3634200 3634300 3634400 3634500 3634600 3634700 3634800 3634900 3634200 3634300 3634400 3634500 3634600 3634700 3634800 3634900 501800 501900 502000 502100 502200 502300 502400 502500 502600 502700 502800 501800 501900 502000 502100 502200 502300 502400 502500 502600 502700 502800 32° 51' 7'' N
116° 58' 54'' W
32° 51' 7'' N
116° 58' 12'' W
32° 50' 44'' N
116° 58' 54'' W
32° 50' 44'' N
116° 58' 12'' W
N
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0 200 400 800 1200
Feet
0 50 100 200 300
Meters
Map Scale: 1:5,020 if printed on A landscape (11" x 8.5") sheet.
Soil Map may not be valid at this scale.
PROJECT
AREA
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Lines
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Points
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as of the version date(s) listed below.
Soil Survey Area: San Diego County Area, California
Survey Area Data: Version 19, Aug 30, 2023
Soil map units are labeled (as space allows) for map scales 1:50,000 or larger.
Date(s) aerial images were photographed: Mar 24, 2022—Apr 29, 2022
The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident.
Hydrologic Soil Group—San Diego County Area, California Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
12/12/2023
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI PfC Placentia sandy loam,
thick surface, 2 to 9
percent slo pes
D 0.3 0.2%
RdC Redding gravelly loam,
2 to 9 percent slopes
D 4.4 3.4%
Rm Riverwash 28.0 22.0%
ScA Salinas clay, 0 to 2
percent slopes
C 24.5 19.3%
TuB Tujunga sand, 0 to 5
percent slopes
A 56.9 44.8%
VaA Visalia sandy loam, 0 to
2 percent slopes
A 7.3 5.8%
W Water 5.7 4.5%
Totals for Area of Interest 127.2 100.0%
Hydrologic Soil Group—San Diego County Area, California Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
12/12/2023
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Hydrologic Soil Group—San Diego County Area, California Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
12/12/2023
San Diego County Hydrology Manual Section: 3
Date: June 2003 Page: 6 of 26
Table 3-1
RUNOFF COEFFICIENTS FOR URBAN AREAS
Land Use Runoff Coefficient “C”
Soil Type
NRCS Elements County Elements % IMPER. A B C D
Undisturbed Natural Terrain (Natural) Permanent Open Space 0* 0.20 0.25 0.30 0.35Low Density Residential (LDR) Residential, 1.0 DU/A or less 10 0.27 0.32 0.36 0.41 Low Density Residential (LDR) Residential, 2.0 DU/A or less 20 0.34 0.38 0.42 0.46 Low Density Residential (LDR) Residential, 2.9 DU/A or less 25 0.38 0.41 0.45 0.49 Medium Density Residential (MDR) Residential, 4.3 DU/A or less 30 0.41 0.45 0.48 0.52 Medium Density Residential (MDR) Residential, 7.3 DU/A or less 40 0.48 0.51 0.54 0.57 Medium Density Residential (MDR) Residential, 10.9 DU/A or less 45 0.52 0.54 0.57 0.60 Medium Density Residential (MDR) Residential, 14.5 DU/A or less 50 0.55 0.58 0.60 0.63 High Density Residential (HDR) Residential, 24.0 DU/A or less 65 0.66 0.67 0.69 0.71 High Density Residential (HDR) Residential, 43.0 DU/A or less 80 0.76 0.77 0.78 0.79 Commercial/Industrial (N. Com) Neighborhood Commercial 80 0.76 0.77 0.78 0.79 Commercial/Industrial (G. Com) General Commercial 85 0.80 0.80 0.81 0.82 Commercial/Industrial (O.P. Com) Office Professional/Commercial 90 0.83 0.84 0.84 0.85 Commercial/Industrial (Limited I.) Limited Industrial 90 0.83 0.84 0.84 0.85 Commercial/Industrial (General I.) General Industrial 95 0.87 0.87 0.87 0.87 *The values associated with 0% impervious may be used for direct calculation of the runoff coefficient as described in Section 3.1.2 (representing the pervious runoff coefficient, Cp, for the soil type), or for areas that will remain undisturbed in perpetuity. Justification must be given that the area will remain natural forever (e.g., the areais located in Cleveland National Forest). DU/A = dwelling units per acre NRCS = National Resources Conservation Service 3-6
FOR COMPACTED FILLSOILS, USE SOIL TYPE DRUNOFF COEFFICIENT
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APPENDIX D
Inlet Sizing & Emergency Overflow Calculations
Inlet Sizing will be provided in Final Engineering
Appendix C. Culvert Design Nomographs
San Diego County Hydraulic Design Manual Page C-3
September 2014
42" DIAMETER PIPE AT
FULL DEPTH (HW/D=1.1)
CAN HANDLE 59 CFS
HW / 42" = 1.1
HW = 3.85 '
SANTEE 3 MULTIFAMILY
HOUSING
BIORETENTION BASIN (BMP-1)
CROSS SECTION
5620 FRIARS ROAD
SAN DIEGO, CA 92110
619-291-0707
rickengineering.com
SAN DIEGO ORANGE RIVERSIDE SACRAMENTO SAN LUIS OBISPO
SANTA CLARITA PHOENIX TUCSON LAS VEGAS DENVER
APPENDIX E
Storm Drain Sizing Calculations
Santee 3 Multifamily Housing
J-199691/10/2025
Manning's n: 0.013
Sizing Factor (%): 30
Slope at:
Q100
(cfs1)
Q100 with Sizing
Factor
(cfs1)
Minimum Pipe
Size2
(feet)
Recommended
Pipe Size
(inches)
5.0 6.5 1.43 18"
10.0 13.0 1.85 24"15.0 19.5 2.15 30"20.0 26.0 2.40 30"25.0 32.5 2.61 36"30.0 39.0 2.79 36"35.0 45.5 2.96 36"40.0 52.0 3.11 42"45.0 58.5 3.25 42"50.0 65.0 3.38 42"55.0 71.5 3.50 42"60.0 78.0 3.62 48"65.0 84.5 3.73 48"70.0 91.0 3.83 48" Note:1. "cfs" = cubic feet per second.2. Minimum pipe sizes are calculated using the Manning's equation and are based on the flow rates with 30% factor. ***Enter information in yellow boxes. All other information is self-generated.***To unlock the sheet, the password is the same name as the tab nameThe purpose of this table is to provide an estimated pipe size to convey the 100-year flow rates with a sizing factor.
0.5%
Preliminary Storm Drain Size
C:\RICK\Projects\C19500\19969_CityVenturesSanteeMultiFamily\WaterRes\Hydraulics\19969_Hydraulics_Storm_Drain_Sizing.xls MAP POCKET 1
Drainage Study Map
for
Santee 3 Multifamily Housing
[Pre-Project]
STOP ©
DRAINAGE EXHIBIT
SANTEE 3 MULTIFAMILY HOUSING
PRE-PROJECT
5620 FRIARS ROAD
SAN DIEGO, CA 92110
619-291-0707
rickengineering.com
SAN DIEGO ORANGE RIVERSIDE SACRAMENTO SAN LUIS OBISPO
SANTA CLARITA PHOENIX TUCSON LAS VEGAS DENVER
MAP POCKET 2
Drainage Study Map
for
Santee 3 Multifamily Housing
[Post-Project]
STOP ©
DRAINAGE EXHIBIT
SANTEE 3 MULTIFAMILY HOUSING
POST-PROJECT
5620 FRIARS ROAD
SAN DIEGO, CA 92110
619-291-0707
rickengineering.com
SAN DIEGO ORANGE RIVERSIDE SACRAMENTO SAN LUIS OBISPO
SANTA CLARITA PHOENIX TUCSON LAS VEGAS DENVER
Appendix F
Cottonwood & Park Noise Impact Study
Cottonwood & Park
Noise Impact Study
City of Santee, CA
Prepared for:
Michael You
City Ventures
3121 Michelson Drive, Suite 150
Irvine, CA 92612
Prepared by:
MD Acoustics, LLC
Rachel Edelman, INCE-USA
Claire Pincock, INCE-USA
1197 Los Angeles Ave, Ste C-256
Simi Valley, CA 93065
Date: 8/20/2025
Cottonwood & Park
Noise Impact Study
City of Santee, CA Table of Contents
MD Acoustics, LLC ii
JN: 01632409_Report_2025.08.20
TABLE OF CONTENTS
1.0 Introduction .................................................................................................................................... 1
1.1 Purpose of Analysis and Study Objectives 1
1.2 Site Location and Study Area 1
1.3 Proposed Project Description 1
2.0 Fundamentals of Noise ................................................................................................................... 4
2.1 Sound, Noise, and Acoustics 4
2.2 Frequency and Hertz 4
2.3 Sound Pressure Levels and Decibels 4
2.4 Addition of Decibels 4
2.5 Human Response to Changes in Noise Levels 5
2.6 Noise Descriptors 5
2.7 Traffic Noise Prediction 6
2.8 Sound Propagation 7
3.0 Ground-Borne Vibration Fundamentals ......................................................................................... 8
3.1 Vibration Descriptors 8
3.2 Vibration Perception 8
4.0 Regulatory Setting ......................................................................................................................... 10
4.1 Federal Regulations 10
4.2 State Regulations 10
4.3 City of Santee Noise Regulations 11
5.0 Study Method and Procedure ....................................................................................................... 20
5.1 Noise Measurement Procedure and Criteria 20
5.2 Noise Measurement Locations 20
5.3 FHWA Traffic Noise Prediction Model 20
5.4 Interior Noise Modeling 21
5.5 FHWA Roadway Construction Noise Model 22
6.0 Existing Noise Environment .......................................................................................................... 24
7.0 Future Noise Environment Impacts and Mitigation ..................................................................... 25
7.1 Future Off-site Exterior Noise Impact 25
7.1.1 Future Off-site Traffic Noise Impact 25
7.1.2 Future Off-Site Stationary Noise Impact 26
7.2 Future On-site Exterior Noise Levels 27
7.2.1 Noise Impacts to On-Site Receptors Due to Traffic 27
7.2.2 Noise Impacts to On-Site Receptors Due to Aircrafts 27
7.3 Interior Noise Levels 27
8.0 Construction Noise Impact ........................................................................................................... 28
8.1 Construction Noise 28
8.2 Construction Vibration 29
Cottonwood & Park
Noise Impact Study
City of Santee, CA Table of Contents
MD Acoustics, LLC iii
JN: 01632409_Report_2025.08.20
8.3 Construction Noise Reduction Measures 31
9.0 References .................................................................................................................................... 33
LIST OF APPENDICES
Appendix A: Photographs and Field Measurement Data ....................................................................... 1 Appendix B: Traffic Noise Modeling Output .......................................................................................... 2 Appendix C: Construction Noise Modeling Output ................................................................................ 3
LIST OF EXHIBITS
Exhibit A: Location Map ..................................................................................................................... 2 Exhibit B: Site Plan .............................................................................................................................. 3 Exhibit C: Typical A-Weighted Noise Levels ....................................................................................... 4 Exhibit D: Land Use Compatibility Guidelines .................................................................................. 12 Exhibit E: Measurements Locations ................................................................................................. 23
LIST OF TABLES
Table 1: Roadway Parameters and Vehicle Distribution .......................................................................... 21 Table 2: Short-Term Noise Measurement Data (dBA)1 ............................................................................ 24 Table 3: Existing/Existing + Project Scenario – Noise Levels Along Roadways (dBA Ldn) ........................ 26 Table 4: Future Interior Noise Levels (dBA Ldn) ....................................................................................... 27 Table 5: Typical Construction Noise Levels1 ............................................................................................. 28 Table 6: Construction Noise Levels at the East Property Line .................................................................. 29 Table 7: Guideline Vibration Damage Potential Threshold Criteria ......................................................... 30 Table 8: Vibration Source Levels for Construction Equipment1 ............................................................... 31 Cottonwood & Park
Noise Impact Study
City of Santee, CA Introduction
1 1.0 Introduction
1.1 Purpose of Analysis and Study Objectives
This noise assessment was prepared to evaluate the potential noise impacts for the project study area and to recommend noise mitigation measures, if necessary, to minimize the potential noise impacts. The assessment was conducted and compared to the noise standards set forth by the Federal, State and Local agencies. Consistent with the City’s Noise Guidelines, the project must demonstrate compliance to the applicable noise criterion as outlined within the City’s Noise Element and Municipal Code.
The following is provided in this report:
A description of the study area and the proposed project Information regarding the fundamentals of noise
A description of the local noise guidelines and standards An analysis of traffic noise impacts to and from the project site An analysis of construction noise impacts
1.2 Site Location and Study Area
The project site is located near the southwest corner of Cottonwood Avenue and Park Center Drive in the City of Santee, California (APN 381-051-18), as shown in Exhibit A. The site is located within the Town Center Specific Plan. Land uses surrounding the site include residential to the north, northeast, and east, public/open space to the west, and flood/open space to the south. Gillespie Airport is approximately 1.3 miles to the south.
1.3 Proposed Project Description
The project proposes to develop 285 multi-family units on approximately 22.15 acres. There will be 570 garage parking spaces and 75 open parking spaces. The site plan used for this project, provided by City Ventures, is shown in Exhibit B.
This study assesses the traffic noise to and from the project site and compares the results to the applicable City noise standards. In addition, this study reviews noise generated by construction activities.
Construction activities within the Project area will consist of site preparation, grading, building, paving, and architectural coating.
Exhibit A
Location Map
2 Introduction
Cottonwood & Park
Noise Impact Study
City of Santee, CA
Site
Exhibit B
Site Plan
3 Introduction
Cottonwood & Park
Noise Impact Study
City of Santee, CA
Cottonwood & Park
Noise Impact Study
City of Santee, CA Fundamentals of Noise
4 2.0 Fundamentals of Noise
This section of the report provides basic information about noise and presents some of the terms used within the report.
2.1 Sound, Noise, and Acoustics
Sound is a disturbance created by a moving or vibrating source and is capable of being detected by the hearing organs. Sound may be thought of as the mechanical energy of a moving object transmitted by pressure waves through a medium to a human ear. For traffic or stationary noise, the medium of concern is air. Noise is defined as sound that is loud, unpleasant, unexpected, or unwanted.
2.2 Frequency and Hertz
A continuous sound is described by its frequency
(pitch) and its amplitude (loudness). Frequency
relates to the number of pressure oscillations per
second. Low-frequency sounds are low in pitch (bass
sounding), and high-frequency sounds are high in
pitch (squeak). These oscillations per second (cycles)
are commonly referred to as Hertz (Hz). The human
ear can hear from the bass pitch starting at 20 Hz all
the way to the high pitch of 20,000 Hz.
2.3 Sound Pressure Levels and Decibels
The amplitude of a sound determines its loudness.
The loudness of sound increases or decreases as the
amplitude increases or decreases. Sound pressure
amplitude is measured in units of micro-Newton per
square inch meter (N/m2), also called micro-Pascal
(µPa). One µPa is approximately one hundred
billionths (0.00000000001) of normal atmospheric
pressure. Sound pressure level (SPL or Lp) is used to
describe in logarithmic units the ratio of actual
sound pressures to a reference pressure squared.
These units are called decibels, abbreviated dB. Exhibit C illustrates reference sound levels for different noise sources.
2.4 Addition of Decibels
Because decibels are on a logarithmic scale, sound pressure levels cannot be added or subtracted by simple plus or minus addition. When two sounds or equal SPL are combined, they will produce an SPL 3 dB greater than the original single SPL. In other words, sound energy must be doubled to produce a 3 dB increase. If two sounds differ by approximately 10 dB, the higher sound level is the predominant sound.
Exhibit C: Typical A-Weighted Noise Levels
Cottonwood & Park
Noise Impact Study
City of Santee, CA Fundamentals of Noise
5 2.5 Human Response to Changes in Noise Levels
In general, the healthy human ear is most sensitive to sounds between 1,000 Hz and 5,000 Hz, (Aweighted scale) and it perceives a sound within that range as being more intense than a sound with a higher or lower frequency with the same magnitude. For purposes of this report as well as with most environmental documents, the A-scale weighting is typically reported in terms of A-weighted decibel (dBA). Typically, the human ear can barely perceive the change in noise level of 3 dB. A change in 5 dB is readily perceptible, and a change in 10 dB is perceived as being twice or half as loud. As previously discussed, a doubling of sound energy results in a 3 dB increase in sound, which means that a doubling of sound energy (e.g. doubling the volume of traffic on a highway) would result in a barely perceptible change in sound level.
Changes in Intensity Level,
dBA
Changes in Apparent
Loudness
1 Not perceptible
3 Just perceptible
5 Clearly noticeable
10 Twice (or half) as loud
https://www.fhwa.dot.gov/environMent/noise/regulations_and_guidance/polguide/polguide02.cfm
2.6 Noise Descriptors
Noise in our daily environment fluctuates over time. Some noise levels occur in regular patterns, others are random. Some noise levels are constant while others are sporadic. Noise descriptors were created to describe the different time-varying noise levels.
A-Weighted Sound Level: The sound pressure level in decibels as measured on a sound level meter using the A-weighted filter network. The A-weighting filter de-emphasizes the very low and very high frequency components of the sound in a manner similar to the response of the human ear. A numerical method of rating human judgment of loudness.
Ambient Noise Level: The composite of noise from all sources, near and far. In this context, the ambient noise level constitutes the normal or existing level of environmental noise at a given location.
Community Noise Equivalent Level (CNEL): The average equivalent A-weighted sound level during a 24- hour day, obtained after addition of five (5) decibels to sound levels in the evening from 7:00 to 10:00 PM and after addition of ten (10) decibels to sound levels in the night before 7:00 AM and after 10:00 PM.
Decibel (dB): A unit for measuring the amplitude of a sound, equal to 20 times the logarithm to the base 10 of the ratio of the pressure of the sound measured to the reference pressure, which is 20 micro-pascals. dB(A): A-weighted sound level (see definition above).
Equivalent Sound Level (LEQ): The sound level corresponding to a steady noise level over a given sample period with the same amount of acoustic energy as the actual time varying noise level. The energy average noise level during the sample period.
Cottonwood & Park
Noise Impact Study
City of Santee, CA Fundamentals of Noise
6 Habitable Room: Any room meeting the requirements of the Uniform Building Code or other applicable regulations which is intended to be used for sleeping, living, cooking or dining purposes, excluding such enclosed spaces as closets, pantries, bath or toilet rooms, service rooms, connecting corridors, laundries, unfinished attics, foyers, storage spaces, cellars, utility rooms and similar spaces.
L(n): The A-weighted sound level exceeded during a certain percentage of the sample time. For example, L10 in the sound level exceeded 10 percent of the sample time. Similarly L50, L90 and L99, etc.
Noise: Any unwanted sound or sound which is undesirable because it interferes with speech and hearing, or is intense enough to damage hearing, or is otherwise annoying. The State Noise Control Act defines noise as "...excessive undesirable sound...".
Outdoor Living Area: Outdoor spaces that are associated with residential land uses typically used for passive recreational activities or other noise-sensitive uses. Such spaces include patio areas, barbecue areas, jacuzzi areas, etc. associated with residential uses; outdoor patient recovery or resting areas associated with hospitals, convalescent hospitals, or rest homes; outdoor areas associated with places of worship which have a significant role in services or other noise-sensitive activities; and outdoor school facilities routinely used for educational purposes which may be adversely impacted by noise. Outdoor areas usually not included in this definition are: front yard areas, driveways, greenbelts, maintenance areas and storage areas associated with residential land uses; exterior areas at hospitals that are not used for patient activities; outdoor areas associated with places of worship and principally used for short-term social gatherings; and, outdoor areas associated with school facilities that are not typically associated with educational uses prone to adverse noise impacts (for example, school play yard areas).
