> D.1b Appendices to the Final Initial Study/Mitigated Negative Declaration for the Santa Fe Flores, LP Project (ND22-008) — San Marcos City Council, May 26, 2026 (part 3 of 3)

 Access and utility easements; including evaluation of the adequacy of existing easements, and the need for new easements.

SOURCE OF WATER, PROPOSED FACILITIES, AND EASEMENTS
The proposed Project lies completely within the District’s 837 Pressure Zone, which is supplied by gravity from the 20.0 million gallon (mg) Pechstein Reservoir and multiple pressure regulating stations. Figures 1 through 3 show the development’s location, existing water infrastructure within the vicinity of the development, and the proposed facilities.

The site is currently vacant and undeveloped; however, 2972 S. Santa Fe Avenue is served by a 5/8-inch domestic meter (account #3745-0261) on the southern side of the parcel that is connected to the District’s 10-inch pipeline within S. Santa Fe Avenue. In addition, 2982 S. Santa Fe Avenue is served by a 1-inch domestic meter (account #3745-0265) and a 1-inch irrigation meter (account #3745-0139) on the eastern side of the parcel which are both connected to the District’s 10 -inch pipeline within N. Las Flores Drive. The Developer proposes to remove the two domestic services while keeping the irrigation service. Based on the utility site plan provided by the Developer, new domestic water service and fire service (size to be determined) lines would connect to the District’s 10-inch pipeline within S. Santa Fe Avenue. The fire service would supply two private on-site fire hydrants. An extension of the public water system is not considered necessary to allow a connection point for the new services.

The proposed Project lies within the District’s Blanket Easement BF59 and Specific Easement SW24. Since an extension of the public water system is not necessary, the District does not need any access and utility easements for the Project. However, the District will require being signatory on any mapping for the Project.

WATER FLOW PROJECTIONS AND DESIGN CRITERIA
The existing zoning designations by the City of San Marcos’s General Plan are commercial for 2972 S. Santa Fe Avenue and light industrial for 2982 S. Santa Fe Avenue. The District’s 2018 Potable Water Master Plan (Master Plan) based its water demand planning on these approved land uses. The Project developer proposes to build 54 multi-family residential townhomes on 2.23 acres, which equates to approximately 24 dwelling units per acre. In order to accommodate this dwelling unit density, the developer is proposing a General Plan Amendment to modify the property’s land use to Multi-Family Residential.

Based on the unit demand factor of 3,650 gallons per day (gpd)/acre developed in the Master Plan for multi-family residential land use and site size of 2.23 acres, the projected average annual water demand for the Project is 8,140 gpd.

The Master Plan outlines the District’s water system design criteria, which are as follows:

Peaking Factors
 Maximum day demands: 200% of average annual demands  Peak hour demands: 300% of average annual demands
S. Santa Fe & Las Flores Water Supply Study
January 25, 2022

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System Pressure
 Peak hour demand conditions: 40 pounds per s quare inch (psi) minimum  Maximum day demand plus fire flow: 20 psi minimum
 Static: 150 psi maximum

Fire Flow
 The City of San Marcos Fire Marshal has set the required fire demand at 1,500 gallons per minute (gpm) for the Project.

Pipeline Fluid Velocity
 Peak hour demand conditions: 8 f eet per second (fps) maximum  Maximum day demand plus fire flow: 16 fps maximum

Pipeline Diameter
 Short dead-end, no hydrants: 4- inch diameter minimum  Feeding hydrants: 8- inch diameter minimum

HYDRAULIC ANALYSES
A hydraulic analysis was performed on the District’s distribution system with the Project’s proposed w ater demands on the District’s 10 -inch pipeline within S. Santa Fe Avenue. The analysis was carried out using the District’s InfoWater® v12.4 water distribution computer model.

The modeled pressure results are summarized in the table below.

Hydraulic Modeling Results
Node Location Elevation
(ft)
Static
Pressure
(psi)
Peak Hour
Pressure
(psi)
Max Day +
FF Pressure
(psi)*
S. Santa Fe Water
Main South of Project 492.3 149 110 N/A
Proposed Fire Hydrant
#1 in Project 495.5 148 N/A 80**
Proposed Fire Hydrant
#2 in Project 528.0 134 N/A 60**

*Simulated fire flows are within the distribution system water mains, analyses do not represent actual flow available through a fire hydrant assembly or fire sprinkler system. **Maximum day plus fire flow pressure results for the private infrastructure within the limits of the development assumes a 15 -psi headloss through the reduced pressure detector assembly (RPDA) and an 8-inch private fire service pipeline.

No existing system deficiencies were identified in any pipe segments in the vicinity of the development during any scenario. Results from the analysis show that th e required fire flow S. Santa Fe & Las Flores Water Supply Study
January 25, 2022

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demand of 1,500 gpm can be met at both of the proposed private fire hydrant s within the development.

The District makes no guarantee that the available fire flow and pressures are presently available, nor guarantee that the flow and pressure will be available in the future due to continued growth that places additional demands for water on the water distribution system. Availability of flow and pressure is also subject to shutdowns and variations required by the operation of the District’s distribution system.

ONCLUSION AND CONDITIONS
The Project is proposing a General Plan Amendment to modify the property’s land use to Multi- Family Residential. Based on the unit demand factor of 3,650 gpd/acre for multi-family residential development and site size of 2.23 acres, the projected average annual water demand for the Project is 8,140 gpd.

The Study did not identify any existing system deficiencies within the Project limits or in the vicinity of the development during peak hour demand or maximum day plus fire flow demand scenarios. The following improvements were assum ed to be constructed as part of this development:
 Installation of a water service and master meter sized to accommodate the development, and connected to the District’s 10-inch main in S. Santa Fe Avenue. The site is currently served by a 5/8-inch domestic meter and a 1-inch domestic meter, both of which will be removed.
 Installation of an RPDA and fire service connected to the District’s main in S. Santa Fe Avenue.
 Installation of an 8- inch minimum private fire system sized to serve the 54 multi-family residential units.

S. Santa Fe & Las Flores Water Supply Study
January 25, 2022

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S. Santa Fe & Las Flores Water Supply Study
January 25, 2022

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S. Santa Fe & Las Flores Water Supply Study
January 25, 2022

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Initial Study/Checklist and Mitigated Negative Declaration Santa Fe Flores, LP Project

APPENDIX I
Noise Analysis

Noise Analysis for the
Santa Fe Flores Project
San Marcos, California

Prepared for

Santa Fe Flores, LP
P.O. Box 903
Rancho Santa Fe, CA 92067
Contact: Paul Mayer

Prepared by

RECON Environmental, Inc.
3111 Camino del Rio North, Suite 600
San Diego, CA 92108
P 619.308.9333

RECON Number 9865
March 28, 2022

Jessica Fleming
Environmental Specialist
Noise, Air Quality, Greenhouse Gas

Noise Analysis
Santa Fe Flores Project
i

TABLE OF CONTENTS
Acronyms and Abbreviations ................................ ................................ ................................ ................ iii Executive Summary ................................ ................................ ................................ ................................ ...1

1.0 Introduction ................................ ................................ ................................ ................................ .. 2

1.1 Project Description ............................................................................................................................ 2

1.2 Fundamentals of Noise .................................................................................................................... 6

2.0 Applicable Noise Standards ................................ ................................ ................................ ...... 7

2.1 General Plan ......................................................................................................................................... 7

2.2 Municipal Code ................................................................................................................................... 8

2.3 California Green Building Standards Code – Environmental Comfort ............................. 9

3.0 Existing Conditions ................................ ................................ ................................ ...................... 9

4.0 Analysis Methodology ................................ ................................ ................................ .............. 10

4.1 Construction Noise Analysis ......................................................................................................... 12

4.2 Traffic Noise Analysis ...................................................................................................................... 13

4.3 On-site Generated Noise Analysis .............................................................................................. 15

5.0 Future Acoustical Environment and Impacts................................ ................................ ....... 16

5.1 Construction Noise .......................................................................................................................... 16

5.2 Traffic Noise ....................................................................................................................................... 17

5.3 On-site Generated Noise ............................................................................................................... 21

6.0 Conclusions ................................ ................................ ................................ ................................ . 23

6.1 Construction Noise .......................................................................................................................... 23

6.2 Traffic Noise ....................................................................................................................................... 23

6.3 On-site Generated Noise ............................................................................................................... 24

7.0 References Cited ................................ ................................ ................................ ....................... 24

FIGURES
1: Regional Location ............................................................................................................................................. 3 2: Project Location on Aerial Photograph ..................................................................................................... 4 3: Site Plan ................................................................................................................................................................ 5 4: Noise Measurement Locations .................................................................................................................... 11 5: Construction Noise Contours ...................................................................................................................... 18 6: Vehicle and Rail Traffic Noise Contours .................................................................................................. 19 7: HVAC Noise Contours .................................................................................................................................. 22 Noise Analysis
Santa Fe Flores Project
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TABLE OF CONTENTS (cont.)
TABLES
1: Interior and Exterior Noise Guidelines ....................................................................................................... 8 2: Municipal Code Property Line Noise Standards ..................................................................................... 9 3: Noise Measurements ..................................................................................................................................... 10 4: 15-minute Traffic Counts .............................................................................................................................. 10 5: Typical Construction Equipment Noise Levels ...................................................................................... 12 6: Modeled Vehicle Traffic Parameters ......................................................................................................... 14 7: Modeled Sprinter Trains ............................................................................................................................... 14 8: Future Vehicle Traffic Parameters .............................................................................................................. 15 9: Construction Noise Levels ............................................................................................................................ 16 10: Future Vehicle and Rail Traffic Noise Levels ........................................................................................... 17 11: Traffic Noise Level with and without Project and Ambient Noise Increases .............................. 20 12: HVAC Noise Levels at Adjacent Properties ........................................................................................... 23

ATTACHMENTS
1: Noise Measurement Data
2: HVAC Specifications
3: SoundPLAN Data – Construction Noise
4: SoundPLAN Data – On-site Traffic and Rail Noise
5: FHWA RD-77-108 – Off-site Traffic Noise
6: SoundPLAN Data – On-site Generated Noise
Noise Analysis
Santa Fe Flores Project
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Acronyms and Abbreviations
ADT average daily traffic
CALGreen California Green Building Standards
Caltrans California Department of Transportation
CCR California Code of Regulations
City City of San Marcos
CNEL community noise equivalent level
dB decibel
dB(A) A-weighted decibel
FHWA Federal Highway Administration
HVAC heating, ventilating, and air conditioning
L90 noise level exceeded 90 percent of the time
Leq one-hour equivalent noise level
Lmax maximum noise level
LOS Level of Service
Lpw sound power level
project Santa Fe Flores Project

Noise Analysis
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Executive Summary
The Santa Fe Flores Project (project) is located in the city of San Marcos at 2972 and 2982 South Santa Fe Avenue adjacent to Las Flores Drive. The 2.5 -acre project site has been previously graded and is undeveloped, and is currently designated Commercial and Light Industrial in the City of San Marcos (City) General Plan and zoned as Commercial and Light Industrial. The project would require a General Plan Amendment and Rezone to Multi-family Residential to allow the development of 50 multi-family residential units.

This report discusses potential noise impacts from the construction and operation of the project. As part of this assessment, noise levels due to vehicle traffic were calculated and evaluated against City noise and land use compatibility guidelines. In addition to compatibility, the potential for noise to impact adjacent uses from future on-site sources and construction activity was assessed. A summary of the findings is provided below.

Construction Noise
Construction activity is regulated by the City Municipal Code, which limits noise by restricting construction activities to hours unlikely to impact the community. Noise associated with the grading, building, and paving for the project would potentially result in short -term impacts to surrounding residential properties. Construction noise levels would range from 57 to 74 A-weighted decibels equivalent noise level [dB(A) Leq] at the adjacent properties. Construction activities would generally occur over the period between 7:00 a.m. and 6:00 p.m. on weekdays. Although the existing adjacent uses would be exposed to construction noise levels that may be heard above ambient conditions, the exposure would be temporary and would not exceed 75 dB(A) L eq. As construction activities associated with the project would comply with Section 10.24.020 (b)(9) of the City Municipal Code , temporary increases in noise levels from construction activities would be less than significant.

Traffic Noise
The additional vehicle trips associated with the project would increase noise levels on nearby roadways. A noise increase of 3 dB or more would be considered significant because 3 dB is the level at which an increase in noise is perceptible to a person. However, the project would not generate enough trips to result in a direct or cumulative noise increase of more than 3 dB. Therefore, the project would result in less than significant direct and cumulative impacts related to traffic noise.

The main source of noise at the project site is vehicle traffic on South Santa Fe Avenue and Las Flores Drive as well as Sprinters on the adjacent rail line. Exterior noise levels were modeled at the project site to determine compatibility with City standards. The applicable standards for multi-family uses are an exterior noise level of 65 community noise equivalent level (CNEL) and an interior noise level of 45 CNEL. The project’s exterior useable spaces include the patios and the open play lawn, tot lot, and seating areas on the western side of the proposed buildings . As calc ulated in this analysis, exterior noise levels are projected to range from 45 to 63 CNEL at the outdoor use areas and building Noise Analysis
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façade. Noise levels would be compatible with the City’s exterior multi-family noise level standard of 65 CNEL. Exterior noise impacts would be less than significant.

The interior noise level standard is 45 CNEL. Interior noise levels can be reduced through standard construction techniques. When windows are closed, standard construction techniques provide various exterior-to-interior noise level reductions depending on the type of structure and window.

Standard light-frame construction would reduce exterior to interior noise levels by at least 20 dB (Federal Highway Administration 2011). Therefore, interior noise levels would be 43 CNEL or less, and are not projected to exceed the interior noise level standard of 45 CNEL. Interior noise impacts would be less than significant.

