 0.6 47.3

HCM LOS E

Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 106 - - 531 -
HCM Lane V/C Ratio 0.201 - - 0.092 -
HCM Control Delay (s) 47.3 - - 12.5 -
HCM Lane LOS E - - B -
HCM 95th %tile Q(veh) 0.7 - - 0.3 -
HCM 6th Signalized Intersection Summary YEAR 2050 + P PM 4: Las Flores Dr & S. Santa Fe Ave 03/30/2022
Santa Fe Las Flores 03/17/2022 YEAR 2050 + P 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) 66 1074 92 40 730 90 54 10 30 60 10 40 Future Volume (veh/h) 66 1074 92 40 730 90 54 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 73 1193 102 44 811 100 60 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 148 1236 106 93 1223 546 151 51 153 181 41 166 Arrive On Green 0.08 0.37 0.37 0.05 0.34 0.34 0.08 0.12 0.12 0.10 0.13 0.13 Sat Flow, veh/h 1781 3313 283 1781 3554 1585 1781 412 1236 1781 327 1308 Grp Volume(v), veh/h 73 639 656 44 811 100 60 0 44 67 0 55 Grp Sat Flow(s),veh/h/ln 1781 1777 1819 1781 1777 1585 1781 0 1648 1781 0 1635 Q Serve(g_s), s 2.3 20.7 20.8 1.4 11.4 2.6 1.9 0.0 1.4 2.1 0.0 1.8 Cycle Q Clear(g_c), s 2.3 20.7 20.8 1.4 11.4 2.6 1.9 0.0 1.4 2.1 0.0 1.8 Prop In Lane 1.00 0.16 1.00 1.00 1.00 0.75 1.00 0.80
Lane Grp Cap(c), veh/h 148 663 679 93 1223 546 151 0 204 181 0 207 V/C Ratio(X) 0.49 0.96 0.97 0.47 0.66 0.18 0.40 0.00 0.22 0.37 0.00 0.27 Avail Cap(c_a), veh/h 215 663 679 184 1272 567 242 0 978 341 0 1040 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 18.1 18.1 27.1 16.4 13.5 25.5 0.0 23.3 24.7 0.0 23.3 Incr Delay (d2), s/veh 2.6 26.1 26.4 3.7 1.2 0.2 1.7 0.0 0.5 1.3 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 1.0 11.5 11.8 0.6 4.0 0.9 0.8 0.0 0.6 0.9 0.0 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.4 44.2 44.5 30.8 17.7 13.7 27.2 0.0 23.8 26.0 0.0 23.9 LnGrp LOS CDDCBBCACCAC
Approach Vol, veh/h 1368 955 104 122
Approach Delay, s/veh 43.5 17.9 25.8 25.1
Approach LOS D B C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.6 27.4 10.5 13.5 9.3 25.7 10.7 13.3 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 22.8 3.9 3.8 4.3 13.4 4.1 3.4 Green Ext Time (p_c), s 0.0 0.0 0.0 0.3 0.0 3.2 0.1 0.2 Intersection Summary
HCM 6th Ctrl Delay 32.3
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 PM
5: Las Flores Dr & Hollencrest Rd 03/30/2022
Santa Fe Las Flores 03/17/2022 YEAR 2050 + P 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 22 82 10 41 111
Future Vol, veh/h 10 22 82 10 41 111
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 26 96 12 48 131

Major/Minor Minor1 Major1 Major2
Conflicting Flow All 329 102 0 0 108 0
Stage 1 102 -----
Stage 2 227 -----
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 665 953 - - 1483 -
Stage 1 922 -----
Stage 2 811 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 642 953 - - 1483 -
Mov Cap-2 Maneuver 642 -----
Stage 1 922 -----
Stage 2 783 -----