Percent Noise Levels: See L(n).
Sound Level (Noise Level): The weighted sound pressure level obtained by use of a sound level meter having a standard frequency-filter for attenuating part of the sound spectrum.
Sound Level Meter: An instrument, including a microphone, an amplifier, an output meter, and frequency weighting networks for the measurement and determination of noise and sound levels.
Single Event Noise Exposure Level (SENEL): The dB(A) level which, if it lasted for one second, would produce the same A-weighted sound energy as the actual event.
2.7 Traffic Noise Prediction
Noise levels associated with traffic depend on a variety of factors: (1) volume of traffic, (2) speed of traffic, (3) auto, medium truck (2–3 axle) and heavy truck (4 axle and greater) percentages, and (4) sound propagation. Larger volumes of traffic, higher speeds and larger truck percentages equate to a louder volume in noise. A doubling of the Average Daily Traffic (ADT) along a roadway will increase noise levels by approximately 3 dB; reasons for this are discussed in the sections above.
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City of Santee, CA Fundamentals of Noise
7 2.8 Sound Propagation
As sound propagates from a source it spreads geometrically. Sound from a small, localized source (i.e., a point source) radiates uniformly outward as it travels away from the source in a spherical pattern. The sound level attenuates at a rate of 6 dB per doubling of distance. The movement of vehicles down a roadway makes the source of the sound appear to propagate from a line (i.e., line source) rather than a point source. This line source results in the noise propagating from a roadway in a cylindrical spreading versus a spherical spreading that results from a point source. The sound level attenuates for a line source at a rate of 3 dB per doubling of distance.
As noise propagates from the source, it is affected by the ground and atmosphere. Noise models use hard site (reflective surfaces) and soft site (absorptive surfaces) to help calculate predicted noise levels.
Hard site conditions assume no excessive ground absorption between the noise source and the receiver.
Soft site conditions such as grass, soft dirt or landscaping attenuate noise at a rate of 1.5 dB per doubling of distance. When added to the geometric spreading, the excess ground attenuation results in an overall noise attenuation of 4.5 dB per doubling of distance for a line source and 7.5 dB per doubling of distance for a point source.
Research has demonstrated that atmospheric conditions can have a significant effect on noise levels when noise receivers are located 200 feet from a noise source. Wind, temperature, air humidity, and turbulence can further impact how far sound can travel.
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City of Santee, CA Ground-Borne Vibration Fundamentals
8 3.0 Ground-Borne Vibration Fundamentals
3.1 Vibration Descriptors
Ground-borne vibrations consist of rapidly fluctuating motions within the ground that have an average motion of zero. The effects of ground-borne vibrations typically only cause a nuisance to people, but at extreme vibration levels, damage to buildings may occur. Although ground-borne vibration can be felt outdoors, it is typically only an annoyance to people indoors where the associated effects of the shaking of a building can be notable. Ground-borne noise is an effect of ground-borne vibration and only exists indoors, since it is produced from noise radiated from the motion of the walls and floors of a room and may also consist of the rattling of windows or dishes on shelves.
Several different methods are used to quantify vibration amplitude.
PPV – Known as the peak particle velocity (PPV) which is the maximum instantaneous peak in vibration velocity, typically given in inches per second.
RMS – Known as root mean squared (RMS) can be used to denote vibration amplitude VdB – A commonly used abbreviation to describe the vibration level (VdB) for a vibration source.
3.2 Vibration Perception
Typically, developed areas are continuously affected by vibration velocities of 50 VdB or lower. These continuous vibrations are not noticeable to humans whose threshold of perception is around 65 VdB.
Outdoor sources that may produce perceptible vibrations are usually caused by construction equipment, steel-wheeled trains, and traffic on rough roads, while smooth roads rarely produce perceptible groundborne noise or vibration. To counter the effects of ground-borne vibration, the Federal Transit Administration (FTA) has published guidance relative to vibration impacts. According to the FTA, fragile buildings can be exposed to ground-borne vibration levels of 0.3 inches per second without experiencing structural damage.
There are three main types of vibration propagation: surface, compression, and shear waves. Surface waves, or Rayleigh waves, travel along the ground’s surface. These waves carry most of their energy along an expanding circular wave front, similar to ripples produced by throwing a rock into a pool of water. P-waves, or compression waves, are body waves that carry their energy along an expanding spherical wave front. The particle motion in these waves is longitudinal (i.e., in a “push-pull” fashion).
P-waves are analogous to airborne sound waves. S-waves, or shear waves, are also body waves that carry energy along an expanding spherical wave front. However, unlike P-waves, the particle motion is transverse, or side-to-side and perpendicular to the direction of propagation.
As vibration waves propagate from a source, the vibration energy decreases in a logarithmic nature and the vibration levels typically decrease by 6 VdB per doubling of the distance from the vibration source.
As stated above, this drop-off rate can vary greatly depending on the soil but has been shown to be Cottonwood & Park
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9 effective enough for screening purposes, in order to identify potential vibration impacts that may need to be studied through actual field tests.
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10 4.0 Regulatory Setting
The proposed project is located in the City of Santee and noise regulations are addressed through the efforts of various federal, state and local government agencies. The agencies responsible for regulating noise are discussed below.
4.1 Federal Regulations
The adverse impact of noise was officially recognized by the federal government in the Noise Control Act of 1972, which serves three purposes:
Publicize noise emission standards for interstate commerce Assist state and local abatement efforts
Promote noise education and research
The Federal Office of Noise Abatement and Control (ONAC) originally was tasked with implementing the Noise Control Act. However, it was eventually eliminated leaving other federal agencies and committees to develop noise policies and programs. Some examples of these agencies are as follows: The Department of Transportation (DOT) assumed a significant role in noise control through its various agencies. The Federal Aviation Agency (FAA) is responsible to regulate noise from aircraft and airports.
The Federal Highway Administration (FHWA) is responsible to regulate noise from the interstate highway system. The Occupational Safety and Health Administration (OSHA) is responsible for the prohibition of excessive noise exposure to workers.
The federal government advocates that local jurisdiction use their land use regulatory authority to arrange new development in such a way that “noise sensitive” uses are either prohibited from being constructed adjacent to a highway or, or alternatively that the developments are planned and constructed in such a manner that potential noise impacts are minimized.
Since the federal government has preempted the setting of standards for noise levels that can be emitted by the transportation source, the City is restricted to regulating the noise generated by the transportation system through nuisance abatement ordinances and land use planning.
4.2 State Regulations
Established in 1973, the California Department of Health Services Office of Noise Control (ONC) was instrumental in developing regularity tools to control and abate noise for use by local agencies. One significant model is the “Land Use Compatibility for Community Noise Environments Matrix.” The matrix allows the local jurisdiction to clearly delineate compatibility of sensitive uses with various incremental levels of noise.
The State of California has established noise insulation standards as outlined in Title 24 of the California Building Code (CBC), which in some cases requires acoustical analyses to outline exterior noise levels and to ensure interior noise levels do not exceed the interior threshold. The State mandates that the legislative body of each county and city adopt a noise element as part of its comprehensive general plan.
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11 4.3 City of Santee Noise Regulations
The City of Santee outlines its noise regulations and standards within the Noise Element from the General Plan and the Noise Ordinance from the Municipal Code. Construction noise and vibration regulations are outlined within the City of Santee Draft Program Environmental Report (DPEIR).
City of Santee General Plan
Relevant noise regulations and implementation program measures from the Noise Element that would mitigate potential impacts on noise include the following.
Thresholds of Significance: The California Environmental Quality Act encourages jurisdictions to establish local thresholds for determining whether a particular impact is significant. Impacts exceeding these thresholds would require that measures be identified to avoid or reduce the severity of the impact. Noise impacts shall be considered significant if any of the following occur as a result of the proposed development:
1. If, as a direct result of the proposed development, noise levels for any existing or planned development will exceed the noise levels considered compatible for that use as identified in Figure 7-3, Noise / Land Use Compatibility Guide (Exhibit D).
2. If, as a direct result of the proposed development, noise levels which already exceed the levels considered compatible for that use are increased by 3 or more decibels.
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12 Exhibit D: Land Use Compatibility Guidelines
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13 Development standards should be applied to future projects during the discretionary review process and should include the following:
1. Whenever it appears that new development will result in any existing or future noise sensitive uses being subjected to noise levels of 65 dB(A) Ldn, or greater, an acoustical study will be required.
For residential uses, noise sensitive areas shall include rear yard areas on single family residences and ground floor common areas and private patio areas for multiple family residences. For other noise sensitive uses such as libraries, schools or hospitals, noise sensitive areas shall be those areas that serve a significant function for the use that could be adversely affected by noise.
Examples include resting or patient recovery areas at hospitals, outdoor service areas for churches (excluding areas used for short-term social gatherings) or outdoor teaching or discussion areas at schools (does not include playgrounds or other active outdoor areas).
2. If the acoustical study shows that the noise levels at any noise sensitive area will exceed 65 dB(A) Ldn, the development should not be approved unless the following findings are made:
a. Modifications to the development have been, or will be made, which will reduce the exterior noise level in noise sensitive areas to 65 dB(A) Ldn or less, or b. If, with current noise abatement technology, it is not feasible to reduce the exterior noise level to 65 dB(A) Ldn or less, then modifications to the development will have been, or will be made which reduce the exterior noise level to the maximum extent feasible and the interior noise level to 45 dB(A) Ldn or less. Particular attention shall be given to noise sensitive spaces such as bedrooms.
For rooms in noise sensitive areas which are occupied only for a part of the day, (schools, libraries or similar), the interior one-hour average sound level during occupation, due to noise outside, should not exceed 45 dB(A) Leq (hour).
The City's noise maps will be used to determine whether a proposed project or land use is compatible with its surrounding land uses. Noise compatible land uses are assessed according to the categories depicted on Figure 7-3, Noise / Land Use Compatibility Guide (Exhibit D). The Noise / Land Use Compatibility Guide should not be misinterpreted as being prohibitive but should be used as a guide and a resource. If doubt exists as to the noise impact, whether it be the existing or future noise on the project or from the project on the surrounding community, an acoustical study will be required. Land use changes should be reviewed for potential noise impacts.
The acoustical study shall include existing and future noise levels on the site, the effect of the project on its surroundings, and mitigating measures, if necessary. The mitigation measures may include, but not be limited to the following:
1. The use of site design techniques such as the provision of buffers to increase distances between the noise source and receiver, siting of buildings and parking areas and the careful siting of noisesensitive outdoor features to minimize noise impacts; Cottonwood & Park
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14 2. Provision of berms, landscaping and other sound barriers, without the exclusive use of walls; i.e., a combination of a small wall and a berm in concert with the overall streetscape in the area could be appropriate; and
3. Insulation of buildings against noise, including thicker-than-standard glazing and mechanical ventilation.
City of Santee Municipal Code
Section 5.04.020 Definitions.
“Disturbing, excessive or offensive noise” means:
1. Any sound or noise which constitutes a nuisance involving discomfort or annoyance to persons of normal sensitivity residing in the area;
2. Any sound or noise conflicting with criteria standards or levels as set forth in this chapter for permissible noises;
3. Any sound or noise conflicting with criteria standards or levels established by Federal or State Government which are applicable in the City.
Section 5.04.030 Most restrictive limits apply.
If there is any conflict among sections in this chapter or between the sections in this chapter and any other applicable law or regulation, the provision which contains the most restrictive limits applies.
Section 5.04.040 General noise regulations.
General Prohibitions. It is unlawful for any person to make, continue, or cause to be made or continued, within the limits of the City, any disturbing, excessive or offensive noise which causes discomfort or annoyance to reasonable persons of normal sensitivity residing in the area. The characteristics and conditions which should be considered in determining whether a violation of the provisions of this section exists, include, but are not limited to, the following:
1. The level of the noise;
2. Whether the nature of the noise is usual or unusual;
3. Whether the origin of the noise is natural or unnatural;
4. The level of the background noise;
5. The proximity of the noise to sleeping facilities;
6. The nature and zoning of the area within which the noise emanates;
7. The density of the inhabitation of the area within which the noise emanates;
8. The time of day or night the noise occurs;
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15 9. The duration of the noise;
10. Whether the noise is recurrent, intermittent, or constant; and
11. Whether the noise is produced by a commercial or noncommercial activity.
Section 5.04.090 Construction equipment.
Prohibitions. Except for emergency work or work that has been expressly approved by the City, it is unlawful for any person to operate any single or combination of powered construction equipment at any construction site, as follows:
1. It is unlawful for any person to operate any single or combination of powered construction equipment at any construction site on Mondays through Saturdays except between the hours of 7:00 a.m. and 7:00 p.m., unless expressly approved by the Director of Development Services.
2. It is unlawful for any person to operate any single or combination of powered construction equipment at any construction site on Sundays or City recognized holidays unless expressly approved by the Director of Development Services.
3. No construction equipment is permitted to be started, idled, moved or operated at any location before 7:00 a.m. or after 7:00 p.m. on Mondays through Saturdays and all times on Sundays and holidays, described in subsection (A)(2) of this section. Specific exemptions may be authorized by the Director of Development Services.
4. Construction equipment with a manufacturer’s noise rating of 85 dBALMAX or greater, may only operate at a specific location for 10 consecutive workdays. If work involving such equipment will involve more than 10 consecutive workdays, a notice must be provided to all property owners and residents within 300 feet of the site no later than 10 days before the start of construction.
The notice must be approved by the City and describe the project, the expected duration, and provide a point of contact to resolve noise complaints.
Section 5.04.160 Limitations on noise not otherwise addressed.
For any noise source not specifically addressed in this chapter, except where exempted or excluded by Section 5.04.170, the following general limitations apply:
A. Between 10:00 p.m. and 7:00 a.m., it is unlawful for any person to generate any noise on the public way that is louder than average conversational level at a distance of 50 feet or more, vertically or horizontally, from the source.
B. Between 10:00 p.m. and 7:00 a.m., no person is permitted to generate any noise on any private open space that is louder than average conversational level at a distance of 50 feet or more, measured from the property line of the property from which the noise is being generated.
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16 City of Santee Draft Program Environmental Impact Report The DPEIR outlines the following applicable mitigation measures regarding construction noise and vibration. Only the applicable portion of MM-BIO-1 is provided below.
MM-NOS-2: The City shall review applications for future development to determine applicability of a Construction Noise Best Management Plan. An applicant may provide site-specific noise generation information demonstrating that construction activities will not exceed 75 dB at the nearest sensitive receptor. If this site-specific information is not provided, a construction best management plan shall be required when the construction site is located within 150 feet of a sensitive receptor. The criteria of 150 feet is provided as a screening tool for use by the City, based on an average construction noise level of 83 dB, attenuating to 75 dB at 150 feet.
Construction Noise Best Management Practice Plan
Where applicable based on the criteria provided above, the City shall require preparation and implementation of a best management practice plan that demonstrates how noise levels would be minimized to comply with the time of day restrictions and notification requirements of Santee Municipal Code Section 5.04.090.
Noise reduction measures can include, but are not limited to, the following:
1. Construction equipment with a manufacturer’s noise rating of 85 dB(A) Lmax or greater may only operate at a specific location for 10 consecutive workdays. If work involving such equipment would involve more than 10 consecutive workdays, a notice must be provided to all property owners and residents within 300 feet of the site no later than 10 days before the start of construction. The notice must be approved by the City and describe the proposed project and the expected duration of work and provide a point of contact to resolve noise complaints.
2. Idling times for noise-generating equipment used in demolition, construction, site preparation, and related activities shall be minimized either by shutting equipment off when not in use or reducing the maximum idling time to 5 minutes.
3. Demolition, construction, site preparation, and related activities within 100 feet from the edge of properties with existing, occupied noise-sensitive uses shall incorporate all feasible strategies to reduce noise exposure for noise-sensitive uses, including:
Provide written notice to applicable noise-sensitive land uses at least two weeks prior to the start of each construction phase of the construction schedule; Ensure that construction equipment is properly maintained and equipped with noise control components, such as mufflers, in accordance with manufacturers’ specifications;
Re-route construction equipment away from adjacent noise-sensitive uses; Cottonwood & Park
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17 Use sound aprons or temporary noise enclosures around noise-generating equipment;
Position storage of waste materials, earth, and other supplies in a manner that will function as a noise barrier for surrounding noise-sensitive uses; Use the quietest practical type of equipment;
Use electric powered equipment instead of diesel or gasoline engine powered equipment;
Use shrouding or shielding and intake and exhaust silencers/mufflers; and Other effective and feasible strategies to reduce construction noise exposure for surrounding noise-sensitive uses.
4. For construction of buildings that require the installation of piles, an alternative to installation of piles by hammering shall be used where sensitive receptors are located within 150 feet. This could include the use of augured holes for cast-in place piles, installation through vibration or hydraulic insertion, or another low-noise technique.
MM-NOS-3: Applications for future development, where the City has determined a potential for vibration impacts in relation to sensitive receptors, shall be required to comply with the following mitigation measure:
Prior to the issuance of a permit to develop at the Rezone Sites, the City shall determine whether the construction process will require equipment or activities that may result in vibration, such as pile driving. For projects requiring pile driving during construction within 135 feet of fragile structures, such as historical resources, 100 feet of nonengineered timber and masonry buildings (e.g., most residential buildings), or within 75 feet of engineered concrete and masonry (no plaster); or a vibratory roller within 25 feet of any structure, the project applicant shall prepare a noise and vibration analysis to assess and mitigate potential noise and vibration impacts related to these activities.
These distances are based on reference vibration levels generated by pile drivers and vibratory rollers and standard vibration propagation rates as published by the Federal Transit Administration Transit Noise and Vibration Impact Assessment Manual (FTA 2018). This noise and vibration analysis shall be conducted by a qualified and experienced acoustical consultant or engineer. The vibration levels shall not exceed Federal Transit Administration architectural damage thresholds (e.g., 0.12 inches per second [in/sec] peak particle velocity [PPV] for fragile or historical resources, 0.2 in/sec PPV for non-engineered timber and masonry buildings, and 0.3 in/sec PPV for engineered concrete and masonry). If vibration levels would exceed this threshold, alternative uses such as drilling piles as opposed to pile driving, and static rollers as opposed to vibratory rollers shall be used. If necessary, construction vibration monitoring shall be conducted to ensure vibration thresholds are not exceeded.
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18 MM-BIO-1: Applications for future development, where the City has determined a potential for impacts to sensitive biological resources, shall be required to comply with the following mitigation measure.
a. Prior to issuance of any construction permit or any earth-moving activities, a site specific general biological resources survey shall be conducted to identify the presence of any sensitive biological resources, including any sensitive plant or wildlife species. A biological resources report shall be submitted to the City to document the results of the biological resources survey. The report shall include:
1. The methods used to determine the presence of sensitive biological resources;
2. Vegetation mapping of all vegetation communities and/or land cover types;
3. The locations of any sensitive plant or wildlife species;
5. An evaluation of the significance of any potential direct or indirect impacts from the proposed project. If suitable habitat for sensitive species is identified based on the general biological survey, then focused presence/absence surveys shall be conducted in accordance with applicable resource agency survey protocols and incorporated into the biological resources report. If potentially significant impacts to sensitive biological resources are identified, project-level grading and site plans shall incorporate project design features to avoid or minimize direct impacts on sensitive biological resources to the extent feasible, and the report shall also recommend appropriate mitigation to reduce the impacts to below a level of significance, where feasible.
b. Environmentally Sensitive Areas (ESAs) shall be identified in the biological resources report and avoided to the maximum extent practicable. In areas near or adjacent to ESAs (i.e., natural habitats and vegetation, wetlands, wildlife areas, wildlife corridors), the biological resources report will consider the following measures:
Avoidance of ESAs. In areas near or adjacent to ESAs, construction limits shall be clearly demarcated using highly visible barriers (such as silt fencing), which shall be installed under the supervision of a qualified biologist prior to the commencement of work. Construction personnel shall strictly limit their activities, vehicles, equipment, and construction materials to the project footprint, including designated staging areas, and routes of travel. The construction areas shall be limited to the minimal area necessary to complete the proposed project. The fencing shall remain in place until the completion of all construction activities and shall be promptly removed when construction is complete.