On-site Generated Noise
The noise sources on the project site after completion of construction are anticipated to be those that would be typical of any residential use, such as vehicles arriving and leaving, children at play, and landscape maintenance machinery. None of these noise sources are ant icipated to violate the Municipal Code. Rooftop heating, ventilating, and air conditioning noise levels were modeled at the property line adjacent properties. As calculated in this analysis, HVAC noise levels would range from 33 to 44 dB(A) Leq at the adjacent properties. Noise levels would not exceed the applicable Noise Ordinance limits at the property lines.

1.0 Introduction

1.1 Project Description
The Santa Fe Flores Project (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 217-161-1900. Figure 1 shows the regional location. The 2.5 -acre project site has been previously graded and is undeveloped, and is currently designated Commercial and Light Industrial in the City of San Marcos (City) General Plan and zoned as Commercial and Light Industrial. Figure 2 shows an aerial photograph of the project site and vicinity.

The project would require a General Plan Amendment and Rezone to Multi -family Residential to allow the development of 50 multi -family residential units in one building that would be three to four stories in height. The project would also include a 1,000 -square-foot roof deck for fitness and leisure, a 1,170-square-foot ground floor leasing and amenity center, and 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. Figure 3 shows the proposed site plan.

FIGURE 1
Regional Location
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CAMP PENDLETON

MARINE CO BASE
Daley Ranch
Los Penasquitos
Canyon Presv
Mission Tr ails
Regional Park
Cleveland
NF
Lake Wohlford
Batiquitos Lagoon
Lake Hodges
San Vicente
Reservoir
Sweetwater
Reservoir
S a n t a Y s a b e l C r e e k
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Jamul Indian
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San Pasqual Reservation
Rincon
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La Jolla
Reservation
Barona
Reservation
Valley Center
Bostonia
Casa de
Oro-Mount
Helix
Crest
Fairbanks Ranch
Granite Hills
Hidden
Meadows
Jamul
Lake
San Marcos
Lakeside
La Presa
Ramona
Rancho
San Diego
Rancho
Santa Fe
Spring Valley
Winter Gardens
UV163
UV78
UV56
UV76
UV75
UV54
UV125
UV67
UV94
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S A N D I E G O

C O U N T Y
Carlsbad
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Coronado
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El Cajon
Encinitas
Escondido
La Mesa
Lemon
Grove
National City
Oceanside
Poway
San Diego
San Marcos
Santee
Solana
Beach
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USMC AIR

STATION

MIRAMAR

CAMP PENDLETON

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Carlsbad
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El Cajon
Encinitas
Escondido
La Mesa
Lemon
Grove
National City
Oceanside
Poway
San Diego
San Marcos
Santee
Solana
Beach
Vista
0 5Miles [
M:\JOBS5\9865\common_gis\fig1.mxd 03/08/2022 bma
LOS

ANGELES

ORANGE RIVERSIDE

SAN BERNARDINO

SAN DIEGO
MEXICO
Project Locationkj
FIGURE 2
Project Location on Aerial Photograph

S SANTA FE AVE

LAS FLORES DR

VIALAVENTA

N LAS FLORES DR

NORMAN STRASSE
RD

DE LEONE RD

S SANTA FE AVE

LAS FLORES DR

VIALAVENTA

N LAS FLORES DR

NORMAN STRASSE
RD

DE LEONE RD
Image Source: NearMap (flown January 2022)
0 200Feet [
Project Boundary
M:\JOBS5\9865\common_gis\fig2_air.mxd 03/23/2022 bma M:\JOBS5\9865\air\graphics\ﬁg3.afdesign 03/23/22 bma
Map Source: Pasco Laret Suiter & Associates
FIGURE 3
Site Plan
0 40 Feet
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1.2 Fundamentals of Noise
Sound levels are described in units called the decibel (dB). Decibels are measured on a logarithmic scale that quantifies sound intensity in a manner similar to the Richter scale used for earthquake magnitudes. Thus, a doubling of the energy of a noise source, such as doubling of traffic volume, would increase the noise level by 3 dB; a halving of the energy would result in a 3 dB decrease.

However, human perception of noise has no simple correlation with acoustical energy. A change in noise levels is generally perceived as follows: 3 A -weighted dB [dB(A)] barely perceptible, 5 dB(A) readily perceptible, and 10 dB(A) perceived as a doubling or halving of noise (California Department of Transportation 2013).

In technical terms, sound levels are described as either a “sound power level” or a “sound pressure level,” which while commonly confused, are two distinct characteristics of sound. Both share the same unit of measure, the dB. However, sound power, expressed as L pw, is the energy converted into sound
by the source. As sound energy travels through the air, it creates a sound wave that exerts pressure on receivers such as an eardrum or microphone, the sound pressure level. Sound measurement instruments only measure sound pressure, and limits used in standards are generally sound pressure levels.

The human ear is not equally sensitive to all fr equencies within the sound spectrum. To accommodate this phenomenon, the A -scale, which approximates the frequency response of the average young ear when listening to most ordinary everyday sounds, was devised. When people make relative judgments of the lo udness or annoyance of a sound, their judgments correlate well with the A-scale sound levels of those sounds. Therefore, the “A -weighted” noise scale is used for measurements and standards involving the human perception of noise. Noise levels using A-weighted measurements are designated with the notation dB(A).

1.2.1 Descriptors
The impact of noise is not a function of loudness alone. The time of day when noise occurs and the duration of the noise are also important. In addition, most noise that lasts for more than a few seconds is variable in its intensity. Consequently, a variety of noise descriptors has been developed.

The noise descriptors used for this study are the equivalent noise level (L eq) and the community noise
equivalent level (CNEL). The Leq is the equivalent steady-state noise level in a stated period of time that is calculated by averaging the acoustic energy over a time period; when no period is specified, a 1-hour period is assumed.

The CNEL is a 24 -hour equivalent sound level. The CNEL cal culation applies an additional 5 dB(A) penalty to noise occurring during evening hours, between 7:00 p.m. and 10:00 p.m., and a 10 dB(A) penalty is added to noise occurring during the night, between 10:00 p.m. and 7:00 a.m. These increases for certain times are intended to account for the added sensitivity of humans to noise during the evening and night.

Noise Analysis
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1.2.2 Propagation
Sound from a localized source (approximating a “point” source) radiates uniformly outward as it travels away from the source in a spherical pattern, known as geometric spreading. The sound level decreases or drops off at a rate of 6 dB(A) for each doubling of the distance.

Traffic noise is not a single, stationary point source of sound. The movement of vehicles makes the source of the sound appear to emanate from a line (line source) rather than a point when viewed over some time interval. The drop-off rate for a line source is 3 dB(A) for each doubling of distance.

The propagation of noise is also affected by the intervening ground, kno wn as ground absorption.

A hard site (such as parking lots or smooth bodies of water) receives no additional ground attenuation, and the changes in noise levels with distance (drop -off rate) are simply the geometric spreading of the source. A soft site (such as soft dirt, grass, or scattered bushes and trees) provides an additional ground attenuation value of 1.5 dB(A) per doubling of distance. Thus, a point source over a soft site would drop off at 7.5 dB(A) per doubling of distance.

2.0 Applicable Noise Standards

2.1 General Plan
The Noise Element of the City General Plan provides land use compatibility guidelines to ensure that new developments are sited, designed, and constructed in such a manner that ambient noise levels would not create an unacceptable noise environment for the occupants and patrons of the new development. Table 1 provides the interior and exterior noise guidelines for various types of uses and developments.

The project proposes multi-family residential uses. As shown in Table 1, the applicable standards for multi-family uses are an exterior noise level of 65 CNEL and an interior noise level of 45 CNEL. The exterior noise level standard is applicable at the proposed exterior use areas. For the proposed project, this includes patios and the open play lawn, tot lot, and seating areas on the western side of the proposed buildings.

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Table 1
Interior and Exterior Noise Guidelines
Land Use
Maximum Noise Level
(CNEL)
Interior1 Exterior2,3
Residential – single-family, mobile homes, or age-restricted housing 45 60 Residential – multi-family residences or mixed use 45 65 Lodging – hotels, motels 45 65
Schools, churches, hospitals, residential care facility, childcare facilities 50 65 Passive recreational parks, nature preserves, contemplative spaces, cemeteries -- 65 Active parks, golf courses, athletic fields, outdoor spectator sports, water recreation -- 65 Office/professional, government, medical/dental, commercial, retail, laboratories 50 65 Industrial, manufacturing, utilities, agriculture, mining, stables, ranching, warehouse, maintenance/repair -- 65
SOURCE: City of San Marcos General Plan Update, Noise Element 2013.

CNEL = community noise equivalent level.
1Applies only to interior habitable rooms.
2Exterior noise standard does not apply for land uses where no exterior use area is proposed or necessary, such as a library.
3For single-family detached dwelling units, “exterior noise level” is defined as the noise level measured at an outdoor living area that adjoins and is on the same lot as the dwelling.

2.2 Municipal Code

2.2.1 Title 10, Chapter 10.24 – Construction
Section 10.24.020 (b)(9) of the City Municipal Code identifies permissible hours for general construction activities. Excluding City holidays, construction may occur weekdays from 7:00 a.m. to 6:00 p.m. or Saturdays from 8:00 a.m. to 5:00 p.m. Grading is often the loudest phase of construction.

Section 17.32.180 restricts grading and earthworks activities to between the hours of 7:00 a.m. and 4:30 p.m., Monday through Friday.

2.2.2 Title 20 – Zoning Ordinance
City Municipal Code Title 20 – Zoning Ordinance contains General Development Standards.

Performance standards in Section 20.300.070 (f) set restrictions on noise levels by zoning. No person shall create or allow the creation of exterior noise that causes the noise level to exceed the noise standards shown in Table 2.

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Table 2
Municipal Code Property Line Noise Standards
Zone Time
Allowable Property
Line Noise Level
[dB(A) Leq]
Single-Family Residential (A, R-1, R-2) 7:00 a.m. to 10:00 p.m. 10:00 p.m. to 7:00 a.m.
60 50
Multi-Family Residential (R-3) 7:00 a.m. to 10:00 p.m.
10:00 p.m. to 7:00 a.m.
65 55
Commercial (C, O-P, SR) 7:00 a.m. to 10:00 p.m.
10:00 p.m. to 7:00 a.m.
65 55
Industrial 7:00 a.m. to 10:00 p.m.
10:00 p.m. to 7:00 a.m.
65 60
SOURCE: Section 20.300.070(f) Table 20.300-4, San Marcos Municipal Code Title 20 – Zoning Code dB(A) Leq = A-weighted decibels equivalent noise level

The project site is surrounded by single-family residential uses to the northeast and southeast, multi- family residential uses to the east, a mobile home park to the south, a commercial use to the southwest, and industrial uses to the west and north.

2.3 California Green Building Standards Code –
Environmental Comfort
Interior noise levels for habitable rooms are regulated also by Title 24 of the California Code of Regulations (CCR) California Noise Insulation Standards. Title 24, Chapter 12, Section 1206.4, of the 2019 California Building Code requires that interior noise levels attributable to exterior sources not exceed 45 CNEL in any habitable room (C CR 2019). A habitable room is a room used for living, sleeping, eating, or cooking. Bathrooms, closets, hallways, utility spaces, and similar areas are not considered habitable rooms for this regulation (24 CCR, Chapter 12, Section 1206.4 2019).

3.0 Existing Conditions
Existing noise levels in the vicinity of the project site were measured on March 22, 2022, using one Larson-Davis Model LxT, Type 1 Integrating Sound Level Meter, serial number 3895. The following parameters were used:

Filter: A-weighted
Response: Slow
Interval Period 1 minute
Time History Period: 5 seconds
The meter was calibrated before and after each measurement. The meter was set 5 feet above the ground level for each measurement.

Noise measurements were taken to obtain typical ambient noise levels at the project site and in the vicinity. The weather was sunny and warm. Two 15-minute measurements were taken, as described Noise Analysis
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below. The measurement locations are shown on Figure 4, and detailed data is contained in Attachment 1.

Measurement 1 was located near the southern project boundary, 50 feet north of S outh Sante Fe Avenue. Noise levels were measured for 15 minutes. The main noise source at this loca tion was vehicle traffic on South Santa Fe Avenue. Vehicle traffic on South Sante Fe Avenue was counted during the measurement period. The average measured noise level was 63.2 dB(A) Leq.

Measurement 2 was located near the eastern project boundary, approximately 50 feet west of Las Flores Drive. Noise levels were measured for 15 minutes. The main noise source at this location was vehicle traffic on Las Flores Drive. Secondary sources of noise included vehicle traffic on South Santa Fe Avenue. Vehicle traffic on Las Flores Drive was counted during the measurement period. The average measured noise level was 57.5dB(A) L
eq.

Noise measurements are summarized in Table 3. Traffic counts conducted during Measurements 1 and 2 are summarized in Table 4.

Table 3
Noise Measurements
Measurement Location Time Main Noise Source Leq
1 50 Feet North of
S. Santa Fe Avenue 1:34 p.m. – 1:49 p.m. Vehicle Traffic on S. Santa Fe Avenue 63.2
2 50 feet west of
Las Flores Drive 1:55 p.m. – 2:10 p.m. Vehicle traffic on Las Flores Drive 57.5
L90 = Noise level exceeded 90 percent of the time.

NOTE: Noise measurement data is contained in Attachment 1.