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) - - 828 1483 -
HCM Lane V/C Ratio - - 0.045 0.033 -
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 + P 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 + P PM Synchro 10 Report 3-22-3523 Page 6
Movement EBL EBR NBL NBT SBU SBT SBR
Lane Configurations
Traffic Volume (veh/h) 465 490 230 524 0 992 272
Future Volume (veh/h) 465 490 230 524 0 992 272
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 500 527 247 563 1067 292
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 2158 1386 618
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 500 527 247 563 1067 292
Grp Sat Flow(s),veh/h/ln 1728 1395 1781 1777 1777 1585
Q Serve(g_s), s 9.2 10.4 9.5 5.1 18.1 9.5
Cycle Q Clear(g_c), s 9.2 10.4 9.5 5.1 18.1 9.5
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 727 991 258 2158 1386 618
V/C Ratio(X) 0.69 0.53 0.96 0.26 0.77 0.47
Avail Cap(c_a), veh/h 901 1131 258 2158 1770 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 25.2 17.7 29.3 6.3 18.4 15.8
Incr Delay (d2), s/veh 1.6 0.4 44.3 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 26.8 18.1 73.6 6.4 20.0 16.3
LnGrp LOS C B E A B B
Approach Vol, veh/h 1027 810 1359
Approach Delay, s/veh 22.4 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 20.1
Green Ext Time (p_c), s 3.8 2.2 0.0 6.9
Intersection Summary
HCM 6th Ctrl Delay 22.2
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 + P PM
7: Capalina Rd & Hollencrest Rd 03/30/2022
Santa Fe Las Flores 03/17/2022 YEAR 2050 + P PM Synchro 10 Report 3-22-3523 Page 7
Intersection
Int Delay, s/veh 1.4
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 111 172 92 41 10
Future Vol, veh/h 0 111 172 92 41 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 0 134 207 111 49 12

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 318 0 - 0 397 263
Stage 1 - - - - 263 -
Stage 2 - - - - 134 -
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 1242 - - - 608 776
Stage 1 - - - - 781 -
Stage 2 - - - - 892 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1242 - - - 608 776
Mov Cap-2 Maneuver - - - - 608 -
Stage 1 - - - - 781 -
Stage 2 - - - - 892 -

Approach EB WB SB
HCM Control Delay, s 0 0 11.3

HCM LOS B

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1242 - - - 635
HCM Lane V/C Ratio ---- 0.097
HCM Control Delay (s) 0 - - - 11.3
HCM Lane LOS A - - - B
HCM 95th %tile Q(veh) 0 - - - 0.3
HCM 6th Signalized Intersection Summary YEAR 2050 + P PM 8: N. Rancho Santa Fe Rd & Capalina Rd 03/30/2022
Santa Fe Las Flores 03/17/2022 YEAR 2050 + P 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 30 122 90 40 30 214 865 110 20 482 30 Future Volume (veh/h) 10 30 122 90 40 30 214 865 110 20 482 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 33 136 100 44 33 238 961 122 22 536 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 74 224 190 336 499 423 212 1060 135 31 792 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 3172 403 1781 3401 209 Grp Volume(v), veh/h 11 33 136 100 44 33 238 538 545 22 280 289 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 5.6 3.3 1.2 1.1 8.0 19.5 19.5 0.8 9.6 9.7 Cycle Q Clear(g_c), s 0.4 1.1 5.6 3.3 1.2 1.1 8.0 19.5 19.5 0.8 9.6 9.7 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 74 224 190 336 499 423 212 594 601 31 414 427 V/C Ratio(X) 0.15 0.15 0.72 0.30 0.09 0.08 1.13 0.91 0.91 0.70 0.68 0.68 Avail Cap(c_a), veh/h 410 833 706 410 833 706 212 609 617 93 491 506 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 31.1 26.6 28.5 23.5 18.5 18.5 29.7 21.4 21.4 32.9 23.5 23.5 Incr Delay (d2), s/veh 0.9 0.3 5.0 0.5 0.1 0.1 99.6 17.0 17.0 25.0 2.9 2.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.5 2.3 1.4 0.5 0.4 9.0 9.8 10.0 0.6 4.0 4.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.1 26.9 33.5 24.0 18.6 18.6 129.2 38.5 38.4 57.9 26.4 26.4 LnGrp LOS CCCCBBFDDECC
Approach Vol, veh/h 180 177 1321 591
Approach Delay, s/veh 32.2 21.6 54.8 27.6
Approach LOS CCDC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.2 28.9 16.7 14.6 14.0 22.1 6.8 24.5 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 21.5 5.3 7.6 10.0 11.7 2.4 3.2 Green Ext Time (p_c), s 0.0 1.0 0.2 0.6 0.0 1.8 0.0 0.3 Intersection Summary
HCM 6th Ctrl Delay 43.3
HCM 6th LOS D

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3523 Santa Fe Flores Project
N:\3523 - Santa Fe Las Flores\Report\Appendices\Appendix Cover Pages.docx

APPENDIX J

SIGHT DISTANCE EXHIBIT

San Marcos City CouncilFebruary 28, 2023

San Marcos City Council
February 28, 2023