MM-BIO-2: Applications for future development, wherein the City has determined a potential for impacts to least Bell’s vireo, shall be required to comply with the following mitigation framework.
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19 Prior to issuance of a permit for grading or vegetation removal, USFWS protocol surveys for least Bell’s vireo shall be required should project construction occur within 300 feet of riparian habitat during the breeding season (April 10 to July 31). If least Bell’s vireo are identified during the protocol surveys, then noise attenuation measures shall be required to ensure that noise levels from construction do not exceed a 60 dB(A) hourly average per hour at the edge of the riparian habitat or to the ambient noise level if it exceeds 60 dB(A) prior to construction. Construction noise monitoring shall be required to verify that noise levels at the edge of occupied habitat are maintained below 60 dB(A) hourly average unless an analysis completed by a qualified acoustician shows that noise generated by construction activities would not exceed 60 dB(A) hourly average at the edge of occupied habitat.
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20 5.0 Study Method and Procedure
The following section describes the noise modeling procedures and assumptions used for this assessment.
5.1 Noise Measurement Procedure and Criteria
Noise measurements are taken to determine the existing noise levels. A noise receiver or receptor is any location in the noise analysis in which noise might produce an impact. The following criteria are used to select measurement locations and receptors:
Locations expected to receive the highest noise impacts, such as the first row of houses Locations that are acoustically representative and equivalent of the area of concern Human land usage
Sites clear of major obstruction and contamination
MD conducted the sound level measurements in accordance to the County’s and Caltrans (TeNS) technical noise specifications. All measurement equipment meets American National Standards Institute (ANSI) specifications for sound level meters (S1.4-1983 identified in Chapter 19.68.020.AA). The following gives a brief description of the Caltrans Technical Noise Supplement procedures for sound level measurements:
Microphones for sound level meters were placed 5-feet above the ground for all measurements Sound level meters were calibrated (Larson Davis CAL 200) before and after each measurement Following the calibration of equipment, a windscreen was placed over the microphone Frequency weighting was set on “A” and slow response
Results of the long-term noise measurements were recorded on field data sheets During any short-term noise measurements, any noise contaminations such as barking dogs, local traffic, lawn mowers, or aircraft fly-overs were noted
Temperature and sky conditions were observed and documented
5.2 Noise Measurement Locations
Noise monitoring locations were selected to obtain a baseline of the existing noise environment. Two (2) short-term 15-minute noise measurements were conducted at or near the Project site, and long-term data was extrapolated based on traffic patterns. Appendix A includes photos, the field sheet, and measured noise data. Exhibit E illustrates the location of the measurements.
5.3 FHWA Traffic Noise Prediction Model
Traffic noise from vehicular traffic was projected using the FHWA Traffic Noise Prediction Model (FHWARD-77-108) standards. The FHWA model arrives at the predicted noise level through a series of adjustments to the Reference Energy Mean Emission Level (REMEL). Roadway volumes and percentages correspond to the project’s scoping agreement for traffic impact analysis as prepared by TJW Engineering (TJW Engineering, Cottonwood & Park – Scoping Agreement for Traffic Impact Analysis, March 18, 2024) and the City’s 2018 ADTs. The referenced traffic data was applied to the model and is in Appendix B. The following outlines the key adjustments made to the REMEL for the roadway inputs:
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21 Roadway classification – (e.g., freeway, major arterial, arterial, secondary, collector, etc.), Roadway Active Width – (distance between the center of the outer most travel lanes on each side of the roadway)
Average Daily Traffic Volumes (ADT), Travel Speeds, Percentages of automobiles, medium trucks and heavy trucks
Roadway grade and angle of view
Site Conditions (e.g., soft vs. hard)
Percentage of total ADT which flows each hour through-out a 24-hour period Table 1 indicates the roadway parameters and vehicle distribution utilized for this study.
Table 1: Roadway Parameters and Vehicle Distribution
Roadway Segment Existing ADT1 Existing + Project ADT1 Speed (MPH) Site Conditions Magnolia Ave East of site 22,400 22,640 45 Hard
Mast Blvd North of site 18,500 18,740 40 Hard
Vehicle Distribution and Mix3
Motor-Vehicle Type Daytime %
(7AM to 7 PM)
Evening %
(7 PM to 10 PM)
Night %
(10 PM to 7 AM)
Total % of
Traffic Flow
Automobiles 77.5 12.9 9.6 97.5
Medium Trucks 84.8 4.9 10.3 1.8
Heavy Trucks 86.5 2.7 10.8 0.7
Notes:
1 ADTs from City of Santee 2018 Average Daily Traffic Volumes 2 Project ADT from TJW TIA
3 Typical California Vehicle Distribution and Mix
To determine the project’s noise impact to the surrounding land uses, MD generated noise contours for projected traffic conditions. Noise contours are used to provide a characterization of sound levels experienced at a set distance from the centerline of a subject roadway. They are intended to represent a worst-case scenario and do not take into account structures, sound walls, topography, and/or other sound attenuating features which may further reduce the actual noise level. Noise contours are developed for comparative purposes and are used to demonstrate potential increases/decreases along subject roadways because of a project.
5.4 Interior Noise Modeling
The interior noise level is the difference between the projected exterior noise level at the structure’s facade and the noise reduction provided by the structure itself. Typical building construction will provide a conservative 12 dBA noise level reduction with a “windows open” condition and a very conservative 20 dBA noise level reduction with “windows closed”. MD estimated the interior noise level by subtracting the building shell design from the predicted exterior noise level.
For a “windows closed” condition, the project will require mechanical fresh air ventilation (e.g., air conditioning) to the habitable dwelling units.
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22 5.5 FHWA Roadway Construction Noise Model
The construction noise analysis utilizes the Federal Highway Administration (FHWA) Roadway Construction Noise Model (RNCM), together with several key construction parameters. Key inputs include distance to the sensitive receiver, equipment usage, % usage factor, and baseline parameters for the project site.
The project was analyzed based on the different construction phases. The construction noise calculation output worksheet is in Appendix C.
Exhibit E
Measurement Locations
23 Study Method and Procedure
#
= Long-Term
Monitoring Location
Site
1 2
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24 6.0 Existing Noise Environment
Two (2) 15-minute noise measurements were conducted at the project site in order to document the existing noise environment. The measurements include the Leq, Lmin, Lmax and other statistical data (e.g. L2, L8). 24-hour noise data was extrapolated from the 15-minute noise measurements using typical traffic patterns. The results of the noise measurements are presented in Table 2. Noise measurement field sheets are provided in Appendix A.
Table 2: Short-Term Noise Measurement Data (dBA)1
Location Start Time Stop Time Leq Lmax Lmin L(2) L(8) L(25) L(50) L(90) Estimated Ldn2
NM1 1:20 PM 1:35 PM 58.1 77.7 42.2 65.9 54.1 46.3 44.7 43.3 61.0 NM2 1:42 PM 1:57 PM 52.3 65.1 43.1 62.0 54.9 51.3 47.8 44.9 55.2 Notes:
1. Short-term noise monitoring locations are illustrated in Exhibit E.
2. Ldn estimated based off typical traffic patterns.
Noise data indicates the ambient noise level ranged from 52 to 58 dBA Leq at the surrounding uses. The exterior ambient noise level is estimated to be 55 to 61 dBA Ldn. Additional field notes are provided in Appendix A.
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City of Santee, CA Future Noise Environment Impacts and Mitigation
25 7.0 Future Noise Environment Impacts and Mitigation
This assessment analyzes future noise impacts to the project and compares the results to the City’s Noise Standards. The analysis details the estimated exterior noise levels associated with traffic from adjacent roadway sources.
7.1 Future Off-site Exterior Noise Impact
The exterior noise level off-site of the project will be impacted by transportation-related sources and other stationary sources. The following outlines the impacts associated with exterior noise levels.
7.1.1 Future Off-site Traffic Noise Impact
The potential off-site noise impacts caused by the increase in vehicular traffic as a result of the project were calculated at a distance of 50 feet. The distance to the 55, 60, 65, and 70 dBA Ldn noise contours are also provided for reference. The noise level at 50 feet is representative of approximate distances to existing multi-family homes close to the subject roadway impacted by the project. The noise contours were calculated for the following scenarios and conditions:
Existing Condition (2018 ADT): This scenario refers to the existing traffic noise condition and is demonstrated in Table 3.
Existing + Project Condition: This scenario refers to the existing plus project traffic noise condition and is demonstrated in Table 3.
<Table 3, next page>
Cottonwood & Park
Noise Impact Study
City of Santee, CA Future Noise Environment Impacts and Mitigation
26 Table 3: Existing/Existing + Project Scenario – Noise Levels Along Roadways (dBA Ldn) Existing Exterior Noise Levels
Ldn
at 50 Ft (dBA)
Distance to Contour (Ft)
Roadway Segment 70 dBA Ldn 65 dBA Ldn 60 dBA Ldn 55 dBA Ldn Magnolia Ave East of site 71.4 69 220 695 2,197
Mast Blvd North of site 69.2 42 132 418 1,322
Existing + Project Exterior Noise Levels
Ldn
at 50 Ft (dBA)
Distance to Contour (Ft)
Roadway Segment 70 dBA Ldn 65 dBA Ldn 60 dBA Ldn 55 dBA Ldn Magnolia Ave East of site 71.5 70 222 702 2,221
Mast Blvd North of site 69.3 42 134 423 1,339
Change in Noise Levels as a Result of Projects
Ldn at 50 Feet dBA2
Roadway1 Segment
Existing
Without
Project
Existing
With
Project
Change in
Noise Level
Potential
Significant
Impact
Magnolia Ave East of site 71.4 71.5 0.1 No
Mast Blvd North of site 69.2 69.3 0.1 No
Notes:
1 Exterior noise levels calculated at 5 feet above ground level. 2 Noise levels calculated from centerline of subject roadway.
Table 3 provides the Existing and Existing + Project noise conditions and shows the change in noise level because of the proposed project. As shown in Table 3, there will be a small increase in traffic noise of
0.1 dBA at 50 feet from the centerline of the subject roadway.
7.1.2 Future Off-Site Stationary Noise Impact
Off-site operational noise includes transformers and HVAC units. HVAC equipment is assumed to be located on the rooftops. Equipment will be at least 100 feet away from the nearest residential uses to the east. The maximum sound power level from a single unit is 72 dBA. At 100 feet away, the sound pressure level is estimated to be 31 dBA. Assuming half of all 285 units are located 100 feet away from the eastern receptor and running simultaneously, the sound level is 54 dBA Leq. If the units ran simultaneously for 24 hours, the noise level would be 60 dBA Ldn. According to the City’s Land Use Compatibility (Exhibit D of this report), the noise at residential properties must not exceed 65 dBA Ldn.
The worst-case noise due to the HVAC units operating simultaneously will be 60 dBA Ldn, and thus meets the City’s noise level limit for residential properties.
Per ANSI and NEPA requirements for transformer noise, transformers must be no louder than 65 dBA at 6 feet. Transformers should be placed at least 20 feet from the adjacent residential receptors or should be shielded to stay below the nighttime ambient level.
Operational noise complies with Section 5.04 of the Santee Municipal Code. The impact is, therefore, less than significant.
Cottonwood & Park
Noise Impact Study
City of Santee, CA Future Noise Environment Impacts and Mitigation
27 7.2 Future On-site Exterior Noise Levels
The exterior noise level at the project site will be impacted by transportation-related sources. The following outlines the impacts associated with exterior noise levels.
7.2.1 Noise Impacts to On-Site Receptors Due to Traffic Traffic noise from Magnolia Avenue was evaluated and compared to the City’s guidelines. Using cumulative traffic, the edge of the Project site will be up to 58 dBA Ldn. According to the Noise Element of the General Plan, residential uses are acceptable up to 65 dBA Ldn. Thus, the project meets the 65 dBA Ldn limit for residential uses and falls within the normally acceptable level from the Noise Compatibility Matrix.
7.2.2 Noise Impacts to On-Site Receptors Due to Aircrafts The project site is located approximately 1.3 miles away from Gillespie Field Airport. The site is outside of the 60 dBA CNEL noise contour. Therefore, the impact due to aircraft noise is less than significant.
7.3 Interior Noise Levels
The future interior noise level was calculated for the sensitive receptor locations using a typical “windows open” and “windows closed” condition. A “windows open” condition assumes 12 dBA of noise attenuation from the exterior noise level. A “windows closed” condition” assumes 20 dBA of noise attenuation from the exterior noise level. Table 4 indicates the first and second-floor interior noise levels for the project site.
Table 4: Future Interior Noise Levels (dBA Ldn)
Location Roadway
Noise Source
Exterior Facade
Study Location
Noise
Level at
Building
Facade1
Interior Noise
Reduction
Required to
Meet Interior
Noise Standard
of 45 dBA Ldn
Interior Noise Level w/
Typical Residential
Windows (STC≥ 25)
STC Rating
for Windows
Facing
Subject
Roadway4
Window
Open2
Windows
Closed3
1st Row Units
Along Eastern
Property Line
Magnolia
Ave
1 st Floor 58 13 46 38 25
2 nd Floor 58 13 46 38 25
Notes:
1. Noise level from Section 7.1 and from worksheets Appendix B.
2. A minimum of 12 dBA noise reduction is assumed with a "windows open" condition.
3. A minimum of 20 dBA noise reduction is assumed with a "windows closed" condition.
4. Indicates the required STC rating to meet the interior noise standard.
As shown in Table 4, the interior noise level will be 46 dBA Ldn with the windows open and 38 dBA Ldn with the windows closed.
To meet the City’s interior 45 dBA Ldn standard a “windows closed” condition is required. The windows and sliding glass doors will require a minimum STC rating of 25. A “windows closed” condition simply means that in order to achieve a 45 dBA Ldn interior noise level, the windows must be closed and does not mean the windows must be fixed.
Cottonwood & Park
Noise Impact Study
City of Santee, CA Construction Noise Impact
28 8.0 Construction Noise Impact
The degree of construction noise may vary for different areas of the project site and also vary depending on the construction activities. Noise levels associated with the construction will vary with the different phases of construction. The construction noise and vibration level projections are provided in the sections below.
8.1 Construction Noise
The Environmental Protection Agency (EPA) has compiled data regarding the noise generated characteristics of typical construction activities. The data is presented in Table 5.
Table 5: Typical Construction Noise Levels1
Equipment Powered by Internal Combustion Engines
Type Noise Levels (dBA) at 50 Feet
Earth Moving
Compactors (Rollers) 73 - 76
Front Loaders 73 - 84
Backhoes 73 - 92
Tractors 75 - 95
Scrapers, Graders 78 - 92
Pavers 85 - 87
Trucks 81 - 94
Materials Handling
Concrete Mixers 72 - 87
Concrete Pumps 81 - 83
Cranes (Movable) 72 - 86
Cranes (Derrick) 85 - 87
Stationary
Pumps 68 - 71
Generators 71 - 83
Compressors 75 - 86
Impact Equipment
Type Noise Levels (dBA) at 50 Feet
Saws 71 - 82
Vibrators 68 - 82
Notes:
1 Referenced Noise Levels from the Environmental Protection Agency (EPA) Construction is anticipated to occur during the permissible hours from 7:00 a.m. to 7:00 p.m. according to the City’s Municipal Code Section 5.04.090. The City’s Municipal Code also requires that construction equipment with a noise rating of 85 dBA Lmax or more can only operate for 10 consecutive workdays.
MM-NOS-2 of the City’s DPEIR states that the construction noise level at the nearest sensitive receptor must not exceed 75 dBA Leq.
Cottonwood & Park
Noise Impact Study
City of Santee, CA Construction Noise Impact
29 Construction noise is considered a short-term impact and would be considered significant if construction activities are taken outside the allowable times as described in the City’s Municipal Code, or if construction exceeds the DPEIR noise standards. Construction noise will have a temporary or periodic increase in the ambient noise level above the existing within the project vicinity. Construction noise level projections are provided below.
Typical operating cycles for these types of construction equipment may involve one or two minutes of full power operation followed by three to four minutes at lower power settings. Noise levels are in Table
6. A likely worst-case construction noise scenario assumes equipment operating as close as 80 feet and an average of 690 feet from the nearest sensitive receptor (residences to the east). The Lmax levels represent maximum levels when construction occurs adjacent to the residential receptors. Leq levels represent the average construction noise level during each phase.
Table 6: Construction Noise Levels at the East Property Line Phase dBA Lmax dBA Leq
Ground Improvement 96.9 74.3
Site Prep 79.9 64.9
Grading 80.9 65.6
Build 79.9 63.4
Paving 85.9 64.1
Arch Coating 73.9 51.2
Notes: Const Equip from CalEEMod
As shown in Table 6, construction noise levels are anticipated to get up to 74 dBA Leq, and thus meet the standards defined in MM-NOS-2. The column setups during ground improvement, the grader during grading, and the pavement scarifier during paving are anticipated to exceed 85 dBA Lmax and must comply with Section 5.04.090(4) of the Municipal Code, which states that construction equipment with a maximum noise level of 85 dBA Lmax or greater may only operate for 10 consecutive workdays, or a notice must be provided to all property owners and residents within 300 feet of the site.
Per MM-BIO-2 of the City’s DPEIR, construction noise could be significant if occurring within 300 feet of riparian habitat during the breeding season (April 10 to July 31). If least Bell’s vireo are identified during protocol surveys, the construction noise levels must be reduced to 60 dBA. The project then must implement a construction noise mitigation and monitoring plan to reduce the levels to 60 dBA hourly average per hour at the edge of the riparian habitat.
The construction noise impact is less than significant with the implementation of the construction noise reduction measures listed in Chapter 8.3.
8.2 Construction Vibration
Construction activities can produce vibration that may be felt by adjacent land uses. The construction of the proposed project does not intend to use equipment such as impact pile drivers, which are known to Cottonwood & Park
Noise Impact Study
City of Santee, CA Construction Noise Impact
30 generate substantial construction vibration levels. The primary vibration source during construction may be from a sonic pile driver. A sonic pile driver has a vibration impact of up to 0.734 inches per second peak particle velocity (PPV) at 25 feet.
The fundamental equation used to calculate vibration propagation through average soil conditions and distance is as follows:
PPVequipment = PPVref (25/Drec)
n
Where: PPVref = reference PPV at 25 ft.
Drec = distance from equipment to receiver in ft.
n = 1.1 (the value related to the attenuation rate through ground) The thresholds from the Caltrans Transportation and Construction Induced Vibration Guidance Manual in Table 7 (below) provides general thresholds and guidelines as to the vibration damage potential from vibratory impacts.
Table 7: Guideline Vibration Damage Potential Threshold Criteria Structure and Condition
Maximum PPV (in/sec)
Transient Sources Continuous/Frequent
Intermittent Sources
Extremely fragile historic buildings, ruins, ancient monuments 0.12 0.08 Fragile buildings 0.2 0.1
Historic and some old buildings 0.5 0.25
Older residential structures 0.5 0.3
New residential structures 1.0 0.5
Modern industrial/commercial buildings 2.0 0.5
Source: Table 19, Transportation and Construction Vibration Guidance Manual, Caltrans, Sept. 2013.