Table 4
15-minute Traffic Counts
Measurement Roadway Direction Autos
Medium
Trucks
Heavy
Trucks Buses Motorcycles
1 S. Santa Fe
Avenue
Eastbound 78 8 0 5 0
Westbound 71 4 1 2 0
2 Las Flores Drive Northbound 13 0 0 0 0
Southbound 11 0 0 0 0

4.0 Analysis Methodology
Noise level predictions and contour mapping were developed using noise modeling software, SoundPlan Essential, version 4.1 (Navcon Engineering 2018). SoundPLAN calculates noise propagation based on the International Organization for Standardization method (ISO 9613- 2 – Acoustics, Attenuation of Sound during Propagation Outdoors). The model calculates noise levels at selected receiver locations using input parameter estimates such as total noise generated by each noise source; distances between sources, barr iers, and receivers; and shielding provided by intervening terrain, barriers, and structures. The model outputs can be developed as noise level contour maps or noise levels at specific receivers. In all cases, receivers were modeled at 5 feet above ground elevation, which represents the average height of the human ear.

FIGURE 4
Noise Measurement Locations
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S SANTA FE AVE

LAS FLORES DR

VIALAVENTA

N LAS FLORES DR

NORMAN STRASSE
RD

DE LEONE RD
1 2
!(
!(

S SANTA FE AVE

LAS FLORES DR

VIALAVENTA

N LAS FLORES DR

NORMAN STRASSE
RD

DE LEONE RD
1 2
Image Source: NearMap (flown January 2022)
0 200Feet [Project Boundary
!( Noise Measurement Location
M:\JOBS5\9865\common_gis\fig4_nos.mxd 03/24/2022 bma Noise Analysis
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4.1 Construction Noise Analysis
Project construction noise would be generated by diesel engine-driven construction equipment used for site preparatio n and grading, building construction, loading, unloading, and placing materials and paving. Diesel engine-driven trucks also would bring materials to the site and remove the soils from excavation.

Construction equipment with a diesel engine typically generates maximum noise levels from 70 to 95 dB(A) Leq at a distance of 50 feet (Federal Highway Administration [FHWA] 2006 and 2008, Federal Transit Authority 2006). During construction, equipment moves to different locations and goes through varying load cyc les, and there are breaks for the operators and for nonequipment tasks, such as measurement. Table 5 summarizes typical construction equipment noise levels and duty cycles.

Table 5
Typical Construction Equipment Noise Levels
Equipment
Noise Level at 50 Feet
[dB(A) Leq] Typical Duty Cycle
Auger Drill Rig 85 20%
Backhoe 80 40%
Blasting 94 1%
Chain Saw 85 20%
Clam Shovel 93 20%
Compactor (ground) 80 20%
Compressor (air) 80 40%
Concrete Mixer Truck 85 40%
Concrete Pump 82 20%
Concrete Saw 90 20%
Crane (mobile or stationary) 85 20%
Dozer 85 40%
Dump Truck 84 40%
Excavator 85 40%
Front End Loader 80 40%
Generator (25 kilovolt amps or less) 70 50%
Generator (more than 25 kilovolt amps) 82 50%
Grader 85 40%
Hydra Break Ram 90 10%
Impact Pile Driver (diesel or drop) 95 20%
In situ Soil Sampling Rig 84 20%
Jackhammer 85 20%
Mounted Impact Hammer (hoe ram) 90 20%
Paver 85 50%
Pneumatic Tools 85 50%
Pumps 77 50%
Rock Drill 85 20%
Roller 74 40%
Scraper 85 40%
Tractor 84 40%
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Table 5
Typical Construction Equipment Noise Levels
Equipment
Noise Level at 50 Feet
[dB(A) Leq] Typical Duty Cycle
Vacuum Excavator (vac-truck) 85 40%
Vibratory Concrete Mixer 80 20%
Vibratory Pile Driver 95 20%
SOURCE: Federal Highway Administration 2006 and 2008; Federal Transit Authority 2006. dB(A) Leq = A-weighted decibels average noise level

Construction equipment would generate maximum noise levels between 7 0 and 95 dB(A) L max at 50 feet from the source when in operation. During excavation, grading, and paving operations, equipment moves to different locations and goes through varying load cycles, and there are breaks for the operators and for nonequipment tasks, such as measur ement. Average construction noise levels were calculated for the simultaneous operation of three common pieces of construction equipment: dozer, excavator, and loader. The usage factors were applied to the maximum noise level at 50 feet for each piece of equipment, and then noise levels were added logarithmically. Hourly average noise levels would be approximately 85 dB(A) L
eq at 50 feet from the center of construction
activity when assessing three pieces of common construction equipment working simultaneously.

4.2 Traffic Noise Analysis

4.2.1 On-Site Traffic and Rail Noise
The SoundPLAN program uses the FHWA Traffic Noise Model algorithms and reference levels to calculate noise levels at selected receiver locations. The model uses various input parameters, such as projected hourly average traffic rates; vehicle mix, distribution, and speed; roadway lengths and gradients; distances between sources, barriers, and receivers; and shielding provided by intervening terrain, barriers, and structures. Receivers, roa dways, and barriers were input into the model using three-dimensional coordinates. The locations of future buildings were obtained from project plans and drawings.

The main source of traffic noise at the project site is vehicle traffic on South Santa Fe Avenue and Las Flores Drive as well as Sprinters on the adjacent rail line. Future year 205 with project traffic volumes for South Santa Fe Avenue were obtained from the Traffic Impact Analysis prepared for the project (Linscott, Law and Greenspan, Engineers 2022). Future year 2050 traffic volumes for Las Flores Drive were obtained from San Diego Association of Governments (SANDAG) Series 14 traffic projections (SANDAG 2022). A vehicle classification mix of 9 3.0 percent automobiles, 3.0 percent medium trucks, 2.0 percent heavy trucks, 1.0 percent buses, and 1.0 percent motorcycles was modeled. Based on the field traffic counts, this classification mix is conservative.

Table 6 summarizes the traffic volumes and vehicle classification mixes for the modeled roadways.

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Table 6
Modeled Vehicle Traffic Parameters
Roadway Segment
Year 2050
Average
Daily Traffic Speed
Vehicle Mix
(percent)
Autos
Medium
Trucks
Heavy
Trucks Buses Motorcycles
S. Santa Fe
Avenue
Vern Road to Las Flores
Drive 22,500 45 93 3 2 1 1
Las Flores Drive to N.

Rancho Santa Fe Road 21,450 45 93 3 2 1 1
Las Flores
Drive
South of S. Santa Fe
Avenue 2,600 25 93 3 2 1 1
North of S. Santa Fe
Avenue 1,600 25 93 3 2 1 1

The project site is also located approximately 150 feet southwest of the Sprinter rail line. The Sprinter is a light rail commuter train operated by the North County Transit District. The east- west Sprinter rail spans 22 miles from Oceanside to Escondido. The Palomar College Station is the closest Sprinter station to the project site. The number of daytime, evening, and nighttime Sprinter trains was obtained from published schedules and is summarized in Table 7.

Table 7
Modeled Sprinter Trains
Direction
Daytime
7:00 a.m. – 7:00 p.m.

Evening
7:00 p.m. – 10:00 p.m.

Nighttime
10:00 p.m. – 7:00 a.m.

Eastbound 88 17 22
Westbound 88 15 21
Total 176 32 43

4.2.2 Off-site Traffic Noise
Off-site traffic noise was modeled using the FHWA Traffic Noise Prediction Model algorithms and reference levels. Traffic noise levels were calculated at 50 feet from the centerline of the affected roadways to determine the noise level increase associated with the project. The model uses various input parameters, such as traffic volumes; vehicle mix, distribution, and speed.

The roadways included in the traffic impact analysis are South Santa Fe Avenue, Hollencrest Road, and North Rancho Santa Fe Road . Traffic noise levels were calculated based on the total average daily traffic volumes on each roadway segment. For modeling purposes, “hard” ground conditions were used for the analysis of future conditions, since a majority of the project area is paved and the hard site provides the most conservative impact assessment.

Existing (year 2022), near term (year 2025), and future (year 2050) traffic volumes with and without the project were obtained from the project traffic impact analysis (Linscott, Law, and Greenspan Engineers 2022). Table 8 summarizes the future traffic volumes for the area roadway segments.

Modeled noise levels do not account for shielding provided by intervening barriers and structures.

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Table 8
Future Vehicle Traffic Parameters
Roadway Segment
Average Daily Traffic
Speed
(mph)
Year
2022
Year
2022 +
Project
Year
2025
Year
2025 +
Project
Year
2050
Year
2050 +
Project
S. Santa Fe Avenue
Similax Road to Bosstick Boulevard 14,850 14,940 15,610 15,700 22,200 22,290 45 Bosstick Boulevard to Vern Road 16,660 16,750 17,510 17,600 22,200 22,290 45 Vern Road to Las Flores Drive 16,660 16,960 17,510 17,810 22,200 22,500 45 Las Flores Drive to N. Rancho Santa Fe Road 14,600 14,750 15,340 15,490 21,300 21,450 45 N. Rancho Santa Fe Road to N. Pacific Street 13,500 13,560 14,190 14,250 24,400 24,460 40 Hollencrest Road
De Leone Road to Hollenbeck Road 560 590 590 620 830 860 25 N. Rancho Santa Fe Avenue
S. Santa Fe Avenue to Capalina Road 11,730 11,820 12,330 12,420 16,800 16,890 40 mph = miles per hour
SOURCE: Linscott, Law and Greenspan, Engineers, Inc. 2022.

4.3 On-site Generated Noise Analysis
On-site noise sources on the project site after completion of construction are anticipated to be those that would be typical of any multi-family use, such as vehicles arriving and leaving, children at play, and landscape maintenance machinery. None of thes e noise sources are anticipated to violate the City Municipal Code or result in a substantial permanent increase in existing noise levels. However, the project would include rooftop heating, ventilation, and air conditioning (HVAC) equipment. Noise levels due to HVAC equipment were modeled and compared to City limits (see Table 2).

The HVAC equipment would be located on the roof with screened walls. It is not known at this time which manufacturer, brand, or model of unit or units will be selected for use in the project. For the purposes of this analysis, to determine what general noise levels the HVAC units would generate, it was assumed that the rooftop units would be similar to a Carrier unit with a sound power level of 75 dB(A). Noise specifications are contained in Attachment 2. All units were modeled at full capacity during the daytime and nighttime hours.

Noise levels due to on -site sources were modeled using SoundPLAN. The SoundPLAN program models noise propagation following the International Organization for Standardization method ISO 9613-2 – Acoustics, Attenuation of Sound during Propagation Outdoors . The model calculates noise levels at selected receiver locations using input parameter estimates such as total noise generated by each noise source; distances between sources, barriers, and receivers; and shielding provided by intervening structures.

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5.0 Future Acoustical Environment and Impacts

5.1 Construction Noise
Noise associated with the grading, building, and paving for the project would potent ially result in short-term impacts to surrounding residential properties. There are residential uses located northeast, east, southeast, and south of the project site. A variety of noise -generating equipment would be used during the construction phase of the project, such as excavators, backhoes, front-end loaders, and concrete saws, along with others. The exact number and pieces of construction equipment required are not known at this time. As discussed, average construction noise levels were calculated. Based on this analysis, hourly average noise levels would be approximately 85 dB(A) Leq at 50 feet from the center of construction activity when assessing three pieces of common construction equipment working simultaneously. Construction noise is considered a point source and would attenuate at approximately 6 dB(A) for every doubling of distance. To reflect the nature of grading and construction activities, equipment w as modeled as an area source distributed over the project footprint. Noise levels were modeled at a series of 18 receivers located at the adjacent uses. The results are summarized in Table 9. Modeled receiver locations and construction noise contours are shown in Figure 5. SoundPLAN data is contained in Attachment 3.

Table 9
Construction Noise Levels
Receiver Land Use
Noise Level
[dB(A) Leq]
1 Single-Family Residential 59
2 Single-Family Residential 61
3 Single-Family Residential 61
4 Single-Family Residential 61
5 Single-Family Residential 59
6 Multi-Family Residential 57
7 Multi-Family Residential 58
8 Multi-Family Residential 68
9 Multi-Family Residential 70
10 Single-Family Residential 63
11 Mobile Home Park 66
12 Mobile Home Park 65
13 Mobile Home Park 61
14 Mobile Home Park 59
15 Commercial 72
16 Industrial 65
17 Industrial 66
18 Industrial 74
dB(A) Leq = A-weighted decibels equivalent noise level

As shown, construction noise levels would range from 57 to 74 dB(A) L eq at the adjacent uses. The
City’s Municipal Code does not place noise limit restrictions on construction activities, however, other jurisdictions commonly apply a noise level limit of 75 dB(A) Leq at residential uses. Construction noise levels would not exceed 75 dB(A) L eq. Construction activities would generally occur over the period between 7:00 a.m. and 6:00 p.m. on weekdays. Although the existing adjacent uses would be exposed Noise Analysis
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to construction noise levels that may be heard above ambient conditions, the exposure would be temporary and would not exceed 75 dB(A) Leq. As construction activities associated with the project would comply with the time limits established in Section 10.24.020 (b)(9) of the City Municipal Code, temporary increases in noise levels from construction activities would be less than significant.

5.2 Traffic Noise

5.2.1 On-site Traffic and Rail Noise
On-site traffic and rail noise contours were developed using the SoundPLAN program. Noise level contours were modeled at the first-floor level. These contours take into account shielding provided by the proposed building and grading. Future vehicle traffic noise-level contours are shown in Figure

6. SoundPLAN data are contained in Attachment 4.

As discussed in Section 2.1, the exterior noise level standard for multi-family uses is 65 CNEL. This standard is applicable at exterior use areas which include the patios and the open play lawn, tot lot, and seating areas on the western side of the proposed buildings. . The interior noise level standard is 45 CNEL. To refine the noise analysis and determine noise levels at exterior use areas and the building façade, exterior noise levels were calculated at a series of first- through fourth-floor specific receiver locations at the outdoor use areas and around the proposed building. Modeled receiver locations are shown in Figure 6. Table 10 summarizes the projected future noise levels at the 20 modeled receivers.

Table 10
Future Vehicle and Rail Traffic Noise Levels
Receiver
Exterior Noise Level (CNEL)
First-Floor Second-Floor Third-Floor Fourth-Floor
1 54 56 57 58
2 51 54 56 57
3 54 56 57 58
4 52 55 56 57
5 47 53 55 56
6 48 53 55 56
7 45 51 57 58
8 47 55 57 58
9 50 56 58 59
10 55 57 58 60
11 58 62 63 63
12 57 60 61 62
13 51 57 60 61
14 55 60 61 61
15 53 59 60 61
16 52 56 60 60
17 51 55 59 60
18 51 54 57 59
19 49 54 55 56
20 50 54 55 56
CNEL = community noise equivalent level
FIGURE 5
Construction Noise Contours
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S SANTA FE AVE

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VIALAVENTA

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NORMAN STRASSE
RD

DE LEONE RD
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5 6
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13 14
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LAS FLORES DR

VIALAVENTA

N LAS FLORES DR

NORMAN STRASSE
RD

DE LEONE RD
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
Image Source: NearMap (flown January 2022)
0 200Feet [Project Boundary
!( Receivers
Construction Noise
60 dB(A) Leq
65 dB(A) Leq
70 dB(A) Leq
75 dB(A) Leq
M:\JOBS5\9865\common_gis\fig5_nos.mxd 03/24/2022 bma FIGURE 6
Future Vehicle and Rail
Traffic Noise Contours
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S SANTA FE AVE

LAS FLORES DR

VIALAVENTA

N LAS FLORES DR

NORMAN STRASSE
RD

DE LEONE RD
1 23
4 5
6 7
8 9
10 11
12 13
14 15
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18 19
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S SANTA FE AVE

LAS FLORES DR

VIALAVENTA

N LAS FLORES DR

NORMAN STRASSE
RD

DE LEONE RD
1 23
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
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Image Source: NearMap (flown January 2022)
0 200Feet [Project Boundary
!( Receivers
Site Plan
Vehicle and Rail Traffic Noise
50 CNEL
55 CNEL
60 CNEL
65 CNEL
70 CNEL
M:\JOBS5\9865\common_gis\fig6_nos.mxd 03/24/2022 bma Noise Analysis
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As shown, exterior noise levels are projected to range from 45 to 63 CNEL at the outdoor use areas and building façade. Noise levels would be compatible with the City’s exterior multi-family noise level standard of 65 CNEL. Exterior noise impacts would be less than significant.

Standard light-frame construction would reduce exterior to interior noise levels by at least 20 dB (FHWA 2011). Therefore, interior noise levels would be 43 CNEL or less, and are not projected to exceed the interior noise level standard of 45 CNEL. Interior noise impacts would be less than significant.

5.2.2 Off-site Traffic Noise
The pro ject would increase traffic volumes on local roadways. However, the project would not substantially alter the vehicle classifications mix on local or regional roadways, nor would the project alter the speed on an existing roadway or create a new roadway. T hus, the primary factor affecting off-site noise levels would be increased traffic volumes. While changes in noise levels would occur along any roadway where project-related traffic occurs, for noise assessment purposes, noise level increases are assumed to be greatest nearest the project site, as this location would represent the greatest concentration of project -related traffic. Traffic noise increases attributable to the project were assessed against a significance threshold of 3 dB, which is the level at which an increase in noise is considered to be barely perceptible (Caltrans 2013).

Table 11 presents a conservative assessment of traffic noise levels based on the existing (year 2022), near term (year 2025), and future (year 2050) noise levels without and with the project. Table 11 also summarizes the direct and cumulative traffic noise level increases due to the project. Noise level calculations are contained in Attachment 5.

Table 11
Traffic Noise Level with and without Project and Ambient Noise Increases (CNEL)
Roadway Segment
Year 2022 Year 2025 Year 2050 Cumulative
Increase
Over
Existing
No
Project Project Increase
No
Project Project Increase
No
Project Project Increase
S. Santa Fe Avenue
Similax Road to Bosstick
Boulevard

71.3 71.3 0.0 71.5 71.5 0.0 73.0 73.1 0.1 1.8
Bosstick Boulevard to
Vern Road

71.8 71.8 0.0 72.0 72.0 0.0 73.0 73.1 0.1 1.3
Vern Road to Las Flores
Drive

71.8 71.9 0.1 72.0 72.1 0.1 73.0 73.1 0.1 1.3
Las Flores Drive to N.

Rancho Santa Fe Road

71.2 71.3 0.1 71.4 71.5 0.1 72.9 72.9 0.0 1.7
N. Rancho Santa Fe
Road to N. Pacific Street

69.8 69.8 0.0 70.0 70.0 0.0 72.3 72.3 0.0 2.5
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52.7 53.0 0.3 53.0 53.2 0.2 54.4 54.6 0.2 1.9
N. Rancho Santa Fe
Avenue

S. Santa Fe Avenue to
Capalina Road

69.1 69.2 0.1 69.4 69.4 0.0 70.7 70.7 0.0 1.6
Note: Increase calculations may vary due to independent rounding.

As shown, the project would not result in a direct or cumulative noise increase of more than 3 dB.

Therefore, the project would result in less than significant direct and cumulative impacts related to traffic noise.

5.3 On-site Generated Noise
The primary noise sources on-site would be HVAC equipment. Rooftop HVAC equipment that would have the potential to produce noise in excess of City limits (see Table 2). Using the on -site noise source parameters discussed in Section 4.3, noise levels were modeled at a series of 18 receivers located at the adjacent properties. The rooftop mechanical equipment would be screened with a six- foot wall . Noise generated by HVAC equipment would occur on an intermittent basis, primarily during the day and evening hours and less frequently during the nighttime hours. For a worst-case analysis, it was assumed that the HVAC units would operate at maximum capacity during the daytime and nighttime hours.

Modeled receivers and the locations of the HVAC units are shown in Figure 7. Modeled data is included in Attachment 6. Future projected noise levels are summarized in Table 12.

As shown, HVAC noise levels would range from 33 to 44 dB(A) Leq. Noise levels would not exceed the applicable Noise Ordinance limits at the property lines and impacts related to on-site generated noise would be less than significant.

FIGURE 7
HVAC Noise Contours
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LAS FLORES DR

VIALAVENTA

N LAS FLORES DR

NORMAN STRASSE
RD

DE LEONE RD
1 2
3 4
5 6
7 8
9 10
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13 14
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S p r i n t e r R a i l L i n e
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LAS FLORES DR

VIALAVENTA

N LAS FLORES DR

NORMAN STRASSE
RD

DE LEONE RD
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
S p r i n t e r R a i l L i n e
Image Source: NearMap (flown January 2022)
0 200Feet [Project Boundary
!( Receivers
") HVAC
Site Plan
HVAC Noise
35 dB(A) Leq
40 dB(A) Leq
45 dB(A) Leq
M:\JOBS5\9865\common_gis\fig7_nos.mxd 03/24/2022 bma Noise Analysis
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Table 12
HVAC Noise Levels at Adjacent Properties
Receiver Land Use
Noise Level
[dB(A) Leq]
Noise Ordinance Limit
Daytime/Nighttime
[dB(A) Leq]
1 Single Family Residential 34 60/50
2 Single Family Residential 36 60/50
3 Single Family Residential 36 60/50
4 Single-Family Residential 35 60/50
5 Single-Family Residential 34 60/50
6 Multi-Family Residential 33 65/55
7 Multi-Family Residential 33 65/55
8 Multi-Family Residential 38 65/55
9 Multi-Family Residential 37 65/55
10 Single-Family Residential 35 60/50
11 Mobile Home Park 37 65/55
12 Mobile Home Park 39 65/55
13 Mobile Home Park 38 65/55
14 Mobile Home Park 37 65/55
15 Commercial 41 60/55
16 Industrial 43 65/60
17 Industrial 43 65/60
18 Industrial 44 65/60
dB(A) Leq = A-weighted decibels equivalent noise level

6.0 Conclusions

6.1 Construction Noise
As shown in Table 9, construction noise levels would range from 57 to 74 dB(A) Leq at the adjacent property lines. The City’s Municipal Code does not place noise limit restrictions on construction activities, however, other jurisdictions commonly apply a noise level limit of 75 dB(A) Leq at residential uses. Construction activities would generally occur over the period between 7:00 a.m. and 6:00 p.m. on weekdays. Although the existing adjacent uses would be exposed to construction noise levels that may be heard above ambient conditions, the exposure would be temporary and would not exceed 75 dB(A) L
eq. As construction activities associated with the project would comply with the time limits established in Section 10.24.020 (b)(9) of the City Municipal Code, temporary increases in noise levels from construction activities would be less than significant.

6.2 Traffic Noise

6.2.1 On-site Traffic and Rail Noise
The main source of noise at the project site is vehicle traffic on South Santa Fe Avenue and Las Flores Drive as well as Sprinters on the adjacent rail line. The exterior noise level standard for multi-family Noise Analysis
Santa Fe Flores Project

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uses is 65 CNEL. This standard is applicable at exterior use areas which include the patios and the open play lawn, tot lot, and seating areas on the western side of the proposed buildings . As shown in Table 10, exterior noise levels are projected to range from 45 to 63 CNEL at the outdoor use areas and building façade. Noise levels would be compatible with the City’s exterior multi-family noise level standard of 65 CNEL. Exterior noise impacts would be less than significant.

6.2.2 Off-site Traffic Noise
The additional vehicle trips associated with the project would increase noise levels on nearby roadways. A noise increase of 3 dB or more would be considered significant because 3 dB is the level at which an increase in noise is perceptible to a person. As shown in Table 11, the project would not result in a direct or cumulative noise increase of more than 3 dB. Therefore, the project would result in less than significant direct and cumulative impact related to traffic noise.

6.3 On-site Generated Noise
The noise sources on the project site after completion of construction a re anticipated to be those that would be typical of any residential use, such as vehicles arriving and leaving, children at play, and landscape maintenance machinery. None of these noise sources are anticipated to violate the City Municipal Code. Rooftop HVAC noise levels were modeled at the adjacent properties. As shown in Table 12, HVAC noise levels would range from 33 to 44 dB(A) Leq. Noise levels would not exceed the applicable Noise Ordinance limits at the property lines.

7.0 References Cited
California Code of Regulations
2019 2019 California Building Code, California Code of Regulations, Title 24, Chapter 12 Interior Environment, Section 1206, Sound Transmission. http://www.bsc.ca.gov/codes.aspx.

California Department of Transportation (Caltrans)
2013 Technical Noise Supplement. November.

Federal Highway Administration (FHWA)
2006 Roadway Construction Noise Model. FHWA-HEP-05-054, SOT-VNTSC-FHWA-05-01. Final Report. January 2006.

2008 Roadway Construction Noise Mode, V1.1. Washington, DC.

Noise Analysis
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2011 Highway Traffic Noise: Analysis and Abatement Guidance. FHWA-HEP-10-025. December 2011.

Federal Transit Administration (FTA)
2006 Transit Noise and Vibration Impact Assessment. Washington, DC. May.

Linscott, Law, and Greenspan, Engineers, Inc. (LLG)
2022 Existing, Year 2025, and Year 2050 Forecasted Traffic Volumes and Trip Generation Data emailed to RECON by Amelia Giacalone, Senior Transportation Planner, on March 21, 2022.

Navcon Engineering, Inc.
2018 SoundPLAN Essential version 4.1.

San Diego Association of Governments (SANDAG)
2022 Transportation Forecast Information Center. Year 2050 Traffic Volumes. Accessed at https://tfic.sandag.org/ on March 23, 2022.

San Marcos, City of
2013 City of San Marcos General Plan Update, Noise Element.