Note: Transient sources create a single isolated vibration event, such as blasting or drop balls. Continuous/frequent intermittent sources include impact pile drivers, pogo-stick compactors, crack-and-seat equipment, vibratory pile drivers, and vibratory compaction equipment.
Table 8 gives approximate vibration levels for particular construction activities. This data provides a reasonable estimate for a wide range of soil conditions.
Cottonwood & Park
Noise Impact Study
City of Santee, CA Construction Noise Impact
31 Table 8: Vibration Source Levels for Construction Equipment1 Equipment
Peak Particle Velocity Approximate Vibration Level
(inches/second) at 25 feet LV (dVB) at 25 feet
Pile driver (impact) 1.518 (upper range) 112
0.644 (typical) 104
Pile driver (sonic) 0.734 upper range 105
0.170 typical 93
Clam shovel drop (slurry wall) 0.202 94
Hydromill 0.008 in soil 66
(slurry wall) 0.017 in rock 75
Vibratory Roller 0.21 94
Hoe Ram 0.089 87
Large bulldozer 0.089 87
Caisson drill 0.089 87
Loaded trucks 0.076 86
Jackhammer 0.035 79
Small bulldozer 0.003 58
1 Source: Transit Noise and Vibration Impact Assessment, Federal Transit Administration, May 2006.
The sonic pile driver is anticipated to be as close as 116 feet away from the nearest residential façade to the east. At a distance of 116 feet, a sonic pile driver would yield a worst-case 0.136 PPV (in/sec) which will be perceptible but below any risk of damage (0.3 in/sec PPV is the threshold of old residential structures). The construction vibration complies with MM-NOS-3 of the DPEIR, and the impact is less than significant. No mitigation is required.
8.3 Construction Noise Reduction Measures
Construction operations must follow the City’s Noise Ordinance, which states that construction, repair or excavation work performed must occur within the permissible hours. To further ensure that construction activities do not disrupt the adjacent land uses, the following measures should be taken:
1. Construction shall occur during the hours of 7AM to 7PM on Monday through Saturday.
2. The contractor should locate equipment staging areas as far as possible, away from the sensitive receptors.
3. Idling equipment should be turned off when not in use.
4. Equipment shall be maintained so that vehicles and their loads are secured from rattling and banging.
5. If construction equipment with a manufacturer’s noise rating of 85 dBA Lmax or greater (such as column setups and pavement scarifiers) will operate more than 10 consecutive workdays, then a notice must be provided to all property owners and residents within 300 feet of the site no later Cottonwood & Park
Noise Impact Study
City of Santee, CA Construction Noise Impact
32 than 10 days before the start of construction. The notice must be approved by the City and describe the project, the expected duration, and provide a point of contact to resolve noise complaints.
5. Between April 10th to July 31st: If least Bell’s vireo are found within 300 feet the site and construction, the project must implement a construction noise mitigation and monitoring plan to reduce the levels to 60 dB(A) hourly average per hour at the edge of the riparian habitat.
Cottonwood & Park
Noise Impact Study
City of Santee, CA References
33 9.0 References
State of California General Plan Guidelines: 1998. Governor’s Office of Planning and Research City of Santee: General Plan Noise Element.
City of Santee: Municipal Code Section 5.04.
City of Santee: Draft Program Environmental Impact Report.
Caltrans Noise Technical Manual. 2013
Konan Vibration Criteria
TJW Engineering, Inc.: Scoping Agreement for Traffic Impact Analysis – Cottonwood & Park, March 2024.
Federal Highway Administration. Noise Barrier Design Handbook. June 2017.
Federal Transit Administration. Transit Noise and Vibration Impact Assessment Manual. September 2018 Appendix A:
Photographs and Field Measurement Data
Appendix B:
Traffic Noise Modeling Output
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
PROJECT: TOWN CENTER & PARK JOB #: 0163-2024-009
ROADWAY: MAGNOLIA AVE DATE: 4-Aug-25
LOCATION: EAST OF PROJECT ENGINEER: R.Edelman
ADT = 22,400 RECEIVER DISTANCE = 50
SPEED = 45 DIST C/L TO WALL = 50
PK HR % = 10 RECEIVER HEIGHT = 5.0
NEAR LANE/FAR LANE DIST = 50 WALL DISTANCE FROM RECEIVER = 0 ROAD ELEVATION = 0.0 PAD ELEVATION = 0.5
GRADE = 1.0 % ROADWAY VIEW: LF ANGLE= -90
PK HR VOL = 2,240 RT ANGLE= 90
DF ANGLE= 180
AUTOMOBILES = 10 HTH WALL= 0.0
MEDIUM TRUCKS = 10 (10 = HARD SITE, 15 = SOFT SITE) AMBIENT= 0.0 HEAVY TRUCKS = 10 BARRIER = 0 (0 = WALL, 1 = BERM)
VEHICLE TYPE EVENING NIGHT DAILY VEHICLE TYPE HEIGHT SLE DISTANCE AUTOMOBILES 0.129 0.096 0.9742 AUTOMOBILES 2.0 43.44
MEDIUM TRUCKS 0.049 0.103 0.0184 MEDIUM TRUCKS 4.0 43.33 HEAVY TRUCKS 0.027 0.108 0.0074 HEAVY TRUCKS 8.0 43.37
VEHICLE TYPE PK HR LEQ DAY LEQ EVEN LEQ NIGHT LEQ LDN CNEL AUTOMOBILES 71.4 69.5 67.8 61.7 70.3 70.9
MEDIUM TRUCKS 62.5 61.0 54.6 53.1 61.5 61.8
HEAVY TRUCKS 63.0 61.6 52.6 53.8 62.2 62.3
NOISE LEVELS (dBA) 72.5 70.7 68.1 62.9 71.4 71.9
VEHICLE TYPE PK HR LEQ DAY LEQ EVEN LEQ NIGHT LEQ LDN CNEL AUTOMOBILES 71.4 69.5 67.8 61.7 70.3 70.9
MEDIUM TRUCKS 62.5 61.0 54.6 53.1 61.5 61.8
HEAVY TRUCKS 63.0 61.6 52.6 53.8 62.2 62.3
NOISE LEVELS (dBA) 72.5 70.7 68.1 62.9 71.4 71.9
NOISE LEVELS 70 dBA 65 dBA 60 dBA 55 dBA
CNEL 78 247 782 2473
LDN 69 220 695 2197
NOISE CONTOUR (FT)
- -
0.00 0.848
0.865
NOISE OUTPUT DATA
NOISE IMPACTS (WITHOUT TOPO OR BARRIER SHIELDING)
NOISE IMPACTS (WITH TOPO AND BARRIER SHIELDING)
VEHICLE MIX DATA MISC. VEHICLE INFO
0.775 - -
DAY GRADE ADJUSTMENT
NOISE INPUT DATA - EXISTING
ROADWAY CONDITIONS RECEIVER INPUT DATA
SITE CONDITIONS WALL INFORMATION
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
PROJECT: TOWN CENTER & PARK JOB #: 0163-2024-009
ROADWAY: MAGNOLIA AVE DATE: 4-Aug-25
LOCATION: EAST OF PROJECT ENGINEER: R.Edelman
ADT = 22,640 RECEIVER DISTANCE = 50
SPEED = 45 DIST C/L TO WALL = 50
PK HR % = 10 RECEIVER HEIGHT = 5.0
NEAR LANE/FAR LANE DIST = 50 WALL DISTANCE FROM RECEIVER = 0 ROAD ELEVATION = 0.0 PAD ELEVATION = 0.5
GRADE = 1.0 % ROADWAY VIEW: LF ANGLE= -90
PK HR VOL = 2,264 RT ANGLE= 90
DF ANGLE= 180
AUTOMOBILES = 10 HTH WALL= 0.0
MEDIUM TRUCKS = 10 (10 = HARD SITE, 15 = SOFT SITE) AMBIENT= 0.0 HEAVY TRUCKS = 10 BARRIER = 0 (0 = WALL, 1 = BERM)
VEHICLE TYPE EVENING NIGHT DAILY VEHICLE TYPE HEIGHT SLE DISTANCE AUTOMOBILES 0.129 0.096 0.9742 AUTOMOBILES 2.0 43.44
MEDIUM TRUCKS 0.049 0.103 0.0184 MEDIUM TRUCKS 4.0 43.33 HEAVY TRUCKS 0.027 0.108 0.0074 HEAVY TRUCKS 8.0 43.37
VEHICLE TYPE PK HR LEQ DAY LEQ EVEN LEQ NIGHT LEQ LDN CNEL AUTOMOBILES 71.5 69.6 67.8 61.8 70.4 71.0
MEDIUM TRUCKS 62.5 61.0 54.7 53.1 61.6 61.8
HEAVY TRUCKS 63.1 61.7 52.6 53.9 62.2 62.4
NOISE LEVELS (dBA) 72.5 70.7 68.1 62.9 71.5 72.0
VEHICLE TYPE PK HR LEQ DAY LEQ EVEN LEQ NIGHT LEQ LDN CNEL AUTOMOBILES 71.5 69.6 67.8 61.8 70.4 71.0
MEDIUM TRUCKS 62.5 61.0 54.7 53.1 61.6 61.8
HEAVY TRUCKS 63.1 61.7 52.6 53.9 62.2 62.4
NOISE LEVELS (dBA) 72.5 70.7 68.1 62.9 71.5 72.0
NOISE LEVELS 70 dBA 65 dBA 60 dBA 55 dBA
CNEL 79 250 790 2500
LDN 70 222 702 2221
NOISE CONTOUR (FT)
DAY GRADE ADJUSTMENT
0.775 - -
0.848 - -
0.865 0.00
NOISE OUTPUT DATA
NOISE IMPACTS (WITHOUT TOPO OR BARRIER SHIELDING)
NOISE IMPACTS (WITH TOPO AND BARRIER SHIELDING)
VEHICLE MIX DATA MISC. VEHICLE INFO
NOISE INPUT DATA - EXISTING + PROJECT
ROADWAY CONDITIONS RECEIVER INPUT DATA
SITE CONDITIONS WALL INFORMATION
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
PROJECT: TOWN CENTER & PARK JOB #: 0163-2024-009
ROADWAY: MAST BLVD DATE: 4-Aug-25
LOCATION: EAST OF PROJECT ENGINEER: R.Edelman
ADT = 18,500 RECEIVER DISTANCE = 50
SPEED = 40 DIST C/L TO WALL = 50
PK HR % = 10 RECEIVER HEIGHT = 5.0
NEAR LANE/FAR LANE DIST = 46 WALL DISTANCE FROM RECEIVER = 0 ROAD ELEVATION = 0.0 PAD ELEVATION = 0.5
GRADE = 1.0 % ROADWAY VIEW: LF ANGLE= -90
PK HR VOL = 1,850 RT ANGLE= 90
DF ANGLE= 180
AUTOMOBILES = 10 HTH WALL= 0.0
MEDIUM TRUCKS = 10 (10 = HARD SITE, 15 = SOFT SITE) AMBIENT= 0.0 HEAVY TRUCKS = 10 BARRIER = 0 (0 = WALL, 1 = BERM)
VEHICLE TYPE EVENING NIGHT DAILY VEHICLE TYPE HEIGHT SLE DISTANCE AUTOMOBILES 0.129 0.096 0.9742 AUTOMOBILES 2.0 44.53
MEDIUM TRUCKS 0.049 0.103 0.0184 MEDIUM TRUCKS 4.0 44.42 HEAVY TRUCKS 0.027 0.108 0.0074 HEAVY TRUCKS 8.0 44.47
VEHICLE TYPE PK HR LEQ DAY LEQ EVEN LEQ NIGHT LEQ LDN CNEL AUTOMOBILES 69.0 67.1 65.4 59.3 67.9 68.5
MEDIUM TRUCKS 60.8 59.2 52.9 51.3 59.8 60.0
HEAVY TRUCKS 61.6 60.2 51.2 52.4 60.8 60.9
NOISE LEVELS (dBA) 70.3 68.5 65.8 60.7 69.2 69.7
VEHICLE TYPE PK HR LEQ DAY LEQ EVEN LEQ NIGHT LEQ LDN CNEL AUTOMOBILES 69.0 67.1 65.4 59.3 67.9 68.5
MEDIUM TRUCKS 60.8 59.2 52.9 51.3 59.8 60.0
HEAVY TRUCKS 61.6 60.2 51.2 52.4 60.8 60.9
NOISE LEVELS (dBA) 70.3 68.5 65.8 60.7 69.2 69.7
NOISE LEVELS 70 dBA 65 dBA 60 dBA 55 dBA
CNEL 47 148 469 1482
LDN 42 132 418 1322
NOISE CONTOUR (FT)
DAY GRADE ADJUSTMENT
0.775 - -
0.848 - -
0.865 0.00
NOISE OUTPUT DATA
NOISE IMPACTS (WITHOUT TOPO OR BARRIER SHIELDING)
NOISE IMPACTS (WITH TOPO AND BARRIER SHIELDING)
VEHICLE MIX DATA MISC. VEHICLE INFO
NOISE INPUT DATA - EXISTING
ROADWAY CONDITIONS RECEIVER INPUT DATA
SITE CONDITIONS WALL INFORMATION
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
PROJECT: TOWN CENTER & PARK JOB #: 0163-2024-009
ROADWAY: MAST BLVD DATE: 4-Aug-25
LOCATION: EAST OF PROJECT ENGINEER: R.Edelman
ADT = 18,740 RECEIVER DISTANCE = 50
SPEED = 40 DIST C/L TO WALL = 50
PK HR % = 10 RECEIVER HEIGHT = 5.0
NEAR LANE/FAR LANE DIST = 46 WALL DISTANCE FROM RECEIVER = 0 ROAD ELEVATION = 0.0 PAD ELEVATION = 0.5
GRADE = 1.0 % ROADWAY VIEW: LF ANGLE= -90
PK HR VOL = 1,874 RT ANGLE= 90
DF ANGLE= 180
AUTOMOBILES = 10 HTH WALL= 0.0
MEDIUM TRUCKS = 10 (10 = HARD SITE, 15 = SOFT SITE) AMBIENT= 0.0 HEAVY TRUCKS = 10 BARRIER = 0 (0 = WALL, 1 = BERM)
VEHICLE TYPE EVENING NIGHT DAILY VEHICLE TYPE HEIGHT SLE DISTANCE AUTOMOBILES 0.129 0.096 0.9742 AUTOMOBILES 2.0 44.53
MEDIUM TRUCKS 0.049 0.103 0.0184 MEDIUM TRUCKS 4.0 44.42 HEAVY TRUCKS 0.027 0.108 0.0074 HEAVY TRUCKS 8.0 44.47
VEHICLE TYPE PK HR LEQ DAY LEQ EVEN LEQ NIGHT LEQ LDN CNEL AUTOMOBILES 69.1 67.2 65.4 59.4 68.0 68.6
MEDIUM TRUCKS 60.8 59.3 52.9 51.4 59.9 60.1
HEAVY TRUCKS 61.7 60.3 51.2 52.5 60.8 61.0
NOISE LEVELS (dBA) 70.3 68.5 65.8 60.7 69.3 69.8
VEHICLE TYPE PK HR LEQ DAY LEQ EVEN LEQ NIGHT LEQ LDN CNEL AUTOMOBILES 69.1 67.2 65.4 59.4 68.0 68.6
MEDIUM TRUCKS 60.8 59.3 52.9 51.4 59.9 60.1
HEAVY TRUCKS 61.7 60.3 51.2 52.5 60.8 61.0
NOISE LEVELS (dBA) 70.3 68.5 65.8 60.7 69.3 69.8
NOISE LEVELS 70 dBA 65 dBA 60 dBA 55 dBA
CNEL 47 150 475 1502
LDN 42 134 423 1339
NOISE CONTOUR (FT)
DAY GRADE ADJUSTMENT
0.775 - -
0.848 - -
0.865 0.00
NOISE OUTPUT DATA
NOISE IMPACTS (WITHOUT TOPO OR BARRIER SHIELDING)
NOISE IMPACTS (WITH TOPO AND BARRIER SHIELDING)
VEHICLE MIX DATA MISC. VEHICLE INFO
NOISE INPUT DATA - EXISTING + PROJECT
ROADWAY CONDITIONS RECEIVER INPUT DATA
SITE CONDITIONS WALL INFORMATION
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
PROJECT: TOWN CENTER & PARK JOB #: 0163-2024-009
ROADWAY: MAGNOLIA AVE DATE: 4-Aug-25
LOCATION: EAST OF PROJECT ENGINEER: R.Edelman
ADT = 22,640 RECEIVER DISTANCE = 1,000
SPEED = 45 DIST C/L TO WALL = 1,000
PK HR % = 10 RECEIVER HEIGHT = 5.0
NEAR LANE/FAR LANE DIST = 50 WALL DISTANCE FROM RECEIVER = 0 ROAD ELEVATION = 0.0 PAD ELEVATION = 0.5
GRADE = 1.0 % ROADWAY VIEW: LF ANGLE= -90
PK HR VOL = 2,264 RT ANGLE= 90
DF ANGLE= 180
AUTOMOBILES = 10 HTH WALL= 0.0
MEDIUM TRUCKS = 10 (10 = HARD SITE, 15 = SOFT SITE) AMBIENT= 0.0 HEAVY TRUCKS = 10 BARRIER = 0 (0 = WALL, 1 = BERM)
VEHICLE TYPE EVENING NIGHT DAILY VEHICLE TYPE HEIGHT SLE DISTANCE AUTOMOBILES 0.129 0.096 0.9742 AUTOMOBILES 2.0 999.69
MEDIUM TRUCKS 0.049 0.103 0.0184 MEDIUM TRUCKS 4.0 999.69 HEAVY TRUCKS 0.027 0.108 0.0074 HEAVY TRUCKS 8.0 999.69
VEHICLE TYPE PK HR LEQ DAY LEQ EVEN LEQ NIGHT LEQ LDN CNEL AUTOMOBILES 57.9 56.0 54.2 48.1 56.8 57.4
MEDIUM TRUCKS 48.9 47.4 41.0 39.5 48.0 48.2
HEAVY TRUCKS 49.5 48.0 39.0 40.3 48.6 48.7
NOISE LEVELS (dBA) 58.9 57.1 54.5 49.3 57.9 58.4
VEHICLE TYPE PK HR LEQ DAY LEQ EVEN LEQ NIGHT LEQ LDN CNEL AUTOMOBILES 57.9 56.0 54.2 48.1 56.8 57.4
MEDIUM TRUCKS 48.9 47.4 41.0 39.5 48.0 48.2
HEAVY TRUCKS 49.5 48.0 39.0 40.3 48.6 48.7
NOISE LEVELS (dBA) 58.9 57.1 54.5 49.3 57.9 58.4
NOISE LEVELS 70 dBA 65 dBA 60 dBA 55 dBA
CNEL 69 217 687 2172
LDN 61 193 610 1929
NOISE CONTOUR (FT)
DAY GRADE ADJUSTMENT
0.775 - -
0.848 - -
0.865 0.00
NOISE OUTPUT DATA
NOISE IMPACTS (WITHOUT TOPO OR BARRIER SHIELDING)
NOISE IMPACTS (WITH TOPO AND BARRIER SHIELDING)
VEHICLE MIX DATA MISC. VEHICLE INFO
NOISE INPUT DATA - EXISTING + PROJECT
ROADWAY CONDITIONS RECEIVER INPUT DATA
SITE CONDITIONS WALL INFORMATION
Appendix C:
Construction Noise Modeling Output
Construction Phase Equipment
Item
# of Items
Item Lmax at 50
feet, dBA1
Edge of Site to
Receptor, feet
Center of Site to
Receptor, feet
Item Usage
Percent1 Ground Factor2 Usage Factor
Receptor Item
Lmax, dBA
Recptor. Item
Leq, dBA
GROUND IMPROVEMENT
Vibratory Pile Driver 2 101 20 20 20 0 0.20 109.0 102.0 Front End Loader 2 79 20 20 40 0 0.40 87.0 83.0
Compressor (air) 2 78 20 20 40 0 0.40 86.0 82.0
Log Sum 109.0 105.1
SITE PREP
Tractor 4 84 80 690 40 0 0.40 79.9 57.2
Dozer 3 82 20 20 40 0 0.40 90.0 86.0
Log Sum 90.0 90.8
GRADE
Excavator 2 81 20 20 40 0 0.40 89.0 85.0
Grader 1 85 20 20 40 0 0.40 93.0 89.0
Tractor 2 84 20 20 40 0 0.40 92.0 88.0
Scraper 2 84 20 20 40 0 0.40 92.0 88.0
Dozer 1 82 20 20 40 0 0.40 90.0 86.0
93.0 96.4
BUILD
Crane 1 81 20 20 16 0 0.16 89.0 81.0
Man lift 3 75 20 20 20 0 0.20 83.0 76.0
Generator 1 81 20 20 50 0 0.50 89.0 85.9
Tractor 3 84 20 20 40 0 0.40 92.0 88.0
Welder/Torch 1 74 20 20 40 0 0.40 82.0 78.0
92.0 94.1
PAVE
Paver 2 77 20 20 50 0 0.50 85.0 81.9
Pavement Scarifier 2 90 20 20 20 0 0.20 98.0 91.0
Roller 2 80 20 20 20 0 0.20 88.0 81.0
98.0 94.9
Receptor - Habitat to the South
ARCH COAT
Compressor (air) 1 78 20 20 40 0 0.40 86.0 82.0
86.0 82.0
1 FHWA Construction Noise Handbook: Table 9.1 RCNM Default Noise Emission Reference Levels and Usage Factors Construction Phase Equipment
Item
# of Items
Item Lmax at 50
feet, dBA1
Edge of Site to
Receptor, feet
Center of Site to
Receptor, feet
Item Usage
Percent1 Ground Factor2 Usage Factor
Receptor Item
Lmax, dBA
Recptor. Item
Leq, dBA
GROUND IMPROVEMENT
Vibratory Pile Driver 2 101 80 690 20 0.66 0.20 95.6 63.7 Front End Loader 2 79 80 690 40 0.66 0.40 73.6 44.7
Compressor (air) 2 78 80 690 40 0.66 0.40 72.6 43.7
Log Sum 95.6 66.8
SITE PREP
Tractor 4 84 80 690 40 0.66 0.40 78.6 49.7
Dozer 3 82 80 690 40 0.66 0.40 76.6 47.7
Log Sum 78.6 57.4
GRADE
Excavator 2 81 80 690 40 0.66 0.40 75.6 46.7
Grader 1 85 80 690 40 0.66 0.40 79.6 50.7
Tractor 2 84 80 690 40 0.66 0.40 78.6 49.7
Scraper 2 84 80 690 40 0.66 0.40 78.6 49.7
Dozer 1 82 80 690 40 0.66 0.40 76.6 47.7
79.6 58.1
BUILD
Crane 1 81 80 690 16 0.66 0.16 75.6 42.7
Man lift 3 75 80 690 20 0.66 0.20 69.6 37.7
Generator 1 81 80 690 50 0.66 0.50 75.6 47.7
Tractor 3 84 80 690 40 0.66 0.40 78.6 49.7
Welder/Torch 1 74 80 690 40 0.66 0.40 68.6 39.7
78.6 55.8
PAVE
Paver 2 77 80 690 50 0.66 0.50 71.6 43.7
Pavement Scarifier 2 90 80 690 20 0.66 0.20 84.6 52.7
Roller 2 80 80 690 20 0.66 0.20 74.6 42.7
84.6 56.6
Receptor - Residences to the East
ARCH COAT
Compressor (air) 1 78 80 690 40 0.66 0.40 72.6 43.7
72.6 43.7
1 FHWA Construction Noise Handbook: Table 9.1 RCNM Default Noise Emission Reference Levels and Usage Factors Project: Cottonwood & Park Date: 8/1/25
Source: Sonic Pile Driver
Scenario: Unmitigated
Location:
Address: Santee
PPV = PPVref(25/D)^n (in/sec)
Equipment = INPUT SECTION IN BLUE
Type
PPVref = 0.734 Reference PPV (in/sec) at 25 ft.