Noise Analysis
Santa Fe Flores Project

ATTACHMENTS

Noise Analysis
Santa Fe Flores Project

ATTACHMENT 1
Noise Measurement Data

9865 Santa Fe Flores
Noise Measurement Data
Summary
Start 2022/03/22 13:34:51
Stop 2022/03/22 13:49:56
Duration 0:15:04.7
Run Time 0:15:02.6
Pause 0:00:02.1
Pre Calibration 2022/03/22 13:33:32
Post Calibration None
Calibration Deviation ---
Overall Settings
RMS Weight A Weighting
Peak Weight A Weighting
Detector Slow
Preamp PRMLxT1
Microphone Correction Off
Integration Method Linear
Overload 144.6 dB
A C Z
Under Range Peak 100.6 97.6 102.6 dB
Under Range Limit 37.8 37.4 44.5 dB
Noise Floor 28.6 28.3 35.3 dB
Results
LAeq 63.2 dB
LAE 92.8 dB
EA 210.368 µPa²h
EA8 6.712 mPa²h
EA40 33.562 mPa²h
LApeak (max) 2022/03/22 13:37:15 101.8 dB
LASmax 2022/03/22 13:39:26 74.7 dB
LASmin 2022/03/22 13:46:59 51.6 dB
SEA -99.9 dB
LAS > 60.0 dB (Exceedence Counts / Duration) 31 563.6 s LAS > 70.0 dB (Exceedence Counts / Duration) 6 27.3 s
LApeak > 135.0 dB (Exceedence Counts / Duration) 0 0.0 s LApeak > 137.0 dB (Exceedence Counts / Duration) 0 0.0 s LApeak > 140.0 dB (Exceedence Counts / Duration) 0 0.0 s LCeq 75.2 dB
LAeq 63.2 dB
LCeq - LAeq 12.0 dB
LAIeq 65.0 dB
LAeq 63.2 dB
LAIeq - LAeq 1.8 dB
# Overloads 0
Overload Duration 0.0 s
Dose Settings
Dose Name OSHA-1 OSHA-2
Exch. Rate 5 5 dB
Threshold
90 80 dB
Criterion Level 90 90 dB
Criterion Duration 8 8 h
Results
Dose -99.9 -99.9 %
Projected Dose -99.9 -99.9 %
TWA (Projected) -99.9 -99.9 dB
TWA (t) -99.9 -99.9 dB
Lep (t) 48.2 48.2 dB
Statistics
LAS5.00 68.6 dB
LAS10.00 66.6 dB
LAS33.30 62.9 dB
LAS50.00 60.5 dB
LAS66.60 58.4 dB
LAS90.00 55.0 dB
Measurement 1
9865 Santa Fe Flores
Noise Measurement Data
Summary
Start 2022/03/22 13:55:50
Stop 2022/03/22 14:10:51
Duration 0:15:00.5
Run Time 0:15:00.5
Pause 0:00:00.0
Pre Calibration 2022/03/22 13:33:30
Post Calibration None
Calibration Deviation ---
Overall Settings
RMS Weight A Weighting
Peak Weight A Weighting
Detector Slow
Preamp PRMLxT1
Microphone Correction Off
Integration Method Linear
Overload 144.6 dB
A C Z
Under Range Peak 100.6 97.6 102.6 dB
Under Range Limit 37.8 37.4 44.5 dB
Noise Floor 28.6 28.3 35.3 dB
Results
LAeq 57.5 dB
LAE 87.0 dB
EA 55.989 µPa²h
EA8 1.791 mPa²h
EA40 8.953 mPa²h
LApeak (max) 2022/03/22 14:03:57 102.3 dB
LASmax 2022/03/22 14:09:26 66.5 dB
LASmin 2022/03/22 14:03:45 49.9 dB
SEA -99.9 dB
LAS > 60.0 dB (Exceedence Counts / Duration) 19 185.3 s LAS > 70.0 dB (Exceedence Counts / Duration) 0 0.0 s
LApeak > 135.0 dB (Exceedence Counts / Duration) 0 0.0 s LApeak > 137.0 dB (Exceedence Counts / Duration) 0 0.0 s LApeak > 140.0 dB (Exceedence Counts / Duration) 0 0.0 s LCeq 66.1 dB
LAeq 57.5 dB
LCeq - LAeq 8.6 dB
LAIeq 59.3 dB
LAeq 57.5 dB
LAIeq - LAeq 1.8 dB
# Overloads 0
Overload Duration 0.0 s
Dose Settings
Dose Name OSHA-1 OSHA-2
Exch. Rate 5 5 dB
Threshold
90 80 dB
Criterion Level 90 90 dB
Criterion Duration 8 8 h
Results
Dose -99.9 -99.9 %
Projected Dose -99.9 -99.9 %
TWA (Projected) -99.9 -99.9 dB
TWA (t) -99.9 -99.9 dB
Lep (t) 42.4 42.4 dB
Statistics
LAS5.00 61.7 dB
LAS10.00 60.6 dB
LAS33.30 57.6 dB
LAS50.00 56.1 dB
LAS66.60 54.4 dB
LAS90.00 52.7 dB
Measurement 2
Noise Analysis
Santa Fe Flores Project

ATTACHMENT 2
HVAC Specifications

1 50VG - - -A
Performancet 16 SEER 2 - - -Stage Packaged
Air Conditioner System with Puron R (R - - -410A)
Refrigerant
Single and Three Phase
2t o5N o m i n a lT o n s( S i z e s2 4 - - - 6 0 )
Product Data
A09033
Fig. 1 - - Unit 50VG- -A
Single- -Packaged Products with Energy- -Saving Features and PuronR refrigerant.

S 15.0- -16.0 SEER / 12.0- -12.5 EER
S Factory- -Installed TXV
S Multi- -speed ECM Blower Motor - - Standard
S Sound levels as low as 72dBA
S Two Stages of Cooling
S Dehumidification Feature

FEATURES/BENEFITS
One- -piece cooling unit with optional electric heater, low sound levels, easy installation, low maintenance, and dependable performance.

Puron Environmentally Sound Refrigerant is Carrier’s unique refrigerant designed to help protect the environment. Puron is an HFC refrigerant which does not contain chlorine that can harm the ozone layer. Puron refrigerant is in service in millions of systems proving highly reliable, environmentally sound performance.

Easy Installation
Factory- -assembled package is a compact, fully self- -contained, electric cooling unit that is prewired, pre- -piped, and pre- -charged for minimum installation expense. These units are available in a variety of standard cooling sizes with voltage options to meet residential and light commercial requirements. Units are lightweight and install easily on a rooftop or at ground level. The high tech composite base eliminates rust problems associated with ground level applications.

Innovative Unit Base Design
On the inside a high- -tech composite material will not rust and incorporates a sloped drain pan which improves drainage and helps inhibit mold, algae and bacterial growth. On the outside metal base rails provide added stability as well as easier handling and rigging.

Convertible duct configuration
Unit is designed for use in either downflow or horizontal applications. Each unit is converted from horizontal to downflow and includes horizontal duct covers. Downflow operation is provided in the field to allow vertical ductwork connections. The basepan seals on the bottom openings to ensure a positive seal in the vertical airflow mode.

Efficient operation High- -efficiency design offers SEER (Seasonal Energy Efficiency Ratios) of up to 16.0. (See page 4.) Durable, dependable components
Scroll Compressors have 2 stages of cooling and are designed for high efficiency. Each compressor is hermetically sealed against contamination to help promote longer life and dependable operation. Each compressor also has vibration isolation to provide quieter operation. All compressors have internal high pressure and overcurrent protection.

Multi- -speed ECM Blower Motor is standard on all 50VG- -A.

Direct- -drive PSC (Permanent Split Capacitor) condenser- -fan motors are designed to help reduce energy consumption and provide for cooing operation down to 40 _F( 4 . 4_C) outdoor temperature. Motormaster r II low ambient kit is available as a field- -installed accessory.

Thermostatic Expansion Valve - - A hard shutoff, balance port TXV maintains a constant superheat at the evaporator exit (cooling cycle) resulting in higher overall system efficiency.

Refrigerant system is designed to provide dependability. Liquid filter driers are used to promote clean, unrestricted operation. Each unit leaves the factory with a full refrigerant charge. Refrigerant service connections make checking operating pressures easier.

High and Low Pressure Switches provide added reliability for the compressor.

Indoor and Outdoor coils are computer- -designed for optimum heat transfer and efficiency. The indoor coil is fabricated from copper tube and aluminum fins and is located inside the unit for protection against damage. The outdoor coil is internally mounted on the top tier of the unit.

Low sound ratings ensure a quiet indoor and outdoor
environment with sound ratings as low as 72dBA. (See Page 4.) Easy to service cabinets provide easy 3 panel accessibility to serviceable com ponents during maintenance and installation. The basepan with integrated drain pan provides easy ground level installation with a mounting pad. A nesting feature ensures a positive basepan to roof curb seal when the unit is roof m ounted. A convenient 3/4- -in. (19.05 mm) wide perimeter flange makes frame mounting on a rooftop easy.
4 AHRI* CAPACITIES
Cooling Capacities and Efficiencies
Unit Model
50VG-A
Nominal
To n s
Standard CFM
(High / Low Stage)
Net Cooling
Capacities - Btuh
(High Stage)
EER @A** SEER†
24 2 800 / 600 23000 12.0 15.0
30 2-1/2 1000 / 750 29000 12.0 15.0
36 3 1200 / 900 35400 12.5 16.0
42 3-1/2 1400 / 1050 42000 12.5 16.0
48 4 1600 / 1200 47500 12.3 16.0
60 5 1750 / 1200 57000 12.3 16.0
LEGEND
d B ---Sound Levels (decibels)
db—Dry Bulb
SEER—Seasonal Energy Efficiency Ratio
wb—Wet Bulb
COP - - -Coefficient of Performance
* Air Conditioning, Heating & Refrigeration Institute.
**At “A ” conditions - - -80_F (26.7_C) indoor db/67 _F (19.4_C) indoor wb & 95_F( 3 5_C) outdoor db.
{ Rated in accordance with U.S. Government DOE Department of Energy) test procedures and/or AHRI Standards 210/240.

Notes:

1. Ratings are net values, reflecting the effects of circulating fan heat.

Ratings are based on:

Cooling Standard: 80F (26.7_C) db, 67 F wb (19.4_ C ) i n d o o r e n t e r i n g --- a i r temperature and 95 Fd b( 3 5_C) outdoor entering - - -air temperature.

2. Before purchasing this appliance, read important energy cost and effi- ciency information available from AHRIdirectory.org.

A- -WEIGHTED SOUND POWER LEVEL (dBA)
Model 50VG-A Sound Ratings
(dBA)
TYPICAL OCTAVE BAND SPECTRUM (dBA without tone adjustment) 125 250 500 1000 2000 4000 8000
24 73 60.0 62.5 68.5 68.5 64.0 60.0 53.0
30 77 57.5 67.0 73.5 72.0 67.0 61.0 52.5
36 73 62.5 65.5 67.5 68.0 65.5 60.0 52.5
42 73 60.5 63.5 68.0 68.0 66.0 60.5 53.0
48 72 60.0 63.5 66.0 67.0 63.5 58.5 49.5
60 75 69.0 67.0 69.0 68.0 65.0 61.5 54.0
NOTE: Tested in accordance with AHRI Standard 270 (not listed in AHRI). 50VG -- A
Noise Analysis
Santa Fe Flores Project

ATTACHMENT 3
SoundPLAN Data – Construction Noise

9865 Santa Fe Flores
SoundPLAN Data - Construction
Level
Source name Reference Leq1 Cwall CI CT
dB(A) dB(A) dB(A) dB(A)
Construction Lw/unit 116.3 - - -
Corrections
Construction
9865 Santa Fe Flores
SoundPLAN Data - Construction
Noise
No. X Y Height Level
(meters) dB(A)
1 481468.23 3668972.47 182.38 58.9
2 481477.03 3668933.16 185.26 60.9
3 481491.51 3668901.09 186.46 61.4
4 481513.24 3668863.85 186.82 60.5
5 481534.96 3668832.30 186.16 59.2
6 481452.72 3668803.33 161.69 56.8
7 481417.03 3668787.30 160.02 58.2
8 481389.61 3668758.33 159.09 67.7
9 481373.58 3668720.06 157.61 70.1
10 481348.75 3668660.57 154.54 63.4
11 481317.72 3668679.71 153.92 66.4
12 481280.47 3668693.16 153.14 64.9
13 481232.89 3668717.47 152.07 61.3
14 481185.82 3668741.78 151.46 58.7
15 481304.72 3668755.81 153.73 72.3
16 481288.85 3668803.43 156.64 65.3
17 481306.71 3668845.77 157.91 66.3
18 481370.21 3668885.46 167.46 74.2
Coordinates
(meters)
Receivers
Noise Analysis
Santa Fe Flores Project
ATTACHMENT 4
SoundPLAN Data – On-site Traffic and Rail Noise

9865 Santa Fe Flores
SoundPLAN Data - Vehicle and Rail
Traffic values Control Constr. Affect. Gradient
Station ADT Vehicles type Vehicle name day evening night Speed device Speed veh. Road surface Min / Max km Veh/24h Veh/h Veh/h Veh/h km/h km/h % %
Santa Fe Avenue Traffic direction: In entry direction 0+000 21447 Total - 1376 715 310 - none - - Average (of DGAC and PCC) 2.407407407 0+000 21447 Automobiles - 1280 665 288 72 none - - Average (of DGAC and PCC) 2.407407407 0+000 21447 Medium trucks - 41 21 9 72 none - - Average (of DGAC and PCC) 2.407407407 0+000 21447 Heavy trucks - 28 14 6 72 none - - Average (of DGAC and PCC) 2.407407407 0+000 21447 Buses - 14 7 3 72 none - - Average (of DGAC and PCC) 2.407407407 0+000 21447 Motorcycles - 14 7 3 72 none - - Average (of DGAC and PCC) 2.407407407 0+000 21447 Auxiliary vehicle - - - - - none - - Average (of DGAC and PCC) 2.407407407 0+426 22503 Total - 1444 750 325 - none - - Average (of DGAC and PCC) -2.923076923 0+426 22503 Automobiles - 1343 698 302 72 none - - Average (of DGAC and PCC) -2.923076923 0+426 22503 Medium trucks - 43 23 10 72 none - - Average (of DGAC and PCC) -2.923076923 0+426 22503 Heavy trucks - 29 15 7 72 none - - Average (of DGAC and PCC) -2.923076923 0+426 22503 Buses - 14 8 3 72 none - - Average (of DGAC and PCC) -2.923076923 0+426 22503 Motorcycles - 14 8 3 72 none - - Average (of DGAC and PCC) -2.923076923 0+426 22503 Auxiliary vehicle - - - - - none - - Average (of DGAC and PCC) -2.923076923 0+985 - - - - - -
Las Flores Drive Traffic direction: In entry direction 0+000 2607 Total - 167 87 38 - none - - Average (of DGAC and PCC) 1.75 0+000 2607 Automobiles - 155 81 35 40 none - - Average (of DGAC and PCC) 1.75 0+000 2607 Medium trucks - 5 3 1 40 none - - Average (of DGAC and PCC) 1.75 0+000 2607 Heavy trucks - 3 2 1 40 none - - Average (of DGAC and PCC) 1.75 0+000 2607 Buses - 2 1 0 40 none - - Average (of DGAC and PCC) 1.75 0+000 2607 Motorcycles - 2 1 0 40 none - - Average (of DGAC and PCC) 1.75 0+000 2607 Auxiliary vehicle - - - - - none - - Average (of DGAC and PCC) 1.75 0+221 1602 Total - 103 53 23 - none - - Average (of DGAC and PCC) -0.010362694 0+221 1602 Automobiles - 96 49 21 40 none - - Average (of DGAC and PCC) -0.010362694 0+221 1602 Medium trucks - 3 2 1 40 none - - Average (of DGAC and PCC) -0.010362694 0+221 1602 Heavy trucks - 2 1 0 40 none - - Average (of DGAC and PCC) -0.010362694 0+221 1602 Buses - 1 1 0 40 none - - Average (of DGAC and PCC) -0.010362694 0+221 1602 Motorcycles - 1 1 0 40 none - - Average (of DGAC and PCC) -0.010362694 0+221 1602 Auxiliary vehicle - - - - - none - - Average (of DGAC and PCC) -0.010362694 0+628 - - - - - -
Road
9865 Santa Fe Flores
SoundPLAN Data - Vehicle and Rail
Track Track Curve Multiple
Station X Y Z type radius reflections
km [dB] [dB] [dB] day Evening night
Sprinter Rail track: Direction: Section: 1 Km: 0+000 Train type Number of trains Speed Length per
day Evening night train Max day Evening night
km/h m dB(A) dB(A) dB(A)
LRT 176 32 43 80 80 yes 62.9 61.6 58.1
0+000 481709.9 3668428 173.36 - - - - 62.9 61.6
0+951 481421.7 3669304 162.19 - - - - 62.9 61.6
Coordinates of track axis
Emission level
Corrected
Emission level
Rail
9865 Santa Fe Flores
SoundPLAN Data - Vehicle and Rail
No. X Y Floor Height Day Evening Night Lden
(meters)
1 481355.17 3668817.11 1.Fl 163.65 51.9 49.3 45.7 54.0
1 481355.17 3668817.11 2.Fl 166.75 54.1 51.4 47.8 56.1
1 481355.17 3668817.11 3.Fl 169.85 54.8 52.1 48.5 56.8
1 481355.17 3668817.11 4.Fl 172.95 55.4 52.8 49.2 57.5
2 481360.87 3668828.12 1.Fl 163.65 48.4 46.0 42.5 50.7
2 481360.87 3668828.12 2.Fl 166.75 52.3 49.8 46.2 54.4
2 481360.87 3668828.12 3.Fl 169.85 53.4 50.8 47.2 55.5
2 481360.87 3668828.12 4.Fl 172.95 54.6 52.1 48.5 56.7
3 481349.23 3668825.03 1.Fl 163.65 51.7 49.0 45.4 53.7
3 481349.23 3668825.03 2.Fl 166.75 54.0 51.3 47.7 56.0
3 481349.23 3668825.03 3.Fl 169.85 55.1 52.4 48.8 57.1
3 481349.23 3668825.03 4.Fl 172.95 55.6 53.0 49.4 57.7
4 481352.64 3668836.27 1.Fl 163.71 49.8 47.3 43.8 52.0
4 481352.64 3668836.27 2.Fl 166.81 53.3 50.7 47.1 55.4
4 481352.64 3668836.27 3.Fl 169.91 54.3 51.7 48.1 56.4
4 481352.64 3668836.27 4.Fl 173.01 55.2 52.7 49.1 57.3
5 481374.70 3668837.75 1.Fl 163.65 44.9 42.8 39.2 47.3
5 481374.70 3668837.75 2.Fl 166.75 50.9 48.5 44.9 53.1
5 481374.70 3668837.75 3.Fl 169.85 52.5 50.1 46.5 54.7
5 481374.70 3668837.75 4.Fl 172.95 53.6 51.1 47.5 55.8
6 481372.16 3668831.08 1.Fl 163.65 45.4 43.2 39.7 47.8
6 481372.16 3668831.08 2.Fl 166.75 51.0 48.5 45.0 53.2
6 481372.16 3668831.08 3.Fl 169.85 52.5 50.0 46.5 54.7
6 481372.16 3668831.08 4.Fl 172.95 53.6 51.1 47.5 55.8
7 481355.33 3668805.47 1.Fl 157.56 43.0 40.8 37.2 45.4
7 481355.33 3668805.47 2.Fl 160.66 48.9 46.2 42.6 50.9
7 481355.33 3668805.47 3.Fl 163.76 54.8 52.0 48.4 56.7
7 481355.33 3668805.47 4.Fl 166.86 55.9 53.1 49.5 57.8
8 481351.20 3668795.95 1.Fl 157.56 45.3 42.8 39.2 47.4
8 481351.20 3668795.95 2.Fl 160.66 53.4 50.6 47.0 55.3
8 481351.20 3668795.95 3.Fl 163.76 55.2 52.5 48.8 57.2
8 481351.20 3668795.95 4.Fl 166.86 56.2 53.4 49.8 58.2
9 481348.34 3668789.49 1.Fl 157.56 47.8 45.1 41.5 49.8
9 481348.34 3668789.49 2.Fl 160.66 54.3 51.5 47.9 56.2
9 481348.34 3668789.49 3.Fl 163.76 55.7 53.0 49.3 57.7
9 481348.34 3668789.49 4.Fl 166.86 56.6 53.9 50.3 58.6
10 481342.84 3668777.53 1.Fl 157.56 52.8 50.0 46.4 54.7 10 481342.84 3668777.53 2.Fl 160.66 54.7 51.9 48.3 56.7 10 481342.84 3668777.53 3.Fl 163.76 55.8 53.0 49.4 57.8 Coordinates
(meters)
Noise Level
dB(A)
Receivers
9865 Santa Fe Flores
SoundPLAN Data - Vehicle and Rail
10 481342.84 3668777.53 4.Fl 166.86 57.7 54.9 51.3 59.7 11 481349.40 3668762.50 1.Fl 153.57 56.4 53.6 49.9 58.3 11 481349.40 3668762.50 2.Fl 156.67 59.6 56.8 53.1 61.5 11 481349.40 3668762.50 3.Fl 159.77 60.7 57.9 54.3 62.7 11 481349.40 3668762.50 4.Fl 162.87 61.5 58.7 55.1 63.4 12 481364.54 3668771.50 1.Fl 157.75 55.3 52.5 48.9 57.3 12 481364.54 3668771.50 2.Fl 160.85 58.4 55.7 52.1 60.4 12 481364.54 3668771.50 3.Fl 163.95 59.2 56.5 52.9 61.2 12 481364.54 3668771.50 4.Fl 167.05 59.6 57.0 53.4 61.7 13 481371.84 3668789.38 1.Fl 157.71 48.6 45.8 42.2 50.6 13 481371.84 3668789.38 2.Fl 160.81 54.9 52.2 48.5 56.9 13 481371.84 3668789.38 3.Fl 163.91 58.1 55.4 51.8 60.1 13 481371.84 3668789.38 4.Fl 167.01 58.8 56.1 52.5 60.8 14 481385.07 3668805.89 1.Fl 163.65 52.7 50.0 46.4 54.7 14 481385.07 3668805.89 2.Fl 166.75 57.8 55.2 51.6 59.9 14 481385.07 3668805.89 3.Fl 169.85 58.4 55.9 52.3 60.6 14 481385.07 3668805.89 4.Fl 172.95 58.7 56.2 52.6 60.9 15 481388.24 3668813.73 1.Fl 163.65 51.1 48.6 45.0 53.2 15 481388.24 3668813.73 2.Fl 166.75 56.5 53.9 50.3 58.6 15 481388.24 3668813.73 3.Fl 169.85 57.8 55.3 51.7 59.9 15 481388.24 3668813.73 4.Fl 172.95 58.3 55.8 52.2 60.5 16 481391.21 3668820.60 1.Fl 163.65 49.9 47.5 43.9 52.1 16 481391.21 3668820.60 2.Fl 166.75 53.7 51.2 47.6 55.8 16 481391.21 3668820.60 3.Fl 169.85 57.3 54.8 51.2 59.5 16 481391.21 3668820.60 4.Fl 172.95 57.9 55.5 51.9 60.1 17 481395.44 3668830.02 1.Fl 163.65 48.9 46.6 43.0 51.2 17 481395.44 3668830.02 2.Fl 166.75 52.3 50.0 46.4 54.6 17 481395.44 3668830.02 3.Fl 169.85 56.6 54.2 50.6 58.8 17 481395.44 3668830.02 4.Fl 172.95 57.5 55.1 51.5 59.7 18 481397.98 3668836.59 1.Fl 163.65 48.4 46.1 42.5 50.7 18 481397.98 3668836.59 2.Fl 166.75 51.9 49.7 46.2 54.3 18 481397.98 3668836.59 3.Fl 169.85 55.0 52.6 49.0 57.2 18 481397.98 3668836.59 4.Fl 172.95 57.1 54.7 51.2 59.4 19 481394.38 3668843.78 1.Fl 163.65 46.0 44.2 40.7 48.7 19 481394.38 3668843.78 2.Fl 166.75 50.7 49.1 45.6 53.6 19 481394.38 3668843.78 3.Fl 169.85 51.9 50.3 46.8 54.8 19 481394.38 3668843.78 4.Fl 172.95 53.2 51.6 48.0 56.0 20 481385.49 3668849.18 1.Fl 163.70 46.9 45.2 41.7 49.7 20 481385.49 3668849.18 2.Fl 166.80 50.8 49.2 45.7 53.7 20 481385.49 3668849.18 3.Fl 169.90 52.2 50.5 47.0 55.0 20 481385.49 3668849.18 4.Fl 173.00 53.1 51.5 48.0 55.9 Receivers
9865 Santa Fe Flores
SoundPLAN Data - Vehicle and Rail
Source name Day Evening Night Lden
1 1.Fl 51.9 49.3 45.7 54.0 0.0 0.0 0.0 0.0 Las Flores Drive 23.1 20.3 16.6 25.0
Santa Fe Avenue 51.4 48.5 44.9 53.3
Sprinter 42.5 41.1 37.7 45.6
1 2.Fl 54.1 51.4 47.8 56.1 0.0 0.0 0.0 0.0 Las Flores Drive 27.2 24.4 20.8 29.1
Santa Fe Avenue 53.7 50.8 47.2 55.6
Sprinter 43.6 42.2 38.7 46.6
1 3.Fl 54.8 52.1 48.5 56.8 0.0 0.0 0.0 0.0 Las Flores Drive 32.3 29.5 25.9 34.3
Santa Fe Avenue 54.4 51.5 47.9 56.3
Sprinter 44.2 42.9 39.4 47.3
1 4.Fl 55.4 52.8 49.2 57.5 0.0 0.0 0.0 0.0 Las Flores Drive 36.7 33.9 30.3 38.6
Santa Fe Avenue 54.7 51.8 48.2 56.6
Sprinter 46.9 45.6 42.1 50.0
2 1.Fl 48.4 46.0 42.5 50.7 0.0 0.0 0.0 0.0 Las Flores Drive 21.8 18.9 15.3 23.7
Santa Fe Avenue 46.8 44.0 40.3 48.7
Sprinter 43.2 41.8 38.3 46.2
2 2.Fl 52.3 49.8 46.2 54.4 0.0 0.0 0.0 0.0 Las Flores Drive 23.5 20.6 17.0 25.3
Santa Fe Avenue 51.6 48.7 45.1 53.5
Sprinter 44.3 42.9 39.4 47.3
2 3.Fl 53.4 50.8 47.2 55.5 0.0 0.0 0.0 0.0 Las Flores Drive 27.7 24.8 21.2 29.6
Santa Fe Avenue 52.8 49.9 46.3 54.7
Sprinter 44.9 43.5 40.1 48.0
2 4.Fl 54.6 52.1 48.5 56.7 0.0 0.0 0.0 0.0 Las Flores Drive 33.0 30.2 26.5 34.9
Santa Fe Avenue 53.5 50.6 47.0 55.4
Sprinter 47.9 46.5 43.0 50.9
3 1.Fl 51.7 49.0 45.4 53.7 0.0 0.0 0.0 0.0 Las Flores Drive 31.1 28.3 24.7 33.0
Santa Fe Avenue 51.0 48.1 44.5 52.9
Sprinter 42.9 41.5 38.0 45.9
3 2.Fl 54.0 51.3 47.7 56.0 0.0 0.0 0.0 0.0 Las Flores Drive 32.0 29.1 25.5 33.9
Santa Fe Avenue 53.5 50.7 47.1 55.4
Sprinter 43.9 42.5 39.0 46.9
3 3.Fl 55.1 52.4 48.8 57.1 0.0 0.0 0.0 0.0 Las Flores Drive 34.1 31.3 27.7 36.0
Santa Fe Avenue 54.6 51.8 48.1 56.5
Sprinter 44.7 43.3 39.8 47.7
3 4.Fl 55.6 53.0 49.4 57.7 0.0 0.0 0.0 0.0 Las Flores Drive 37.2 34.3 30.7 39.1
Santa Fe Avenue 54.8 52.0 48.3 56.7
Sprinter 47.6 46.2 42.7 50.6
4 1.Fl 49.8 47.3 43.8 52.0 0.0 0.0 0.0 0.0 Las Flores Drive 30.5 27.6 24.0 32.4
Santa Fe Avenue 48.5 45.7 42.1 50.4
Noise Level
dB(A)
Contributions
9865 Santa Fe Flores
SoundPLAN Data - Vehicle and Rail
Sprinter 43.6 42.2 38.7 46.6
4 2.Fl 53.3 50.7 47.1 55.4 0.0 0.0 0.0 0.0 Las Flores Drive 31.4 28.6 25.0 33.3