D = 116.00 Distance from Equipment to Receiver (ft)
n = 1.10 Vibration attenuation rate through the ground
PPV = 0.136 IN/SEC OUTPUT IN RED
DATA OUT RESULTS
1 Sonic Pile Driver
Note: Based on reference equations from Vibration Guidance Manual, California Department of Transportation, 2006, pgs 38-43.
VIBRATION LEVEL IMPACT
Adjacent residences
DATA INPUT
Project: Cottonwood & Park Date: 8/1/25
Source: Vibratory Roller
Scenario: Unmitigated
Location:
Address: Santee
PPV = PPVref(25/D)^n (in/sec)
Equipment = INPUT SECTION IN BLUE
Type
PPVref = 0.21 Reference PPV (in/sec) at 25 ft.
D = 80.00 Distance from Equipment to Receiver (ft)
n = 1.10 Vibration attenuation rate through the ground
PPV = 0.058 IN/SEC OUTPUT IN RED
DATA OUT RESULTS
VIBRATION LEVEL IMPACT
Adjacent residences
DATA INPUT
1 Vibratory Roller
Note: Based on reference equations from Vibration Guidance Manual, California Department of Transportation, 2006, pgs 38-43.
Appendix G
Cottonwood & Park Local Transportation Analysis
September 2, 2025
TJW ENGINEERING, INC.
9841 Irvine Center Drive, Suite 200
Irvine, CA 92618
949.878.3509 | www.tjwengineering.com
Cottonwood and Park
Local Transportation Analysis
City of Santee, California
9841 Irvine Center Drive, Suite 200 | Irvine, California 92618 | 949.878.3509 |www.tjwengineering.com September 2, 2025
Mr. Michael You
CITY VENTURES
3121 Michelson Drive, Suite 150
Irvine, CA 92612
Subject: Local Transportation Analysis – Cottonwood and Park, City of Santee Dear Mr. You:
TJW ENGINEERING, INC. (TJW) is pleased to present you with this local transportation analysis for the proposed project, Cottonwood and Park, located at the intersection of Walker Trails Drive Park Center Drive and Cottonwood Avenue in the City of Santee.
This traffic study has been prepared to meet the traffic study requirements for the City of Santee and assesses the forecast traffic operations associated with the proposed project and its impact on the local street network. This report is being submitted to you for review and forwarding to the City of Santee.
Please contact us at (949) 878-3509 if you have any questions regarding this analysis.
Sincerely,
Thomas Wheat PE, TE David Chew, PTP
President Transportation Planner
Registered Civil Engineer #69467
Registered Traffic Engineer #2565
Cottonwood and Park
Local Transportation Analysis
City of Santee, California
September 2, 2025
Prepared for:
Mr. Michael You
CITY VENTURES
3121 Michelson Drive, Suite 150
Irvine, CA 92612
Prepared by:
Thomas Wheat, PE, TE
David Chew, PTP
TJW ENGINEERING, INC.
9841 Irvine Center Drive, Suite 200
Irvine, CA 92618
949.878.3509|www.tjwengineering.com
CVR-24-004
1 Table of Contents
1.0 EXECUTIVE SUMMARY ......................................................................................................................... 1
1.1 SUMMARY OF LEVEL OF SERVICE ANALYSIS RESULTS ..................................................................... 2
1.2 SUMMARY OF IMPROVEMENTS ...................................................................................................... 3
1.3 PROJECT FAIR SHARE ...................................................................................................................... 3
2.0 INTRODUCTION .................................................................................................................................... 4
2.1 PROJECT DESCRIPTION .................................................................................................................... 4
2.2 STUDY AREA .................................................................................................................................... 4
2.3 ANALYSIS METHODOLOGY .............................................................................................................. 5
2.3.1 Intersection Analysis Methodology ........................................................................................... 5
2.3.2 Roadway Segment Analysis Methodology ................................................................................ 7
2.4 PERFORMANCE CRITERIA ................................................................................................................ 8
3.0 EXISTING CONDITIONS ....................................................................................................................... 11
3.1 EXISTING CIRCULATION NETWORK/STUDY AREA CONDITIONS .................................................... 11
3.2 CITY OF SANTEE GENERAL PLAN MOBILITY ELEMENT ................................................................... 11
3.3 EXISTING BICYCLE AND PEDESTRIAN FACILITIES............................................................................ 11
3.4 EXISTING PUBLIC TRANSIT SERVICES ............................................................................................. 12
3.5 EXISTING TRAFFIC VOLUMES ........................................................................................................ 12
3.6 EXISTING TRAFFIC CONDITIONS INTERSECTION LEVEL OF SERVICE ANALYSIS .............................. 12
3.7 EXISTING ROADWAY SEGMENT LEVEL OF SERVICE ANALYSIS ....................................................... 13
4.0 PROPOSED PROJECT ........................................................................................................................... 18
4.1 PROJECT DESCRIPTION .................................................................................................................. 18
4.2 PROJECT TRIP GENERATION .......................................................................................................... 18
4.3 PROJECT TRIP DISTRIBUTION ........................................................................................................ 19
5.0 EXISTING PLUS PROJECT TRAFFIC CONDITIONS (EP) .......................................................................... 23
5.1 ROADWAY IMPROVEMENTS ......................................................................................................... 23
5.2 EXISTING PLUS PROJECT TRAFFIC VOLUMES ................................................................................. 23
5.3 EXISTING PLUS PROJECT INTERSECTION LEVEL OF SERVICE ANALYSIS .......................................... 23
5.4 EXISTING PLUS PROJECT ROADWAY SEGMENT LEVEL OF SERVICE ANALYSIS ............................... 24
6.0 NEAR-TERM PLUS PROJECT TRAFFIC CONDITIONS (NTP) ................................................................... 29
6.1 ROADWAY IMPROVEMENTS ......................................................................................................... 29
6.2 CUMULATIVE PROJECTS ................................................................................................................ 29
6.3 NEAR-TERM PLUS PROJECT TRAFFIC VOLUMES ............................................................................ 30
6.4 NEAR-TERM PLUS PROJECT TRAFFIC INTERSECTION LEVEL OF SERVICE ANALYSIS ....................... 30 CVR-24-004
2 6.5 NEAR-TERM PLUS PROJECT TRAFFIC ROADWAY SEGMENT LEVEL OF SERVICE ANALYSIS ............. 31
6.6 QUEUING REVIEW ......................................................................................................................... 32
6.7 RECOMMENDED IMPROVEMENTS ................................................................................................ 32
6.8 PROJECT FAIR SHARE .................................................................................................................... 33 List of Tables
Table 1 HCM – LOS & Delay Ranges – Signalized Intersections ....................................................................... 6 Table 2 HCM – LOS & Delay Ranges – Unsignalized Intersections ................................................................... 7 Table 3 Roadway Segment LOS Standards ....................................................................................................... 8 Table 4 Roadway Characteristics Within Study Area ..................................................................................... 11 Table 5 Intersection Analysis - Existing Traffic Conditions ............................................................................. 13 Table 6 Roadway Segment Analysis – Existing Conditions ............................................................................. 14 Table 7 Proposed Project Trip Generation .................................................................................................... 19 Table 8 Intersection Analysis – Existing Plus Project Traffic Conditions ......................................................... 24 Table 9 Roadway Segment Analysis – Existing Plus Project Conditions ......................................................... 25 Table 10 Cumulative Project Trip Generation ................................................................................................ 29 Table 11 Intersection Analysis – Near-Term Plus Project Traffic Conditions .................................................. 31 Table 12 Roadway Segment Analysis – Near-Term Plus Project Conditions .................................................. 32 Table 13 Queue Review – Near-Term Plus Project Conditions ...................................................................... 32 Table 14 Queue Review – Near-Term Plus Project Conditions With Improvements ...................................... 33 Table 15 Fair Share Analysis .......................................................................................................................... 33 CVR-24-004
3 List of Exhibits
Exhibit 1: Proposed Project Location and Study Area ...................................................................................... 9 Exhibit 2: Proposed Project Site Plan ............................................................................................................. 10 Exhibit 3: Existing Lane Geometry and Intersection Controls ........................................................................ 15 Exhibit 4: Existing AM Peak Hour Volumes .................................................................................................... 16 Exhibit 5: Existing PM Peak Hour Volumes .................................................................................................... 17 Exhibit 6: Project Trip Distribution at Study Intersections ............................................................................. 20 Exhibit 7: Project AM Peak Hour Volumes ..................................................................................................... 21 Exhibit 8: Project PM Peak Hour Volumes ..................................................................................................... 22 Exhibit 9: Existing Plus Project Lane Geometry and Intersection Controls .................................................... 26 Exhibit 10: Existing Plus Project AM Peak Hour Volumes .............................................................................. 27 Exhibit 11: Existing Plus Project PM Peak Hour Volumes ............................................................................... 28 Exhibit 12: Cumulative Project Location ........................................................................................................ 34 Exhibit 13: Near-Term Plus Project AM Peak Hour Volumes ......................................................................... 35 Exhibit 14: Near-Term Plus Project PM Peak Hour Volumes ......................................................................... 36 Exhibit 15: Near-Term Plus Project With Improvements Lane Configuration ................................................ 37 Appendices
Appendix A: Scoping Agreement and City Documents
Appendix B: Existing Traffic Counts and Model Volumes
Appendix C: HCM Analysis Sheets
CVR-24-004
1 1.0 EXECUTIVE SUMMARY
This Local Transportation Analysis (LTA) analyzes projected traffic operations associated with the proposed project, Cottonwood and Park, located at the intersection of Park Center Drive and Cottonwood Avenue in the City of Santee. The purpose of this LTA is to evaluate potential circulation system deficiencies that may result from the development of the proposed project, and, if applicable, to recommend improvements to achieve acceptable operations. This analysis was prepared in coordination with the City of Santee via a scoping agreement (See Appendix A) and is pursuant to applicable traffic impact analysis guidelines found in the Guidelines for Transportation Impact Studies in the San Diego Region (Region Guidelines) (May 2019) and the City of Santee General Plan Mobility Element (City Mobility Element) (October 2017).
The proposed project is for the construction of a total of 285 single-family attached dwelling units at 12.9 units per acre (du/ac). For the purpose of this report 300 dwelling units were analyzed as a more conservative approach. The anticipated year of completion is 2025. The project proposes three full access points. The first two will be from the construction of a new roadway through the project site that will connect the two segments of Park Center Drive on the north and east borders of the project site. The new segment on the east border will be changed to Walker Trails Drive. Walker Trails Drive through the project site will connect to Park Center Drive at the project north border via a new roundabout. The new roundabout will add an additional leg to the south. The third access point will be south of Walker Trails Drive at a proposed roadway ending at River Bluff Drive. The current General Plan Land Use and Zoning of the site is Town Center Residential-14, or TCR-14 with no amendments or changes proposed. The project site is currently vacant.
A growth rate of two percent (2%) was used to account for 2025 traffic volumes. Upon completion, the project is projected to generate 2,400 daily trips with 192 AM and 240 PM peak hour trips.
The following ten (10) intersections and seven (7) roadway segments in the vicinity of the project site have been included in the level of service (LOS) analysis.
The intersections are;
1. Cuyamaca Street/Mast Boulevard;
2. Cuyamaca Street/Riverwalk Drive;
3. Park Center Drive/Mast Boulevard;
4. Magnolia Avenue/Mast Boulevard;
5. Magnolia Avenue /Walker Trails Drive;
6. Magnolia Avenue /Mission Gorge Road;
7. Park Center Drive /Riverwalk Drive-Dwy;
8. Park Center Drive/Park Driveway-Project Roundabout;
9. Cottonwood Avenue/Project Driveway #2-Walker Trails Drive;
10. Cottonwood Avenue/Project Driveway #3-River Bluff Drive.
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2 The roadway segments are;
1. Park Center Drive between Park Driveway-Project Roundabout and Mast Boulevard;
2. Mast Boulevard between Cuyamaca Street and Magnolia Avenue;
3. Magnolia Avenue between Mast Boulevard and Mission Gorge Road-Woodside Avenue;
4. Walker Trails Drive between Cottonwood Avenue and Magnolia Avenue.
These study intersections and roadway segments are analyzed for the following study scenarios:
• Existing Traffic Conditions (Existing);
• Existing Plus Project Traffic Conditions (EP);
• Near-Term Plus Proposed Traffic Conditions (NTP).
1.1 SUMMARY OF LEVEL OF SERVICE ANALYSIS RESULTS
Table ES-1 summarizes the results of the intersection level of service analysis based on the City Mobility Element thresholds of significance for analyzing transportation deficiencies.
Table ES-1
Summary of Transportation Deficiencies at Study Intersections Intersection Existing
Conditions
Near-Term Plus
Project Conditions
1 Cuyamaca Street Mast Boulevard Not Deficient Not Deficient 2 Cuyamaca Street Riverwalk Drive Not Deficient Not Deficient 3 Park Center Drive Mast Boulevard Not Deficient Not Deficient 4 Magnolia Avenue Mast Boulevard Not Deficient Not Deficient 5 Magnolia Avenue Walker Trails Drive Not Deficient Not Deficient 6 Magnolia Avenue Mission Gorge Road Not Deficient Not Deficient 7 Park Center Drive Riverwalk Drive Not Deficient Not Deficient 8 Park Center Drive Park Driveway – Project Roundabout Not Deficient Not Deficient 9 Cottonwood Avenue Project Driveway #2 – Walker Trails Drive Not Deficient Not Deficient 10 Cottonwood Avenue Project Driveway #3 – River Bluff Drive Not Deficient Not Deficient Existing Traffic Conditions
The study intersections are projected to operate at an acceptable LOS during the AM and PM peak hours for Existing Traffic Conditions.
CVR-24-004
3 Existing Plus Project Traffic Conditions (EP)
The study intersections are projected to operate at an acceptable LOS during the AM and PM peak hours for Existing Plus Project Traffic Conditions.
Near-Term Plus Project Traffic Conditions (NTP)
The study intersections are projected to operate at an acceptable LOS during the AM and PM peak hours for Near-Term Plus Project Traffic Conditions.
1.2 SUMMARY OF IMPROVEMENTS
The Near-Term Plus Project PM peak hour volume at the northbound leg left-turn movement of Intersection 5: Magnolia Avenue/Walker Trails Drive exceeded 300 vehicles, the threshold provided by the City of Santee.
A review of the queue storage found the 95th percentile queue length during the PM peak hour exceeded the storage capacity. The addition of a second left-turn pocket was analyzed and found to provide sufficient storage space.
1.3 PROJECT FAIR SHARE
The fair share percentage of the proposed project for the recommended improvement is identified in Table ES-2 below. The percentage of project fair share at the affected Intersection 5: Magnolia Avenue/Walker Trails Drive was calculated using the total PM left-turn trips generated by the project divided by the total PM left-turn traffic under NTP conditions.