Santa Fe Avenue 52.6 49.8 46.1 54.5
Sprinter 44.8 43.4 40.0 47.9
4 3.Fl 54.3 51.7 48.1 56.4 0.0 0.0 0.0 0.0 Las Flores Drive 33.6 30.8 27.1 35.5
Santa Fe Avenue 53.6 50.8 47.2 55.5
Sprinter 45.6 44.3 40.8 48.7
4 4.Fl 55.2 52.7 49.1 57.3 0.0 0.0 0.0 0.0 Las Flores Drive 37.8 34.9 31.3 39.7
Santa Fe Avenue 54.1 51.3 47.6 56.0
Sprinter 48.2 46.8 43.4 51.3
5 1.Fl 44.9 42.8 39.2 47.3 0.0 0.0 0.0 0.0 Las Flores Drive 20.5 17.6 13.9 22.3
Santa Fe Avenue 42.6 39.8 36.1 44.5
Sprinter 41.1 39.7 36.2 44.1
5 2.Fl 50.9 48.5 44.9 53.1 0.0 0.0 0.0 0.0 Las Flores Drive 20.6 17.7 14.1 22.5
Santa Fe Avenue 49.6 46.8 43.1 51.5
Sprinter 44.9 43.6 40.1 48.0
5 3.Fl 52.5 50.1 46.5 54.7 0.0 0.0 0.0 0.0 Las Flores Drive 24.1 21.3 17.6 26.0
Santa Fe Avenue 51.5 48.7 45.0 53.4
Sprinter 45.8 44.4 40.9 48.8
5 4.Fl 53.6 51.1 47.5 55.8 0.0 0.0 0.0 0.0 Las Flores Drive 29.5 26.7 23.0 31.4
Santa Fe Avenue 52.5 49.6 46.0 54.4
Sprinter 47.1 45.7 42.2 50.1
6 1.Fl 45.4 43.2 39.7 47.8 0.0 0.0 0.0 0.0 Las Flores Drive 20.5 17.6 14.0 22.4
Santa Fe Avenue 43.0 40.1 36.5 44.9
Sprinter 41.7 40.3 36.8 44.7
6 2.Fl 51.0 48.5 45.0 53.2 0.0 0.0 0.0 0.0 Las Flores Drive 20.3 17.4 13.8 22.2
Santa Fe Avenue 49.7 46.8 43.2 51.6
Sprinter 45.0 43.7 40.2 48.1
6 3.Fl 52.5 50.0 46.5 54.7 0.0 0.0 0.0 0.0 Las Flores Drive 24.1 21.2 17.6 26.0
Santa Fe Avenue 51.5 48.7 45.0 53.4
Sprinter 45.8 44.4 40.9 48.8
6 4.Fl 53.6 51.1 47.5 55.8 0.0 0.0 0.0 0.0 Las Flores Drive 28.9 26.0 22.4 30.7
Santa Fe Avenue 52.5 49.6 46.0 54.4
Sprinter 47.1 45.7 42.2 50.1
7 1.Fl 43.0 40.8 37.2 45.4 0.0 0.0 0.0 0.0 Las Flores Drive 17.5 14.6 11.0 19.4
Santa Fe Avenue 41.0 38.2 34.5 42.9
Sprinter 38.7 37.3 33.8 41.7
7 2.Fl 48.9 46.2 42.6 50.9 0.0 0.0 0.0 0.0 Las Flores Drive 18.6 15.8 12.1 20.5
Santa Fe Avenue 48.4 45.6 41.9 50.3
Sprinter 38.8 37.4 33.9 41.9
7 3.Fl 54.8 52.0 48.4 56.7 0.0 0.0 0.0 0.0 Contributions
9865 Santa Fe Flores
SoundPLAN Data - Vehicle and Rail
Las Flores Drive 21.3 18.4 14.8 23.2
Santa Fe Avenue 54.6 51.7 48.1 56.5
Sprinter 41.5 40.1 36.6 44.5
7 4.Fl 55.9 53.1 49.5 57.8 0.0 0.0 0.0 0.0 Las Flores Drive 28.3 25.5 21.8 30.2
Santa Fe Avenue 55.6 52.7 49.1 57.5
Sprinter 43.6 42.2 38.7 46.6
8 1.Fl 45.3 42.8 39.2 47.4 0.0 0.0 0.0 0.0 Las Flores Drive 18.1 15.3 11.6 20.0
Santa Fe Avenue 44.4 41.5 37.9 46.3
Sprinter 38.0 36.6 33.2 41.1
8 2.Fl 53.4 50.6 47.0 55.3 0.0 0.0 0.0 0.0 Las Flores Drive 18.7 15.9 12.2 20.6
Santa Fe Avenue 53.2 50.4 46.7 55.1
Sprinter 39.1 37.7 34.2 42.1
8 3.Fl 55.2 52.5 48.8 57.2 0.0 0.0 0.0 0.0 Las Flores Drive 22.0 19.1 15.5 23.8
Santa Fe Avenue 55.0 52.2 48.6 57.0
Sprinter 41.5 40.1 36.6 44.5
8 4.Fl 56.2 53.4 49.8 58.2 0.0 0.0 0.0 0.0 Las Flores Drive 29.0 26.1 22.5 30.9
Santa Fe Avenue 56.0 53.1 49.5 57.9
Sprinter 43.4 42.1 38.6 46.5
9 1.Fl 47.8 45.1 41.5 49.8 0.0 0.0 0.0 0.0 Las Flores Drive 18.7 15.8 12.2 20.6
Santa Fe Avenue 47.4 44.6 40.9 49.3
Sprinter 37.4 36.0 32.5 40.4
9 2.Fl 54.3 51.5 47.9 56.2 0.0 0.0 0.0 0.0 Las Flores Drive 19.4 16.5 12.9 21.3
Santa Fe Avenue 54.2 51.3 47.7 56.1
Sprinter 39.2 37.8 34.3 42.2
9 3.Fl 55.7 53.0 49.3 57.7 0.0 0.0 0.0 0.0 Las Flores Drive 22.4 19.5 15.9 24.3
Santa Fe Avenue 55.6 52.7 49.1 57.5
Sprinter 41.7 40.3 36.9 44.8
9 4.Fl 56.6 53.9 50.3 58.6 0.0 0.0 0.0 0.0 Las Flores Drive 29.7 26.8 23.2 31.6
Santa Fe Avenue 56.4 53.6 49.9 58.3
Sprinter 43.8 42.4 38.9 46.8
10 1.Fl 52.8 50.0 46.4 54.7 0.0 0.0 0.0 0.0 Las Flores Drive 19.4 16.6 12.9 21.3
Santa Fe Avenue 52.6 49.7 46.1 54.5
Sprinter 39.0 37.6 34.1 42.0
10 2.Fl 54.7 51.9 48.3 56.7 0.0 0.0 0.0 0.0 Las Flores Drive 21.4 18.5 14.9 23.3
Santa Fe Avenue 54.6 51.7 48.1 56.5
Sprinter 40.0 38.6 35.1 43.0
10 3.Fl 55.8 53.0 49.4 57.8 0.0 0.0 0.0 0.0 Las Flores Drive 24.7 21.9 18.2 26.6
Santa Fe Avenue 55.6 52.8 49.2 57.5
Sprinter 42.0 40.7 37.2 45.1
10 4.Fl 57.7 54.9 51.3 59.7 0.0 0.0 0.0 0.0 Las Flores Drive 37.8 35.0 31.4 39.7
Santa Fe Avenue 57.5 54.6 51.0 59.4
Contributions
9865 Santa Fe Flores
SoundPLAN Data - Vehicle and Rail
Sprinter 44.1 42.8 39.3 47.2
11 1.Fl 56.4 53.6 49.9 58.3 0.0 0.0 0.0 0.0 Las Flores Drive 44.6 41.7 38.1 46.4
Santa Fe Avenue 56.1 53.2 49.6 58.0
Sprinter 36.3 34.9 31.4 39.3
11 2.Fl 59.6 56.8 53.1 61.5 0.0 0.0 0.0 0.0 Las Flores Drive 48.1 45.2 41.6 50.0
Santa Fe Avenue 59.2 56.3 52.7 61.1
Sprinter 43.1 41.7 38.3 46.2
11 3.Fl 60.7 57.9 54.3 62.7 0.0 0.0 0.0 0.0 Las Flores Drive 49.4 46.5 42.9 51.2
Santa Fe Avenue 60.3 57.5 53.8 62.2
Sprinter 43.9 42.5 39.0 46.9
11 4.Fl 61.5 58.7 55.1 63.4 0.0 0.0 0.0 0.0 Las Flores Drive 49.5 46.7 43.0 51.4
Santa Fe Avenue 61.1 58.3 54.6 63.0
Sprinter 45.1 43.7 40.2 48.1
12 1.Fl 55.3 52.5 48.9 57.3 0.0 0.0 0.0 0.0 Las Flores Drive 50.5 47.6 44.0 52.4
Santa Fe Avenue 53.2 50.4 46.7 55.1
Sprinter 42.2 40.8 37.3 45.2
12 2.Fl 58.4 55.7 52.1 60.4 0.0 0.0 0.0 0.0 Las Flores Drive 54.1 51.2 47.6 55.9
Santa Fe Avenue 55.8 52.9 49.3 57.7
Sprinter 47.8 46.4 42.9 50.8
12 3.Fl 59.2 56.5 52.9 61.2 0.0 0.0 0.0 0.0 Las Flores Drive 54.3 51.4 47.7 56.1
Santa Fe Avenue 56.9 54.0 50.4 58.8
Sprinter 49.0 47.6 44.1 52.0
12 4.Fl 59.6 57.0 53.4 61.7 0.0 0.0 0.0 0.0 Las Flores Drive 54.0 51.1 47.5 55.9
Santa Fe Avenue 57.5 54.7 51.0 59.4
Sprinter 50.0 48.6 45.1 53.0
13 1.Fl 48.6 45.8 42.2 50.6 0.0 0.0 0.0 0.0 Las Flores Drive 45.0 42.1 38.5 46.9
Santa Fe Avenue 45.3 42.5 38.8 47.2
Sprinter 37.8 36.4 32.9 40.9
13 2.Fl 54.9 52.2 48.5 56.9 0.0 0.0 0.0 0.0 Las Flores Drive 50.6 47.8 44.1 52.5
Santa Fe Avenue 52.6 49.7 46.1 54.5
Sprinter 41.7 40.3 36.9 44.8
13 3.Fl 58.1 55.4 51.8 60.1 0.0 0.0 0.0 0.0 Las Flores Drive 53.8 50.9 47.3 55.7
Santa Fe Avenue 55.2 52.3 48.7 57.1
Sprinter 48.4 47.0 43.5 51.4
13 4.Fl 58.8 56.1 52.5 60.8 0.0 0.0 0.0 0.0 Las Flores Drive 54.0 51.1 47.5 55.9
Santa Fe Avenue 56.1 53.3 49.7 58.0
Sprinter 49.5 48.1 44.6 52.5
14 1.Fl 52.7 50.0 46.4 54.7 0.0 0.0 0.0 0.0 Las Flores Drive 49.1 46.2 42.6 51.0
Santa Fe Avenue 49.1 46.3 42.6 51.0
Sprinter 43.6 42.2 38.7 46.6
14 2.Fl 57.8 55.2 51.6 59.9 0.0 0.0 0.0 0.0 Contributions
9865 Santa Fe Flores
SoundPLAN Data - Vehicle and Rail
Las Flores Drive 54.2 51.3 47.7 56.0
Santa Fe Avenue 53.9 51.1 47.4 55.8
Sprinter 49.7 48.3 44.8 52.7
14 3.Fl 58.4 55.9 52.3 60.6 0.0 0.0 0.0 0.0 Las Flores Drive 54.2 51.4 47.7 56.1
Santa Fe Avenue 54.9 52.0 48.4 56.8
Sprinter 51.0 49.6 46.1 54.0
14 4.Fl 58.7 56.2 52.6 60.9 0.0 0.0 0.0 0.0 Las Flores Drive 54.0 51.2 47.5 55.9
Santa Fe Avenue 55.2 52.4 48.8 57.1
Sprinter 52.0 50.6 47.1 55.0
15 1.Fl 51.1 48.6 45.0 53.2 0.0 0.0 0.0 0.0 Las Flores Drive 47.4 44.5 40.9 49.3
Santa Fe Avenue 46.9 44.0 40.4 48.8
Sprinter 44.1 42.7 39.2 47.1
15 2.Fl 56.5 53.9 50.3 58.6 0.0 0.0 0.0 0.0 Las Flores Drive 52.8 49.9 46.3 54.7
Santa Fe Avenue 52.5 49.7 46.0 54.4
Sprinter 48.6 47.3 43.8 51.7
15 3.Fl 57.8 55.3 51.7 59.9 0.0 0.0 0.0 0.0 Las Flores Drive 53.7 50.8 47.2 55.6
Santa Fe Avenue 53.9 51.0 47.4 55.8
Sprinter 50.9 49.5 46.0 53.9
15 4.Fl 58.3 55.8 52.2 60.5 0.0 0.0 0.0 0.0 Las Flores Drive 53.6 50.7 47.1 55.5
Santa Fe Avenue 54.5 51.7 48.0 56.4
Sprinter 52.0 50.7 47.2 55.1
16 1.Fl 49.9 47.5 43.9 52.1 0.0 0.0 0.0 0.0 Las Flores Drive 46.2 43.3 39.7 48.1
Santa Fe Avenue 44.4 41.5 37.9 46.3
Sprinter 44.4 43.1 39.6 47.5
16 2.Fl 53.7 51.2 47.6 55.8 0.0 0.0 0.0 0.0 Las Flores Drive 49.6 46.7 43.1 51.5
Santa Fe Avenue 49.7 46.9 43.2 51.6
Sprinter 46.8 45.4 41.9 49.8
16 3.Fl 57.3 54.8 51.2 59.5 0.0 0.0 0.0 0.0 Las Flores Drive 53.0 50.1 46.5 54.9
Santa Fe Avenue 53.4 50.6 47.0 55.3
Sprinter 50.7 49.3 45.8 53.8
16 4.Fl 57.9 55.5 51.9 60.1 0.0 0.0 0.0 0.0 Las Flores Drive 53.1 50.2 46.6 55.0
Santa Fe Avenue 54.1 51.2 47.6 56.0
Sprinter 52.0 50.6 47.2 55.1
17 1.Fl 48.9 46.6 43.0 51.2 0.0 0.0 0.0 0.0 Las Flores Drive 45.5 42.6 39.0 47.4
Santa Fe Avenue 42.0 39.1 35.5 43.9
Sprinter 44.2 42.8 39.3 47.2
17 2.Fl 52.3 50.0 46.4 54.6 0.0 0.0 0.0 0.0 Las Flores Drive 47.9 45.0 41.4 49.8
Santa Fe Avenue 47.0 44.2 40.5 48.9
Sprinter 47.6 46.2 42.7 50.6
17 3.Fl 56.6 54.2 50.6 58.8 0.0 0.0 0.0 0.0 Las Flores Drive 51.9 49.0 45.3 53.7
Santa Fe Avenue 52.9 50.0 46.4 54.8
Contributions
9865 Santa Fe Flores
SoundPLAN Data - Vehicle and Rail
Sprinter 50.5 49.1 45.7 53.6
17 4.Fl 57.5 55.1 51.5 59.7 0.0 0.0 0.0 0.0 Las Flores Drive 52.1 49.2 45.6 53.9
Santa Fe Avenue 53.7 50.9 47.3 55.6
Sprinter 52.0 50.7 47.2 55.1
18 1.Fl 48.4 46.1 42.5 50.7 0.0 0.0 0.0 0.0 Las Flores Drive 45.3 42.4 38.8 47.2
Santa Fe Avenue 41.5 38.6 35.0 43.4
Sprinter 43.4 42.0 38.5 46.4
18 2.Fl 51.9 49.7 46.2 54.3 0.0 0.0 0.0 0.0 Las Flores Drive 47.1 44.2 40.6 49.0
Santa Fe Avenue 45.6 42.8 39.2 47.5
Sprinter 48.3 46.9 43.4 51.3
18 3.Fl 55.0 52.6 49.0 57.2 0.0 0.0 0.0 0.0 Las Flores Drive 50.5 47.6 44.0 52.4
Santa Fe Avenue 50.0 47.1 43.5 51.9
Sprinter 50.0 48.6 45.2 53.1
18 4.Fl 57.1 54.7 51.2 59.4 0.0 0.0 0.0 0.0 Las Flores Drive 51.4 48.5 44.9 53.3
Santa Fe Avenue 53.1 50.3 46.7 55.0
Sprinter 52.2 50.8 47.3 55.2
19 1.Fl 46.0 44.2 40.7 48.7 0.0 0.0 0.0 0.0 Las Flores Drive 40.8 37.9 34.3 42.6
Santa Fe Avenue 27.3 24.5 20.8 29.2
Sprinter 44.4 43.0 39.5 47.4
19 2.Fl 50.7 49.1 45.6 53.6 0.0 0.0 0.0 0.0 Las Flores Drive 42.0 39.1 35.5 43.9
Santa Fe Avenue 31.1 28.2 24.6 33.0
Sprinter 50.0 48.6 45.1 53.0
19 3.Fl 51.9 50.3 46.8 54.8 0.0 0.0 0.0 0.0 Las Flores Drive 44.0 41.1 37.5 45.8
Santa Fe Avenue 36.4 33.6 29.9 38.3
Sprinter 51.0 49.6 46.2 54.1
19 4.Fl 53.2 51.6 48.0 56.0 0.0 0.0 0.0 0.0 Las Flores Drive 44.7 41.8 38.2 46.6
Santa Fe Avenue 38.4 35.5 31.9 40.3
Sprinter 52.3 50.9 47.4 55.4
20 1.Fl 46.9 45.2 41.7 49.7 0.0 0.0 0.0 0.0 Las Flores Drive 40.3 37.5 33.8 42.2
Santa Fe Avenue 31.4 28.6 25.0 33.3
Sprinter 45.6 44.3 40.8 48.7
20 2.Fl 50.8 49.2 45.7 53.7 0.0 0.0 0.0 0.0 Las Flores Drive 41.3 38.4 34.8 43.2
Santa Fe Avenue 38.5 35.7 32.0 40.4
Sprinter 50.0 48.7 45.2 53.1
20 3.Fl 52.2 50.5 47.0 55.0 0.0 0.0 0.0 0.0 Las Flores Drive 42.6 39.7 36.1 44.5
Santa Fe Avenue 42.6 39.8 36.1 44.5
Sprinter 51.1 49.7 46.2 54.1
20 4.Fl 53.1 51.5 48.0 55.9 0.0 0.0 0.0 0.0 Las Flores Drive 43.0 40.1 36.5 44.9
Santa Fe Avenue 44.0 41.2 37.6 45.9
Sprinter 52.1 50.7 47.2 55.1
Contributions
Noise Analysis
Santa Fe Flores Project