Table ES-2
Fair Share Analysis
Intersection Movement Improvement Peak
Hour
Total
Volume
Project
Volume
Project % of
Fair Share
5 Magnolia Avenue Walker Trails Drive Northbound
Left-Turn
Add Second LT
pocket at NB
movement
PM 314 126 40%
CVR-24-004
4 2.0 INTRODUCTION
This Local Transportation Analysis (LTA) analyzes the projected traffic operations associated with the proposed project, Cottonwood and Park, located at the intersection of Park Center Drive and Cottonwood Avenue, currently under construction, in the City of Santee. The purpose of this LTA is to evaluate potential circulation system deficiencies that may result from the development of the proposed project, and, if applicable, to recommend improvements to achieve acceptable operations. This analysis was prepared in coordination with the City of Santee via a scoping agreement (See Appendix A) and is pursuant to applicable traffic impact analysis guidelines found in the Guidelines for Transportation Impact Studies in the San Diego Region (Region Guidelines) (May 2019) and the City of Santee General Plan Mobility Element (City Mobility Element) (October 2017).
2.1 PROJECT DESCRIPTION
The proposed project is for the construction of a total of 285 single-family attached dwelling units at 12.9 units per acre (du/ac). For the purpose of this report 300 dwelling units were analyzed as a more conservative approach. The anticipated year of completion is 2025. The project proposes three full access points. The first two will be from the construction of a new roadway through the project site that will connect the two segments of Park Center Drive on the north and east borders of the project site. The new segment on the east border will be changed to Walker Trails Drive. Walker Trails Drive through the project site will connect to Park Center Drive at the project north border via a new roundabout. The new roundabout will add an additional leg to the south. The third access point will be south of Walker Trails Drive at a proposed roadway ending at River Bluff Drive. The current General Plan Land Use and Zoning of the site is Town Center Residential-14, or TCR-14 with no amendments or changes proposed. The project site is currently vacant.
A growth rate of two percent (2%) was used to account for 2025 traffic volumes. Upon completion, the project is projected to generate 2,400 daily trips with 192 AM and 240 PM peak hour trips.
Exhibit 1 shows the proposed project site location and study area. Exhibit 2 shows the proposed project site plan.
2.2 STUDY AREA
The following ten (10) intersections and seven (7) roadway segments in the vicinity of the project site have been included in the level of service (LOS) analysis.
1. Cuyamaca Street/Mast Boulevard;
2. Cuyamaca Street/Riverwalk Drive;
3. Park Center Drive/Mast Boulevard;
4. Magnolia Avenue/Mast Boulevard;
CVR-24-004
5 5. Magnolia Avenue /Walker Trails Drive;
6. Magnolia Avenue /Mission Gorge Road;
7. Park Center Drive /Riverwalk Drive-Dwy;
8. Park Center Drive/Park Driveway-Project Roundabout;
9. Cottonwood Avenue/Project Driveway #2-Walker Trails Drive;
10. Cottonwood Avenue/Project Driveway #3-River Bluff Drive.
The roadway segments are;
5. Park Center Drive between Park Driveway-future Project Roundabout and Mast Boulevard;
6. Mast Boulevard between Cuyamaca Street and Magnolia Avenue;
7. Magnolia Avenue between Mast Boulevard and Mission Gorge Road-Woodside Avenue;
8. Walker Trails Drive between Cottonwood Avenue and Magnolia Avenue.
These study intersections and roadway segments are analyzed for the following study scenarios:
• Existing Traffic Conditions (Existing);
• Existing Plus Project Traffic Conditions (EP);
• Near-Term Plus Proposed Project Traffic Conditions (NTP).
Traffic operations are evaluated for the following time periods:
• Weekday AM Peak Hour occurring between 7:00 AM to 9:00 AM; • Weekday PM Peak Hour occurring between 4:00 PM to 6:00 PM.
2.3 ANALYSIS METHODOLOGY
2.3.1 Intersection Analysis Methodology
Level of Service (LOS) is commonly used to describe the quality of flow at intersections using a range from LOS A, very favorable progression, to LOS F, very poor progression. The LOS definitions for interruption of traffic flow differ depending on the type of traffic control (traffic signal, unsignalized intersection with side street stops, unsignalized intersection with all-way stops). The Highway Capacity Manual (HCM) 7th Edition (Transportation Research Board, 2022) methodology expresses the LOS of an intersection in terms of delay time for the intersection approaches. The HCM methodology utilizes different procedures for different types of intersection control.
The Region Guidelines requires both signalized and unsignalized intersection operations to be analyzed utilizing the HCM methodology.
CVR-24-004
6 Intersection LOS for signalized intersections is based on the intersection’s average control delay for all movements at the intersection during the peak hour. Control delay includes initial deceleration delay, queue move-up time, stopped delay, and final acceleration delay.
Table 1 identifies each Level of Service category with the corresponding general characteristics of traffic flow plus accompanying delay ranges at signalized intersections.
Table 1
HCM – LOS & Delay Ranges – Signalized Intersections
Level of Service Description Delay
(in seconds)
A Very favorable progression; most vehicles arrive during green signal and do not stop.
Short cycle lengths.
0 – 10.00
B Good progression, short cycle lengths. More vehicles stop than for LOS A. 10.01 – 20.00 C
Fair progression; longer cycle lengths. Individual cycle failures may begin to appear. The number of vehicles stopping is significant, though many vehicles still pass through without stopping.
20.01 – 35.00
D
Progression less favorable, longer cycle length and high flow/capacity ratio. The proportion of vehicles that pass through without stopping diminishes. Individual cycle failures are obvious.
35.01 – 55.00
E
Severe congestion with some long-standing queues on critical approaches. Poor progression, long cycle lengths and high flow/capacity ratio. Individual cycle failures are frequent.
55.01 – 80.00
F Very poor progression, long cycle lengths and many individual cycle failures. Arrival flow rates exceed capacity of intersection.
> 80.01
Source: Transportation Research Board, Highway Capacity Manual, HCM 7th Edition (Washington D.C., 2022).
Operation for unsignalized intersections is based on the weighted average control delay expressed in seconds per vehicle. At a two-way or side-street stop-controlled intersection, LOS is calculated for each stopcontrolled minor street movement, for the left-turn movement(s) from the major street, and for the intersection as a whole. For approaches consisting of a single lane, the delay is calculated as the average of all movements in that lane. For all-way stop-controlled intersections, LOS is computed for the intersection as a whole.
Table 2 identifies each unsignalized intersection LOS category with their corresponding general characteristics of traffic flow, plus their accompanying delay ranges.
CVR-24-004
7 Table 2
HCM – LOS & Delay Ranges – Unsignalized Intersections
Level of
Service Description Delay (in seconds)
A Little or no delays. 0 – 10.00
B Short traffic delays. 10.01 – 15.00
C Average traffic delays. 15.01 – 25.00
D Long traffic delays. Multiple vehicles in queue. 25.01 – 35.00 E Very long delays. Demand approaching capacity of intersection 35.01 – 50.00 F Very constrained flow with extreme delays and intersection capacity exceeded. > 50.01 Source: Transportation Research Board, Highway Capacity Manual, HCM 7th Edition (Washington D.C., 2022).
For both signalized and unsignalized intersections, collected peak hour traffic volumes have been adjusted using a peak hour factor (PHF) to reflect peak 15-minute volumes. It is a common practice in LOS analysis to conservatively use a peak 15-minute flow rate applied to the entire hour to derive flow rates in vehicles per hour that are used in the LOS analysis. The PHF is the relationship between the peak 15-minute flow rate and the full hourly volume. PHF = [Hourly Volume]/ [4 * Peak 15-Minute Volume]. The use of a 15-minute PHF produces a more detailed and conservative analysis compared to analyzing vehicles per hour. Existing PHF’s, obtained from the existing traffic counts have been used for all analysis scenarios in this study.
This study utilizes PTV Vistro 2022 software for all signalized and unsignalized intersections. Vistro is a macroscopic traffic software program that is based on the signalized intersection capacity analysis specified in Chapter 16 of the HCM. The level of service and capacity analysis performed within Vistro takes into consideration the optimization and coordination of signalized and unsignalized intersections within a network.
2.3.2 Roadway Segment Analysis Methodology
Analysis of roadway segment daily levels of service is estimated by comparing the two-way 24-hour traffic volumes on the roadway segment to the daily roadway capacity, based on its functional classification. This comparison results in a volume-to-capacity (v/c) ratio, which represents the percentage of the daily vehicular capacity that is required to accommodate the daily traffic volume. Table 3 presents, as documented in the City Mobility Element, daily roadway segment capacity and corresponding LOS for each roadway classification.
CVR-24-004
8 Table 3
Roadway Segment LOS Standards
Roadway Classification Median Type1 # of Lanes Two-Way Traffic Volume (ADT2 )
LOS A LOS B LOS C LOS D LOS E
Prime Arterial RM 6 25,000 35,000 50,000 55,000 60,000
Major Arterial RM 4 15,000 21,000 30,000 35,000 40,000
Parkway
RM 4 15,000 21,000 30,000 35,000 40,000
TWLTL 2 w/ TWLTL 5,000 7,000 10,000 13,000 15,000
- 2 2,500 3,500 5,000 6,500 8,000
Collector Residential
TWLTL 2 w/ TWLTL 5,000 7,000 10,000 13,000 15,000
Industrial Collector 2 2,500 3,500 5,000 6,500 8,000
NM 2 2,500 3,500 5,000 6,500 8,000
Sources: City of Santee Mobility Element (2017).
1: RM = Raised Median, TWLTL = Two-Way Left Turn Lane, NM = No Median. 2: ADT = Average Daily Traffic
2.4 PERFORMANCE CRITERIA
The City Mobility Element has established the LOS “D” or better as acceptable LOS during peak hour traffic for all signalized and unsignalized intersections and roadway segments within the designated street system within the City of Santee.
Legend:
Project Site
# Study Intersection Location
Exhibit 1: Proposed Project Location and Study area
Cottonwood and Park Traffic Impact Analysis CVR-24-004
Study Roadway Segment
2 Mission Gorge Road
Cuyamaca Street
Riverwalk Drive
Mast Boulevard
Magnolia Avenue
Park Center Drive
Walker Trails Drive
Cottonwood
Avenue
1 3
7 8
6 5
4 9
10 Project Site
Exhibit 2: Proposed Project Site Plan
Cottonwood and Park Traffic Impact Analysis CVR-24-004
CVR-24-004
11 3.0 EXISTING CONDITIONS
3.1 EXISTING CIRCULATION NETWORK/STUDY AREA CONDITIONS
The proposed project site is located within the City of Santee. The characteristics of the roadway system within the study area of the proposed project site are described in Table 4.
Table 4
Roadway Characteristics Within Study Area
Roadway Classification1 Jurisdiction Direction Existing Lanes
Median
Type3
Speed Limit
(mph)
On-Street
Parking
Park Center Drive Parkway Santee North-South 2 TWLTL 25 No Riverwalk Drive Collector Residential Santee East-West 2 NM 25 Yes Cuyamaca Street Major Arterial Santee North-South 4 RM 35 No Mast Boulevard Major Arterial Santee East-West 4 RM 40 Yes Magnolia Avenue Major Arterial2 Santee North-South 4 TWLTL 45 No Mission Gorge Road Major Arterial Santee East-West 4 RM 40 No Woodside Avenue Major Arterial2 Santee East-West 4 TWLTL 45 No Cottonwood Avenue Collector Residential Santee North-South 2 NM 25 Yes River Bluff Drive Collector Residential Santee East-West 2 NM 25 Yes Walker Trails Drive Collector Residential Santee East-West 2 NM 25 No/Yes 1: Sources: City of Santee General Plan Mobility Element (October 2017). 2: Although the City of Santee General Plan Mobility Element (October 2017) indicates Major Arterials have Raised Medians, it also lists both Magnolia Avenue and Woodside Avenue, both which have Two-Way Left Turn Lanes, as a Major Arterial. 3: NM = No Median, TWLTL = Two-Way Left-Turn Lane, RM = Raised Median.
Exhibit 3 shows existing intersection controls and roadway geometry of each study area intersection.
3.2 CITY OF SANTEE GENERAL PLAN MOBILITY ELEMENT
The City Mobility Element provides a classification system for the roadways within the City of Santee. It includes illustrations of roadway cross-sections for each classification type. See Appendix A for the roadway classification system of the City Mobility Element.
3.3 EXISTING BICYCLE AND PEDESTRIAN FACILITIES
The City Mobility Element provides bicycle facility classifications for the City of Santee. Currently, there are Class II bike lanes on Cuyamaca Street, Mast Boulevard, and Magnolia Avenue. See Appendix A for a map of the City of Santee Bicycle Network.
There are pedestrian sidewalks on all roadways in the study area.
CVR-24-004
12 3.4 EXISTING PUBLIC TRANSIT SERVICES
The City of Santee is served by the Metropolitan Transit Services (MTS), the transit operator for the San Diego County area, which operates bus routes throughout the County. MTS Bus Route 832 has three stops within one-half of a mile from the proposed project, the first at the northeast corner of Cuyamaca Street and River Park Drive, the second on Cuyamaca Street just south of Riverwalk Drive, and third at Magnolia Avene and Frank Lane. See Appendix A for a map of Bus Route 832.
3.5 EXISTING TRAFFIC VOLUMES
To determine the existing operation of the study intersections, AM and PM peak period traffic volumes were estimated based on new traffic counts collected on March 22, 2024. See Appendix B for detailed traffic count data. Existing Traffic AM peak hour volumes at the existing study intersections are shown in Exhibit 4 while Existing PM peak hour volumes are shown in Exhibit 5.
3.6 EXISTING TRAFFIC CONDITIONS INTERSECTION LEVEL OF SERVICE ANALYSIS Existing traffic intersection analysis of AM and PM peak hour conditions is shown in Table 5. Calculations are based on the existing geometrics at the study area intersections as shown in Exhibit 3. See Appendix C for HCM 7 analysis sheets.
CVR-24-004
13 Table 5
Intersection Analysis - Existing Traffic Conditions
1: AWSC = All-Way Stop Control; TWSC = Two-Way Stop Control; OWSC = One Way Stop Control. 2: Delay shown in seconds per vehicle. Per the Highway Capacity Manual 7th Edition, for intersections with one or two-way stop-control, the delay and LOS for the worst individual movement is shown.
As shown in Table 5, the existing study intersections are currently operating at an acceptable LOS during the AM and PM peak hours under Existing traffic conditions.
3.7 EXISTING ROADWAY SEGMENT LEVEL OF SERVICE ANALYSIS
The roadway segment level of service analysis was conducted based on the roadway capacities presented previously in this report. The results of the roadway analysis for Existing Conditions are shown on Table 6.
Intersection Control Type1 Peak
Hour
Existing
Conditions
Delay2 LOS
1 Cuyamaca Street Mast Boulevard Signal
AM 31.9 C
PM 30.2 C
2 Cuyamaca Street Riverwalk Drive Signal
AM 17.0 B
PM 14.0 B
3 Park Center Drive Mast Boulevard Signal
AM 6.1 A
PM 7.9 A
4 Magnolia Avenue Mast Boulevard Signal
AM 24.6 C
PM 21.5 C
5 Magnolia Avenue Walker Trails Drive Signal
AM 3.2 A
PM 2.6 A
6 Magnolia Avenue Mission Gorge Road Signal
AM 20.5 C
PM 23.0 C
7 Park Center Drive Riverwalk Drive AWSC
AM 8.4 A
PM 8.0 A
8 Park Center Drive Park Driveway OWSC
AM - -
PM - -
9 Cottonwood Avenue Walker Trails Drive TWSC
AM 7.2 A
PM 7.2 A
10 Cottonwood Avenue River Bluff Drive TWSC
AM 8.3 A
PM 8.3 A
CVR-24-004
14 Table 6
Roadway Segment Analysis – Existing Conditions
Roadway Segment Classification1 Lanes LOS D
Capacity
Existing
ADT2 LOS
Park Center Drive Mast Boulevard to
Park Driveway Parkway TWLTL 2 13,000 2,843 A
Mast Boulevard Cuyamaca Street to
Magnolia Avenue Major Arterial 4 35,000 19,450 B
Magnolia Avenue Mast Boulevard to
Mission Gorge Road- Woodside Avenue Major Arterial 4 35,000 25,110 C Walker Trails Drive Cottonwood Avenue to
Magnolia Avenue
Collector
Residential 2 6,500 537 A
1: TWLTL = Two-Way Left-Turn Lane.
2: ADT = Average Daily Traffic
As shown in Table 6, the study roadway segments are currently operating at an acceptable daily LOS under Existing traffic conditions. Exhibit 6 shows the existing ADT on the study roadway segments.
Exhibit 3: Existing Lane Geometry and Intersection Control Cottonwood and Park Traffic Impact Analysis CVR-24-004
2 Riverwalk Drive
Mast Boulevard
Park Center Drive
Walker Trails Drive
Cottonwood
Avenue
1 3
7 8
5 4
9 10
Project Site
6 Mission Gorge Road
Magnolia Avenue
Magnolia Avenue
Cuyamaca Street
Cuyamaca Street/
Mast Boulevard
Cuyamaca Street/
Riverwalk Drive
Park Center Drive/
Mast Boulevard
Magnolia Avenue/
Mast Boulevard
Magnolia Avenue/
Walker Trails Drive
Magnolia Avenue/
Mission Gorge Road
Park Center Drive/
Riverwalk Dr-Dwy
Park Center Drive/
Park Driveway
Walker
Trails Drive
Cottonwood Avenue/
Walker Trails Dr.
Cottonwood Avenue/
River Bluff Dr
River Bluff Drive
2 Riverwalk Drive
Mast Boulevard
Park Center Drive
Cottonwood
Avenue
1 3
7 5
4 9
10 Project Site
6 Magnolia Avenue
Exhibit 4: Existing AM Peak Hour Volumes
Cottonwood and Park Traffic Impact Analysis CVR-24-004
Mission Gorge Road
Magnolia Avenue
Cuyamaca Street
Cuyamaca Street/
Mast Boulevard
Cuyamaca Street/
Riverwalk Drive
Park Center Drive/
Mast Boulevard
Magnolia Avenue/
Mast Boulevard
Magnolia Avenue/
Mission Gorge Road
Park Center Drive/
Riverwalk Dr-Dwy
Park Center Dr/
Park Driveway
Cottonwood Avenue/
River Bluff Dr
Walker
Trails Drive
8 Walker Trails Drive
Cottonwood Avenue/
Walker Trails Dr.
River Bluff Drive
Magnolia Avenue/
Walker Trails Drive
2 Riverwalk Drive
Mast Boulevard
Park Center Drive
Cottonwood
Avenue
1 3
7 5
4 9
10 Project Site
6 Magnolia Avenue
Exhibit 5: Existing PM Peak Hour Volumes
Cottonwood and Park Traffic Impact Analysis CVR-24-004
Mission Gorge Road
Magnolia Avenue
Cuyamaca Street
Cuyamaca Street/
Mast Boulevard
Cuyamaca Street/
Riverwalk Drive
Park Center Drive/
Mast Boulevard
Magnolia Avenue/
Mast Boulevard
Magnolia Avenue/
Mission Gorge Road
Park Center Drive/
Riverwalk Dr-Dwy
Park Center Drive/
Park Driveway
Walker
Trails Drive
Cotonwood Avenue/
River Bluf Drive
Walker Trail Drive
Cotonwood Avenue/
Walker Trails Drive
River Bluff Drive
Magnolia Avenue/
Walker Trails Drive
8 CVR-24-004
18 4.0 PROPOSED PROJECT
4.1 PROJECT DESCRIPTION
The proposed project is for the construction of a total of 285 single-family attached dwelling units at 12.9 units per acre (du/ac). For the purpose of this report 300 dwelling units were analyzed as a more conservative approach. The anticipated year of completion is 2025. The project proposes three full access points. The first two will be from the construction of a new roadway through the project site that will connect the two segments of Park Center Drive on the north and east borders of the project site. The new segment on the east border will be changed to Walker Trails Drive. Walker Trails Drive through the project site will connect to Park Center Drive at the project north border via a new roundabout1 . The new roundabout will add an
additional leg to the south. The third access point will be south of Walker Trails Drive at a proposed roadway ending at River Bluff Drive. The current General Plan Land Use and Zoning of the site is Town Center Residential-14, or TCR-14 with no amendments or changes proposed. The project site is currently vacant.