ATTACHMENT 5
FHWA RD-77-108 – Off-site Traffic Noise

Noise Analysis
Santa Fe Flores Project

ATTACHMENT 6
SoundPLAN Data – On-site Generated Noise

Initial Study/Checklist and Mitigated Negative Declaration Santa Fe Flores, LP Project

APPENDIX J
Local Transportation Analysis

TECHNICAL APPENDICES - LTA

SANTA FE FLORES PROJECT
San Marcos, California
July 27, 2022
LLG Ref. 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 o f A ADT during the peak hour for both directions of travel. The D factor is the p ercentage of th e peak hour travel in the peak direction. KD multiplied with the AADT giv es 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 201
6 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

Initial Study/Checklist and Mitigated Negative Declaration Santa Fe Flores, LP Project

APPENDIX K
Vehicle Miles Traveled Analysis

VEHICLE MILES TRAVELED ANALYSIS

SANTA FE FLORES PROJECT
San Marcos, California
July 27, 2022
LLG Ref. 3-22-3523
Prepared by: Under the Supervision of:

Amelia Giacalone John Boarman, P.E.

Senior Transportation Planner Principal

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

TABLE OF CONTENTS

SECTION PAGE

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

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

2.1 Project Location & Description .......................................................................................... 2

2.2 Project Trip Generation ....................................................................................................... 2

2.3 Trip Generation ................................................................................................................... 2

2.3.1 Trip Rates ................................................................................................................ 2

2.3.2 Project Trips ............................................................................................................ 2

3.0 Vehicle Miles Traveled Assessment .......................................................................................... 8

3.1 VMT Background ............................................................................................................... 8

3.2 VMT Assessment ................................................................................................................ 8

4.0 Conclusions ............................................................................................................................... 11

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

LIST OF FIGURES
SECTION—FIGURE # PAGE
Figure 2–1 Vicinity Map ................................................................................................................... 5 Figure 2–2 Project Area Map ............................................................................................................ 6 Figure 2–3 Project Site Plan .............................................................................................................. 7 Figure 3–1 SANDAG Screening Map Results ................................................................................ 10

LIST OF TABLES
SECTION—TABLE # PAGE
Table 2-1 Project Trip Generation ........................................................................................................ 4

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3523 Santa Fe Flores Project
N:\3523 - Santa Fe Las Flores\Report\3523.VMT.docx
1 VEHICLE MILES TRAVELED ANALYSIS

SANTA FE FLORES PROJECT
San Marcos, California
April 27, 2022

1.0 INTRODUCTION
Linscott, Law & Greenspan, Engineers (LLG) has prepared the following Vehicle Miles Traveled (VMT) analysis for the proposed Santa Fe Flores project (proposed Project) located at 2972 and 2982 S . Santa Fe Avenue on the northwest corner of the S. Santa Fe Avenue / Las Flores Drive intersection in the City of San Marcos.

A Non-CEQA Local Transportation Analysis is provided under separate cover.

The following items are included in this transportation study:
▪ Project Description
▪ VMT Assessment
▪ Conclusions

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3523 Santa Fe Flores Project
N:\3523 - Santa Fe Las Flores\Report\3523.VMT.docx
2 2.0 PROJECT DESCRIPTION

2.1 Project Location & 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 217-161-1900. The 2.5-acre Project site is undeveloped and is currently designated Commercial and Light Industrial in th e 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 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 and 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 parki ng 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.

2.2 Project Trip Generation
As described in Section 2.1, the proposed Project would provide 50 apartment units. The following is a discussion of the traffic expected to be generated by the Project.

2.3 Trip Generation

2.3.1 Trip Rates
Trip generation for the Project’s multi -family housing was estimated using trip rates from SANDAG’s (Not So) Brief Guide of Vehicular Traffic Generation Rates for the Sa n 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.

2.3.2 Project Trips
Table 2–1 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) and 27 PM peak hour trips (19 inbound and 8 outbound).

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3523 Santa Fe Flores Project
N:\3523 - Santa Fe Las Flores\Report\3523.VMT.docx
4 TABLE 2-1

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
S.D.

COUNTY

CARLSBAD

CORONADO

ENCINITAS
SOLANA
BEACH

CHULA VISTA

OCEANSIDE
VISTA

SAN MARCOS
POWAY
SANTEE

EL CAJON

LA MESA
LEMON
GROVE

NATIONAL
CITY

SAN DIEGO
S.D. COUNTYS.D. COUNTY

ESCONDIDO
Time: 2:23 PM
Date: 3/28/2022
N:\3523\Figures
Vicinity Map
Figure 2-1
[
Santa Fe Las Flores
§¨8
§¨5 §¨805
§¨5
§¨15
§¨5
§¨8
"Ã54
"Ã125
"Ã94
"Ã52
"Ã163
"Ã56
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Project Site
Project Area Map
Figure 2-2
Santa Fe Las Flores
N:\3523\Figures
Date: 03/28/22
78 Project
Site
Project Site Plan
Figure 2-3
Santa Fe Las Flores
N:\3523\Figures
Date: 03/28/22

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3523 Santa Fe Flores Project
N:\3523 - Santa Fe Las Flores\Report\3523.VMT.docx
8 3.0 VEHICLE MILES TRAVELED ASSESSMENT
The following VMT assessment has been prepared to evaluate the effects of the Project based on VMT, as proposed by the California Governor’s Office of Planning and Research (OPR) to implement California State Law Senate Bill (SB) 743 and subsequently adopted by the City of San Marcos in November 2020. The analysis methodology contained in this report utilizes the City of San Marcos’ latest Transportation Impact Analysis Guidelines (November 16, 2020).

3.1 VMT Background
VMT is defined as the “amount and distance of automobile travel attri butable to a project” per CEQA Guidelines Section 15064.3. VMT is a measure of the use and efficiency of the transportation network as well land uses in a region. VMT is calculated based on individual vehicle trips generated and their associated trip lengths. VMT accounts for two-way (roundtrip) travel and is estimated for a typical weekday for the purposes of measuring transportation impacts.

The potential transportation impacts of the proposed Project are based on VMT to satisfy the California Environmental Quality Act (CEQA) guidelines through SB 743. Public Resources Code section 20199, enacted pursuant to SB 743, identifies VMT as an appropriate metric for measuring transportation impacts along with the elimination of auto delay/Level of service (LOS) for CEQA purposes statewide.

3.2 VMT Assessment
Based on the City of San Marcos Transportation Impact Analysis Guidelines , the requirement to prepare a detailed transportation VMT analysis applies to all land development projects except for those that meet at least one of the provided screening criteria. A project that meets at least one of the screening criteria listed below would be considered to have a less -than-significant impact due to the project or location characteristics.

1. Small Projects (less than 110 daily vehicle trips)

2. Affordable Housing (100% deed restricted)

3. Local Serving Retail and Public Facilities (50,000 square feet gross floor area or less)

4. Adjacency to High-Quality Transit

5. Map-Based Screening (projects located in VMT efficient areas): Residential and employment projects that are proposed in areas that generate VMT below adopted City thresholds can be presumed to have a less -than-significant transportation impact and would not require a detailed VMT analysis. Thi s determination must be made using SANDAG’s online residential and employment VMT maps, which show census tracts in the city where the VMT is below the regional average. The following types of projects could be screened out using this approach:
▪ Residential projects proposed in census tracts with residential VMT per capita below the City’s threshold of exceeding 85 percent of the SANDAG regional average

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3523 Santa Fe Flores Project
N:\3523 - Santa Fe Las Flores\Report\3523.VMT.docx
9 ▪ Employment projects proposed in census tracts with work VMT per employee below the City’s threshold of exceeding 85 percent of the SANDAG regional average Per SANDAG’s online residential VMT ma p, the Project site is located within Census Tract 200.18 as shown in Figure 3-1. The VMT per capita of this Census Tract is 15.4 VMT, which is 81.2% of the SANDAG regio nal average of 19.0 VMT per capita. Therefore, screening criteria number five (5) listed above is applicable. As such, the Project can be presumed to have a less -than-significant transportation impact and would not require a detailed VMT analysis.

Figure 2
SANDAG Screening Map Results
N:\3473\Figures\SANDAG
Screening Map Results
SANDAG Screening Map Results
Figure 3-1
Santa Fe Las Flores
N:\3523\Figures\VMT Figures
Date: 07/27/22

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-22-3523 Santa Fe Flores Project
N:\3523 - Santa Fe Las Flores\Report\3523.VMT.docx
11 4.0 CONCLUSIONS
The preceding Vehicle Miles Traveled analysis was prepared to determine and evaluate the potential impacts and effects to the local roadway system due to the proposed Project.

Based on the SANDAG’s online residential VMT ma p, the Project’s VMT per Resident is less than 15% below the regionwide average. As such, the Project can be presumed to have a less -than- significant transportation impact.

San Marcos City CouncilMay 26, 2026

San Marcos City Council
May 26, 2026