A growth rate of two percent (2%) was used to account for 2025 traffic volumes. Upon completion, the project is projected to generate 2,400 daily trips with 192 AM and 240 PM peak hour trips.
As previously shown, Exhibit 1 shows the proposed project site location while Exhibit 2 shows the proposed project site plan.
4.2 PROJECT TRIP GENERATION
Trip generation represents the amount of traffic, both inbound and outbound, produced by a development.
Determining trip generation for a proposed project is based on projecting the amount of traffic that the specific land uses being proposed will produce. Per Region Guidelines recommendation, the San Diego Association of Governments (SANDAG) Brief Guide of Vehicular Traffic Generation Rates for the San Diego Regions (April 2002) trip generation rates were used to determine trip generation based on the proposed project land uses.
Table 7 summarizes the projected AM peak hour, PM peak hour and daily trip generation of the proposed project. Upon completion in 2025, the project is projected to generate 2,400 daily trips with 192 AM and 240 PM peak hour trips.
1 The park driveway will be relocated further north on Park Center Drive and will not connect with the Project Roundabout.
Therefore, from this point in the LTA, the park driveway will not be included in the analysis and Intersection 8: Park Center Drive/Park Driveway will become Intersection 8: Park Center Drive/Project Roundabout.
CVR-24-004
19 Table 7
Proposed Project Trip Generation
Proposed Land Use1 # units/
acre Qty Unit2
Daily AM Peak Hour PM Peak Hour
Rate Volume Rate In:Out
Split
Volume
Rate In:Out
Split
Volume
In Out Total In Out Total
Cottonwood & Park
Neighborhood #1-3 12.9 300 DU 8 2,400 0.08 2:8 38 154 192 0.10 7:3 168 72 240
Results Daily Volume AM Peak
Hour In Out Total PM Peak Hour In Out Total
Net Total 2,400 38 154 192 168 72 240
1: Trip generation rates from SANDAG Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region (April 2002). 2: DU = Dwelling Unit.
4.3 PROJECT TRIP DISTRIBUTION
The project trip distribution was determined using a select zone analysis using the SANDAG select zone distribution which identified the probable destinations and traffic routes which will be used for the proposed project’s traffic. The potential interaction between the proposed land use and surrounding regional access routes are considered to identify the probable routes onto which project traffic would distribute. The projected trip distribution for the proposed project is based on anticipated travel patterns to and from the project site. The select zone model plots can be found in Appendix B.
Exhibit 6 shows the projected distribution and assignment of proposed project trips. Exhibit 7 and Exhibit 8 show the AM and PM peak hour volumes.
Legend:
Project Site
# Study Intersection Location
Study Roadway Segment
Mission Gorge Road
Cuyamaca Street
Riverwalk Drive
Mast Boulevard
Magnolia Avenue
Park Center Drive
Cottonwood
Avenue
10%
5%
5%
1 3
7 6
5 4
9 10
Exhibit 6: Project Trip Distribution
Cottonwood and Park Traffic Impact Analysis CVR-24-004
2 5%
50%
15%
10%
85%
75%
15%
5%
10%
5%
10%
5%
(XX%) Percent Trip Distribution
Project Site
240 ADT
120 ADT
1,800 ADT
Walker Trails Drive
Walker
Trails
Drive
2,040 ADT
XX ADT Existing Roadway ADT
8 Exhibit 7: Project AM Peak Hour Volumes
Cottonwood and Park Traffic Impact Analysis CVR-24-004
2 Riverwalk Drive
Mast Boulevard
Park Center Drive
Cottonwood
Avenue
1 3
7 5
4 9
10 Project Site
Magnolia Avenue
Cuyamaca Street
6 Mission Gorge Road
Magnolia Avenue
Cuyamaca Street/
Mast Boulevard
Cuyamaca Street/
Riverwalk Drive
Park Center Drive/
Mast Boulevard
Magnolia Avenue/
Mast Boulevard
Magnolia Avenue/
Mission Gorge Road
Park Center Drive/
Riverwalk Dr-Dwy
Walker Trails Drive
Park Center Drive/
Project Roundabout
Cottonwood Avenue/
Project Driveway #2 -
Walker Trails Dr.
Cottonwood Avenue/
Project Driveway #3
Walker
Trails Drive 240 ADT
120 ADT
1,800 ADT
2,040 ADT
XX Project ADT
8 Magnolia Avenue/
Walker Trails Drive
Exhibit 8: Project PM Peak Hour Volumes
Cottonwood and Park Traffic Impact Analysis CVR-24-004
2 Riverwalk Drive
Mast Boulevard
Park Center Drive
Cottonwood
Avenue
1 3
7 5
4 9
10 Project Site
Magnolia Avenue
Cuyamaca Street
6 Mission Gorge Road
Magnolia Avenue
Cuyamaca Street/
Mast Boulevard
Cuyamaca Street/
Riverwalk Drive
Park Center Drive/
Mast Boulevard
Magnolia Avenue/
Mast Boulevard
Magnolia Avenue/
Mission Gorge Road
Park Center Drive/
Riverwalk Dr-Dwy
Walker Trails Drive
Cottonwood Avenue/
Project Driveway #2 -
Walker Trails Dr.
Cottonwood Avenue/
Project Driveway #3
Walker
Trails Drive
8 Park Center Drive/
Project Roundabout
Magnolia Avenue/
Walker Trails Drive
CVR-24-004
23 5.0 EXISTING PLUS PROJECT TRAFFIC CONDITIONS (EP)
Existing Plus Project (EP) Traffic Conditions analysis is intended to identify the impacts of the proposed project on existing traffic conditions. Per Region Guidelines, no other changes in conditions are analyzed.
5.1 ROADWAY IMPROVEMENTS
The lane configurations and traffic controls assumed to be in place for the EP scenario include the addition of a roadway through the project site connecting the two legs of Park Center Drive on the north and east borders of the project site with a new roundabout connecting the new segment to Park Center Drive on the north. The east leg of Park Center Drive will be renamed Walker Trails Drive. Also included is the addition of a roadway at the southeast corner of the site ending at River Bluff Drive. The new lane geometry is shown in Exhibit 9.
To account for any potential shifts in travel patterns due to the connection of Park Center Drive, San Diego Association of Governments (SANDAG) select zone distribution was used for base year, base year with project, future year, and future year with project. Travel volumes were compared across model scenarios to determine adjustments in travel behavior and patterns.
5.2 EXISTING PLUS PROJECT TRAFFIC VOLUMES
Per Region Guidelines, EP traffic volumes were estimated based on the existing traffic volumes plus the volumes expected to be generated by the proposed project.
EP Traffic Volumes = Existing Counts + Project
5.3 EXISTING PLUS PROJECT INTERSECTION LEVEL OF SERVICE ANALYSIS EP traffic AM and PM peak hour intersection analysis is shown in Table 8. EP Traffic AM peak hour volumes at the study intersections are shown in Exhibit 10 and EP PM peak hour volumes are shown in Exhibit 11. See Appendix C for HCM analysis sheets.
CVR-24-004
24 Table 8
Intersection Analysis – Existing Plus Project Traffic Conditions 1: AWSC = All-Way Stop-Control; TWSC = Two-Way Stop-Control; OWSC = One Way Stop Control. 2: Delay shown in seconds per vehicle. Per the Highway Capacity Manual 7th Edition, for intersections with one or two-way stop-control, the delay and LOS for the worst individual movement is shown.
As shown in Table 8, for EP Traffic Conditions, the existing study intersections and the proposed project driveways are expected to operate an acceptable LOS during the AM and PM peak hours.
5.4 EXISTING PLUS PROJECT ROADWAY SEGMENT LEVEL OF SERVICE ANALYSIS The roadway segment level of service analysis was conducted utilizing the volumes and roadway capacities presented previously in Table 6. These existing daily volumes per segment were added to the project trip generation daily volumes for the same segments. The project trip generation daily volumes for each segment were found by taking the correlated trip distribution percentages, shown previously in Exhibit 6, from the daily trip generation total. The results of the roadway analysis for EP traffic conditions are shown on Table 9.
Intersection Control
Type1
Peak
Hour
Existing
Conditions
EP
Conditions
Delay2 LOS Delay2 LOS
1 Cuyamaca Street Mast Boulevard Signal
AM 31.9 C 33.9 C
PM 30.2 C 30.3 C
2 Cuyamaca Street Riverwalk Drive Signal
AM 17.0 B 17.1 B
PM 14.0 B 14.1 B
3 Park Center Drive Mast Boulevard Signal
AM 6.1 A 8.1 A
PM 7.9 A 10.2 B
4 Magnolia Avenue Mast Boulevard Signal
AM 24.6 C 25.3 C
PM 21.5 C 21.5 C
5 Magnolia Avenue Walker Trails Drive Signal
AM 3.2 A 13.1 B
PM 2.6 A 11.3 B
6 Magnolia Avenue Mission Gorge Road Signal
AM 20.5 C 21.0 C
PM 23.0 C 24.0 C
7 Park Center Drive Riverwalk Drive AWSC
AM 8.4 A 11.2 B
PM 8.0 A 9.4 A
8 Park Center Drive Project Roundabout Roundabout
AM - - 4.1 A
PM - - 4.3 A
9 Cottonwood Avenue Project Driveway #2 –
Walker Trails Drive TWSC
AM 7.2 A 11.7 B
PM 7.2 A 13.0 B
10 Cottonwood Avenue Project Driveway #3 TWSC
AM 8.3 A 8.8 A
PM 8.3 A 8.9 A
CVR-24-004
25 Table 9
Roadway Segment Analysis – Existing Plus Project Conditions Roadway Segment Classification1 Lanes LOS D
Capacity
Existing
ADT2 LOS EP ADT2 LOS
Park Center Drive Mast Boulevard to
Project Roundabout Parkway TWLTL 2 13,000 2,843 A 3,083 A Mast Boulevard Cuyamaca Street to
Magnolia Avenue Major Arterial 4 35,000 19,450 B 19,690 B Magnolia Avenue Mast Boulevard to
Mission Gorge Road- Woodside Avenue Major Arterial 4 35,000 25,110 C 27,150 C Walker Trail Drive Cottonwood Avenue to
Magnolia Avenue
Collector
Residential 2 6,500 537 A 2,577 B
1: TWLTL = Two-Way Left-Turn Lane.
2: ADT = Average Daily Traffic
As shown in Table 9, the study roadway segments are currently operating at an acceptable daily LOS under EP traffic conditions. Exhibit 10 shows the Existing Plus Project ADT on the study roadway segments.
2 Riverwalk Drive
Mast Boulevard
Park Center Drive
Cottonwood
Avenue
1 3
7 5
4 9
10 Project Site
6 Magnolia Avenue
Exhibit 9: EP Lane Geometry and Intersection Control
Cottonwood and Park Traffic Impact Analysis CVR-24-004
Mission Gorge Road
Magnolia Avenue
Cuyamaca Street
Cuyamaca Street/
Mast Boulevard
Cuyamaca Street/
Riverwalk Drive
Park Center Drive/
Mast Boulevard
Magnolia Avenue/
Mast Boulevard
Magnolia Avenue/
Mission Gorge Road
Park Center Drive/
Riverwalk Dr-Dwy
Walker Trails Drive
Cottonwood Avenue/
Project Driveway #2 -
Walker Trails Dr.
Cottonwood Avenue/
Project Driveway #3
Walker
Trails Drive
8 Park Center Drive/
Project Roundabout
Magnolia Avenue/
Walker Trails Drive
2 Riverwalk Drive
Mast Boulevard
Park Center Drive
Cottonwood
Avenue
1 3
7 5
4 9
10 Project Site
6 Magnolia Avenue
Exhibit 10: EP AM Peak Hour Volumes
Cottonwood and Park Traffic Impact Analysis CVR-24-004
Mission Gorge Road
Magnolia Avenue
Cuyamaca Street
Cuyamaca Street/
Mast Boulevard
Cuyamaca Street/
Riverwalk Drive
Park Center Drive/
Mast Boulevard
Magnolia Avenue/
Mast Boulevard
Magnolia Avenue/
Mission Gorge Road
Park Center Drive/
Riverwalk Dr-Dwy
Walker Trails Drive
Cottonwood Avenue/
Project Driveway #2 -
Walker Trails Dr.
Cottonwood Avenue/
Project Driveway #3
Walker
Trails Drive 3,083 ADT
19,690 ADT
27,150 ADT
2,577 ADT
8 Park Center Drive/
Project Roundabout
Magnolia Avenue/
Walker Trails Drive
XX EP Roadway Segment ADT
2 Riverwalk Drive
Mast Boulevard
Park Center Drive
Cottonwood
Avenue
1 3
7 5
4 9
10 Project Site
6 Magnolia Avenue
Exhibit 11: EP PM Peak Hour Volumes
Cottonwood and Park Traffic Impact Analysis CVR-24-004
Mission Gorge Road
Magnolia Avenue
Cuyamaca Street
Cuyamaca Street/
Mast Boulevard
Cuyamaca Street/
Riverwalk Drive
Park Center Drive/
Mast Boulevard
Magnolia Avenue/
Mast Boulevard
Magnolia Avenue/
Mission Gorge Road
Park Center Drive/
Riverwalk Dr-Dwy
Walker Trails Drive
Cotonwood Avenue/
Project Driveway #2 -
Walker Trails Dr.
Cotonwood Avenue/
Project Driveway #3
Walker
Trails Drive
8 Park Center Drive/
Project Roundabout
Magnolia Avenue/
Walker Trails Drive
CVR-24-004
29 6.0 NEAR-TERM PLUS PROJECT TRAFFIC CONDITIONS (NTP)
Near-Term Plus Project Traffic Conditions (NTP) analysis is intended to identify the effects of both the project as expected on its opening day and cumulative conditions on the circulation system.
6.1 ROADWAY IMPROVEMENTS
The lane configurations and traffic controls assumed to be in place for the NTP scenario are consistent with those previously shown in Exhibit 9. In addition, the same methodology was applied as discussed in section
5.1 referring to the use of the SANDAG select zone distribution.
6.2 CUMULATIVE PROJECTS
This analysis accounts for the impact of other reasonably foreseeable development projects in the study area.
The City of Santee provided a list of cumulative projects in various stages of planning, entitlement, or construction. Projects considered to potentially have a significant impact on traffic conditions in the study area were within a one-mile radius of the proposed project site. Eleven projects from the list were found to meet this criterion. The locations of these project are shown in Exhibit 12. The project land use and trip generation are shown in Table 10.
Table 10
Cumulative Project Trip Generation
Project Land Use1 Qty Unit3
Daily AM Peak Hour PM Peak Hour
Rate Volume Rate In:Out
Split
Volume
Rate In:Out
Split
Volume
In Out Total In Out Total
1. DR2022-5 Park Center
Apartments (22 du/ac)
Apartment
(more than 20
du/ac)
54 DU 6 324 0.08 2:8 5 21 26 0.09 7:3 20 9 29
2. TM2016-1 Walker Trails Single Family
Detached 67 DU 10 670 0.08 3:7 16 38 54 0.10 7:3 47 20 67
3. DR2022-1 Southwest
Signal
Industrial
Plant 24.6 TSF 10 246 0.14 8:2 28 6 34 0.15 3:7 11 26 37
4. DR2018-6 Lunar Lane
Warehouse Warehouse 7.4 TSF 5 37 0.13 7:3 3 2 5 0.15 4:6 2 4 6
5. P2202-10 Santee Auto
Center
Auto Sale
Buildings 33.9 TSF 50 1,699 0.05 7:3 59 26 85 0.08 4:6 54 82 136 Auto Sale
Buildings 33.1 TSF 50 1,656 0.05 7:3 58 25 83 0.08 4:6 53 79 132 Auto Body
Shop 16.4 TSF 20 328 0.08 7:3 18 8 26 0.11 4:6 14 22 36 Car Wash 1 ST 900 900 0.04 5:5 18 18 36 0.09 5:5 41 40 81
6. TM2023-1 Habitat For
Humanity Condominium 17 DU 8 136 0.08 2:8 2 9 11 0.10 7:3 10 4 14 CVR-24-004
30 7. P2021-1 Popeye's
Fast Food
Restaurant w/
Drive Thru
1.74 TSF 650 1,131 0.07 5:5 40 39 79 0.07 5:5 40 39 79
Pass-By Trips -452 0 0 0 -16 -16 -32
8. DR2022-6 Excel Hotel Resort Hotel 97 RM 8 776 0.05 6:4 23 16 39 0.08 4:6 25 37 62
9. DR2015-10 Karl Strauss
Sit-down High
Turnover
Restaurant
7.4 TSF 160 1,184 0.08 5:5 47 48 95 0.08 6:4 57 38 95
Pass-By Trips -237 0 0 0 -11 -8 -19
Corporate
Headquarters
Office
24 TSF 7 168 0.15 9:1 23 2 25 0.15 2:8 5 20 25
Warehouse 46 TSF 5 230 0.13 7:3 21 9 30 0.15 4:6 14 21 35
10. DR2023-3 Lutapaj
Specialty Food Store
Wine Tasting
Room2 2.1 TSF 45.96 94 2.07 70:30 3 1 4 7.31 50:50 8 7 15
11. DR2022-7 Cuyamaca
Business Ctr
MedicalDental Office 6.28 TSF 50 314 0.06 8:2 15 4 19 0.11 3:7 10 25 35 Daily Volume AM Peak
Hour In Out Total PM Peak Hour In Out Total
Subtotal 9,893 379 271 650 411 472 883
Pass-By -689 0 0 0 -27.4 -23 -51
Net Total 9,204 379 271 650 384 449 832
1: Trip generation rates from SANDAG Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region (April 2002). 2: Trip generation rates from ITE Trip Generation (11th Edition, 2021), Land Use Code 495. DU = Dwelling Unit. 3: DU = Dwelling Units; TSF = Thousand Square Feet; RM = Rooms.
6.3 NEAR-TERM PLUS PROJECT TRAFFIC VOLUMES
NTP traffic volumes were estimated based on a yearly growth rate of two percent (2%) per year from base year, 2024, to the proposed project’s estimated year of completion, 2025. The growth rate is applied to the existing volumes. Volumes expected to be generated by the proposed project and cumulative projects are then added.
NTP Traffic Volumes = (Existing (2024) Counts * 1.02^1) + Cumulative + Project
6.4 NEAR-TERM PLUS PROJECT TRAFFIC INTERSECTION LEVEL OF SERVICE ANALYSIS NTP intersection analysis is shown in Table 11. NTP traffic AM and PM peak hour volumes at the study intersections are shown in Exhibit 13 and Exhibit 14. See Appendix C for HCM analysis sheets.
CVR-24-004
31 Table 11
Intersection Analysis – Near-Term Plus Project Traffic Conditions Intersection Control
Type1 Peak Hour Existing Conditions NTP Conditions
Delay2 LOS Delay2 LOS
1 Cuyamaca Street Mast Boulevard Signal
AM 31.9 C 35.8 D
PM 30.2 C 33.1 C
2 Cuyamaca Street Riverwalk Drive Signal
AM 17.0 B 17.4 B
PM 14.0 B 14.2 B
3 Park Center Drive Mast Boulevard Signal
AM 6.1 A 8.3 A
PM 7.9 A 12.2 B
4 Magnolia Avenue Mast Boulevard Signal
AM 24.6 C 27.7 C
PM 21.5 C 22.0 C
5 Magnolia Avenue Walker Trails Drive Signal
AM 3.2 A 17.9 B
PM 2.6 A 14.5 B
6 Magnolia Avenue Mission Gorge Road Signal
AM 20.5 C 21.8 C
PM 23.0 C 25.9 C
7 Park Center Drive Riverwalk Drive AWSC
AM 8.4 A 11.5 B
PM 8.0 A 9.5 A
8 Park Center Drive Project Roundabout Roundabout
AM - - 4.1 A
PM - - 4.3 A
9 Cottonwood Avenue Project Driveway #2 –
Walker Trails Drive TWSC
AM 7.2 A 11.7 B
PM 7.2 A 13.0 B
10 Cottonwood Avenue Project Driveway #3 TWSC
AM 8.3 A 8.8 A
PM 8.3 A 8.9 A
1: AWSC = All-Way Stop-Control; TWSC = Two Way Stop Control; OWSC = One Way Stop Control. 2: Delay shown in seconds per vehicle. Per the Highway Capacity Manual 7th Edition, for intersections with one or two-way stop-control, the delay and LOS for the worst individual movement is shown.
As shown in Table 11, the study intersections and the proposed driveways are projected to operate at an acceptable LOS during the AM and PM peak hours for NTP Traffic Conditions.
6.5 NEAR-TERM PLUS PROJECT TRAFFIC ROADWAY SEGMENT LEVEL OF SERVICE ANALYSIS The roadway segment level of service analysis for NTP traffic conditions was conducted utilizing the volumes and roadway capacities presented previously in Table 6. These existing daily volumes per segment were added to both the proposed and cumulative project trip generation daily volumes for the same segments.
The trip generation daily volumes for each segment were found by taking the correlated trip distribution percentages, shown previously in Exhibit 6: Project Trip Distribution at Study Intersections, from the trip generation daily totals. The results of the roadway analysis for EP traffic conditions are shown on Table 12.
CVR-24-004
32 Table 12
Roadway Segment Analysis – Near-Term Plus Project Conditions Roadway Segment Classification1 Lanes LOS D
Capacity
Existing
ADT2 LOS NTP ADT2 LOS
Park Center Drive Mast Boulevard to
Project Roundabout Parkway TWLTL 2 13,000 2,843 A 3,443 A Mast Boulevard Cuyamaca Street to
Magnolia Avenue Major Arterial 4 35,000 19,450 B 20,241 B Magnolia Avenue Mast Boulevard to
Mission Gorge Road- Woodside Avenue Major Arterial 4 35,000 25,110 C 28,909 C Walker Trail Drive Cottonwood Avenue to
Magnolia Avenue
Collector
Residential 2 6,500 537 A 5,287 C
1: TWLTL = Two-Way Left-Turn Lane.
2: ADT = Average Daily Traffic
As shown in Table 12, the existing study roadway segments are currently operating at an acceptable daily LOS under Existing traffic conditions. Exhibit 13 shows the Near-Term Plus Project ADT on the study roadway segments.
6.6 QUEUING REVIEW
As shown in Exhibit 14, the PM peak hour volume of the northbound leg left-turn movement of Intersection 5: Magnolia Avenue/Walker Trails Drive exceeded 300 vehicles, the threshold provided by the City of Santee.
Therefore the movement was reviewed for the sufficiency of storage space. Using NTP volumes, 95th percentile queue lengths at the movement were calculated and compared with the movement storage space.
Table 13 shows the 95th percentile calculations for both AM and PM peak hour NTP volumes.
Table 13
Queue Review – Near-Term Plus Project Conditions
Intersection Control Leg1 Movement2 Storage
Length (ft)
95th Percentile Queue (ft)
AM Peak PM Peak
5 Magnolia Avenue Walker Trails Drive Signal NB LT 160 140 258 1: NB = Northbound.
2: LT = Left-turn.
As shown in Table 13, the storage space for the northbound left-turn movement of Intersection 5 is not sufficient for the PM peak hour 95th percentile queue.
6.7 RECOMMENDED IMPROVEMENTS
A review was completed to examine the impact of adding a second left-turn movement for the northbound leg of Intersection 5: Magnolia Avenue/Walker Trails Drive. The Existing left-turn movement has a pocket CVR-24-004
33 length of 160-feet. The addition of a second left-turn movement will be designed so both left-turn pockets are 80-feet each. Exhibit 15 displays the lane configuration of Intersection 5 with the added left-turn movement. Table 14 shows the 95th percentile calculations under NTP conditions for both AM and PM peak hours.
Table 14
Queue Review – Near-Term Plus Project Conditions With Improvements Intersection Control Leg1 Movement2
95th Percentile Queue (ft)
NTP Conditions NTP w/ Improvements
Conditions
Configuration
Storage
Length
(ft)
Peak Hour
Configuration
Storage
Length
(ft)3
Peak Hour4
AM PM AM PM
5 Magnolia
Avenue
Walker
Trails Drive Signal NB LT One LT Pocket 160 140 258 Two LT Pockets 160 56 135 1: NB = Northbound.
2: LT = Left-turn.
3: Storage length is 80-feet per left-turn movement for 160-feet total. 4: Peak hour volume is the total volume from both left-turn movements.
As shown in Table 14, the 95th percentile queue lengths under NTP Conditions with Improvements do not exceed the northbound left-turn movements at Intersection 5: Magnolia Avenue/Walker Trails Drive.
6.8 PROJECT FAIR SHARE
The fair share percentage of the proposed project for the recommended improvement is identified in Table 15 below. The percentage of project fair share at the affected Intersection 5: Magnolia Avenue/Walker Trails Drive was calculated using the total PM left-turn trips generated by the project divided by the total PM leftturn traffic under NTP conditions.
Table 15
Fair Share Analysis
Intersection Movement Improvement Peak
Hour
Total
Volume
Project
Volume
Project % of
Fair Share
5 Magnolia Avenue Walker Trails Drive Northbound
Left-Turn
Add Second LT
pocket at NB
movement
PM 314 126 40%
Project Site
# Study Intersection Location
Study Roadway Segment
Mission Gorge Road
Cuyamaca Street
Riverwalk Drive
Mast Boulevard
Magnolia Avenue
Park Center Drive
Walker Trails Drive
Cottonwood
Avenue
1 3
7 6
5 4
9 10
Exhibit 12: Proposed Cumulative Project Map
Cottonwood and Park Traffic Impact Analysis CVR-24-004
2 Project Site
1 2
11 10
9 8
7 6
5 3
4 Legend:
X Approximate Cumulative Project Locations
Walker
Trails
Drive
8 2
Riverwalk Drive
Mast Boulevard
Park Center Drive
Cottonwood
Avenue
1 3
7 5
4 9
10 Project Site
6 Magnolia Avenue
Exhibit 13: Near Term Plus Project AM Peak Hour Volumes Cottonwood and Park Traffic Impact Analysis CVR-24-004
Mission Gorge Road
Magnolia Avenue
Cuyamaca Street
Cuyamaca Street/
Mast Boulevard
Cuyamaca Street/
Riverwalk Drive
Park Center Drive/
Mast Boulevard
Magnolia Avenue/
Mast Boulevard
Magnolia Avenue/
Mission Gorge Road
Park Center Drive/
Riverwalk Dr-Dwy
Walker Trails Drive
Cottonwood Avenue/
Project Driveway #2 -
Walker Trails Dr.
Cottonwood Avenue/
Project Driveway #3
Walker
Trails Drive 3,443 ADT
20,241 ADT
28,909 ADT
5,287 ADT
8 Park Center Drive/
Project Roundabout
Magnolia Avenue/
Walker Trails Drive
XX NTP Roadway Segment ADT
2 Riverwalk Drive
Mast Boulevard
Park Center Drive
Cottonwood
Avenue
1 3
7 5
4 9
10 Project Site
6 Magnolia Avenue
Cuyamaca Street/
Mast Boulevard
Exhibit 14: Near Term Plus Project PM Peak Hour Volumes Cottonwood and Park Traffic Impact Analysis CVR-24-004
Mission Gorge Road
Magnolia Avenue
Cuyamaca Street
Cuyamaca Street/
Riverwalk Drive
Park Center Drive/
Mast Boulevard
Magnolia Avenue/
Mast Boulevard
Magnolia Avenue/
Mission Gorge Road
Park Center Drive/
Riverwalk Dr-Dwy
Walker Trails Drive
Cotonwood Avenue/
Project Driveway #2 -
Walker Trails Dr.
Cotonwood Avenue/
Project Driveway #3
Walker
Trails Drive
8 Park Center Drive/
Project Roundabout
Magnolia Avenue/
Walker Trails Drive
2 Riverwalk Drive
Mast Boulevard
Park Center Drive
Cottonwood
Avenue
1 3
7 5
4 9
10 Project Site
6 Magnolia Avenue
Exhibit 15: Near Term Plus Project with Improvement Lane Configuration Cottonwood and Park Traffic Impact Analysis CVR-24-004
Mission Gorge Road
Magnolia Avenue
Cuyamaca Street
Magnolia Avenue/
Walker Trails Drive
Walker Trails Drive
Walker
Trails Drive
8 CVR-24-004
38 APPENDIX
Appendix A: Scoping Agreement and City Documents
Appendix B: Existing Traffic Counts and Model Volumes
Appendix C: HCM Analysis Sheets
APPENDIX A
SCOPING AGREEMENT AND CITY DOCUMENTS
Cottonwood & Park
Traffic Impact Analysis
CVR-24-004
1 Scoping Agreement for Traffic Impact Analysis
This form acknowledges the requirements for the traffic impact analysis of the following project. The analysis will follow the local jurisdiction’s traffic impact analysis guidelines.
Project Name: Cottonwood & Park
Project Address: Intersection of Cottonwood Avenue & Park Center Drive Project Description: 358 single-family attached dwelling units Consultant Developer
Name: TJW Engineering CITY VENTURES
Address: 9841 Irvine Center Drive, Suite 200 3121 Michelson Drive, Suite 150 Irvine, CA 92618 Irvine, CA 92612
Telephone: 949-878-3509
Email:
Trip Generation Source: ITE Trip Generation Manual, 11th Edition (2021) Current GP Land Use: Town Center Proposed Land Use: Town Center Current Zoning: TCR-14 Proposed Zoning: TCR-14
Is the project screened from LOS analysis? Yes X No
Justification: The Guidelines for Transportation Impact Studies in the San Diego Region (Guidelines) (May 2019) indicate any project generating traffic greater than 1,000 daily trips or 100 peak-hour trips should have a roadway analysis. The proposed project exceeds both daily and AM and PM peak hour thresholds.
Is the project screened from VMT analysis? X Yes No
Justification: Per City staff, the project does not require a full VMT analysis. However, the project will need an addendum to the EIR of the City’s Housing Element for VMT conformity.
SANDAG trip generation
rate table
Cottonwood & Park
Traffic Impact Analysis
CVR-24-004
2 Internal Trip Capture: Yes X No % Trip Discount
Pass-By Allowance: Yes X No % Trip Discount
Trip Distribution: See attached exhibit
Project Build-out Year: 2025 Annual Ambient Growth Rate: 2% Study Intersections:
1. Cuyamaca St/Riverwalk Dr 6. Park Center Dr/Riverwalk Dr
2. Mast Blvd/Park Center Dr 7. Project Driveway #1/Chubb Ln
3. Mast Blvd/Magnolia Ave 8. Project Driveway #2/Chubb Ln
4. Magnolia Ave/Park Center Dr 9.
5. Magnolia Ave/Mission Gorge Rd 10.
Study Roadway Segments:
1. Magnolia Ave between
Mast Blvd & Mission Gorge Rd
3. Mast Blvd between
Cuyamaca St & Magnolia Ave
2. Park Center Dr (Mast to Project Driveway) 4.
Analysis Scenarios:
1. Existing Traffic Conditions
2. Existing Plus Project Traffic Conditions
3. Near Term (Existing + Cumulative + Project) Traffic Conditions
4. 5.
Other Jurisdiction Analyzed? Yes X No Name of Jurisdiction:
Date of Traffic Counts: New counts will be collected
Existing Trip Generation Proposed Trip Generation
In Out Total In Out Total
AM Trips 38 151 189
PM Trips 156 66 222
Daily 2,368
This is yet to be determined by modeling
Mast Blvd/Cuyamaca St
Main project driveway
Park Center Dr (Project driveway to Magnolia Ave)
Cottonwood & Park
Traffic Impact Analysis
CVR-24-004
3 Additional
Items to be
Addressed:
A SANDAG regional model run will be completed for no project and with project (including roadway connections) to determine any change in roadway traffic distribution as a result of the project completing the roadway connection of Park Center Drive. A total of four (4) model runs will be completed for base year and future year without and with project scenarios.
Additional
Notes:
Authorizations:
David Chew, PTP
Consultant’s Representative City (Approved By)
Signature Signature
March 12, 2024
Date Date
Minjie Mei
3/18/2024
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160 CU FT STORAGE
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7'-0" A.F.F. O T O T O T O T Neighborhood #3 3-story Courtyard Flats ±4.6 ac ±110 units ±23.9 du/ac ±46 spaces (±0.42 sp/unit) Neighborhood #2 3-story TH ±5.4 ac ±138 units ±25.5 du/ac ±36 spaces (±0.26 sp/unit) Neighborhood #1 2-story TH ±6.8 ac ±110 units ±16.2 du/ac ±41 spaces (±0.27 sp/unit)
26.0'
DRIVE 23.8' 30.0' 24.0' 30.0' 18.8' 28.6' 30.4' 12.8' 12.7' 13.1' 13.9' 19.3' 55.7' 15.5' 22.8' 19.2' 26.3' 13.5' 14.3' 16.0' P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P PPPP P P P P P P PPP P P PPPPP P P P P P P P P PP P P PP P P P P P P P P P P P P P PPPPPPP P P P P P PPP
30.0'
DRIVE
10.0' MIN.
INTERIOR SIDE SETBACK 26.0' DRIVE 31.0' 24.0' 10.0' MIN. FRONT YARD SETBACK B23-TH1 B700 B7-TH1 B300 B22-TH1 B500 B8-TH1 B300 B9-TH1 B500 B6-TH1 B600 B5-TH1 B600 B4-TH1 B600 B3-TH1 B500 B2-TH1 B600 B1-TH1 B600 B16-TH1 B500 B15-TH1 B400 B14-TH1 B400 B13-TH1 B300 B12-TH1 B400 B10-TH1 B300 B11-TH1 B400 B21-TH1 B300 B17-TH1 B500 B18-TH1 B700 B19-TH1 B600 B20-TH1 B400 B10-TH3 B1000 B11-TH3 B1000 B12-TH3 B1000 B7-TH3 B1600 B8-TH3 B1600 B6-TH3 B800 B9-TH3 B800 B5-TH3 B400 B4-TH3 B810 B3-TH3 B810 B2-TH3 B1-TH3 B810 B400 B20-TH2 B810 B1-TH2 B810 B21-TH2 B810 B19-TH2 B810 B11-TH2 B810 B12-TH2 B710 B18-TH2 B710 B10-TH2 B610 B9-TH2 B410 B8-TH2 B410 B7-TH2 B610 B13-TH2 B510 B14-TH2 B510 B6-TH2 B510 B5-TH2 B610 B15-TH2 B410 B16-TH2 B810 B17-TH2 B810 B3-TH2 B810 B2-TH2 B610 B4-TH2 B910 PARK CENTER DR
COTTONWOOD AVE
PARK CENTER DR TOWN CENTER COMMUNITY PARK N.A.P. TOWN CENTER COMMUNITY PARK PARKING LOT N.A.P. SAN DIEGO RIVER Pedestrian Connection to Trail (typ) View Park ±14,200 SQFT TRAIL CONNECTION RIVER BLUFF DRIVE AMENITY ±26,850 SQFT
68.0'
TO ROW
24.2'
24.1'
28.8'
41.8' 24.0' 11.0' 11.8' 12.4' 31.9' 26.0' DRIVE 13.0' 10.5' 21.8' 10.0' FRONT YARD SETBACK
15.8' OPEN SPACE ±6,000 SQFT WQMD ±26,390 SQFT P P P P P P P P P P P P P P P P P P P P P P P P P P P P 9.0' 25.0' 19.0'
9.0' 26.0' DRIVE
PROJECT
ENTRY
PROJECT
ENTRY PROJECT ENTRY 9.0' 19.0'
19.8'
16.2'
25.4'
23.4'
10.0' MIN. INTERIOR SIDE SETBACK
10.0' MIN. INTERIOR SIDE SETBACK 10.0' MIN. REAR SETBACK 19.0' 18.0' 26.0' DRIVE 31.0' 26.0' DRIVE 31.0' 26.0' DRIVE 31.0' 26.0' DRIVE 31.0' 26.0' DRIVE 31.0' 26.0' DRIVE 30.0' 30.0' 24.0' 26.0' 16.0' 33.0' 26.0' DRIVE
10.0' MIN.
INTERIOR SIDE SETBACK 26.0' DRIVE
26.0'
26.0'
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15.0'
18.6' P Architecture + Planning 17911 Von Karman Ave, Suite 200 Irvine, CA 92614 949.851.2133 ktgy.com COTTONWOOD & PARK SANTEE, CA # 2023-0148 City Ventures 3121 Michelson Drive, Suite 150 Irvine, CA 92612 Plot Date: 1.17.2024 1st Submittal Date: 12.22.2023 A0.10 SITE PLAN 0 40 80 160 OPTION 3b UNIT ENTRY A ACCESSIBLE UNIT LEGENDPLAN 1 PLAN 2 PLAN 3 NEIGHBORHOOD #1 2-STORY ROWHOMES PLAN 1 PLAN 2 NEIGHBORHOOD #2 3-STORY INTERLOCK TOWNHOMESPLAN 1 PLAN 2 PLAN 3A NEIGHBORHOOD #3 3-STORY COURTYARD FLATS 1.5 CY 72"X30.5" 4 CY 72"X51.5" 4 CY 72"X51.5" TRASH ENCLOSURE TRANSFORMER PLAN 3B PLAN 3C PLAN 4A PLAN 4B PLAN 4C PLAN 5 PLAN 6
City of Santee
Mobility Element
Light Rail Trolley (LRT)
The City of Santee is served by the Green Line Trolley (Route 530), with one (1) station located at the Santee Transit Center.
Green Line is the third line to be constructed in the San Diego Trolley system. It runs between the Santee Transit Center and the 12th and Imperial Avenue Transit Center in Downtown San Diego. Green Line service began on July 10, 2005 after completion and opening of the 5.9 miles (9.5 km) Mission Valley East extension. The line provides service from Santee through Mission Valley, and into Downtown San Diego via the Old Town Transit Center with 15‐minute service Mondays through Fridays, and 30‐minute service on the weekends.
4.3 Bicycling
Bicycle facilities are an integral component of any transportation system. Adequate bicycle facilities encourage active transportation, enhance recreational opportunities, and help attract visitors. Bikeways not only provide local opportunities for cyclists, but also offer regional connections.
Table 4.1 presents the four bicycle classifications recognized in California, while Figure 4‐4 displays the existing bicycle facilities in Santee.
As shown in Figure 4‐3, a combination of Class I, II, and III bicycle facilities create the backbone of Santee’s bicycle network. Bicycle facilities along Mast Boulevard, Carlton Oaks Drive, Mission Gorge Road, and Woodside Avenue provide east‐west connections, while facilities along Carlton Hills Boulevard, Cuyamaca Street, and North Magnolia Avenue provide north‐south connections.
City of Santee
Mobility Element
Table 4.1 California Bicycle Facility Classifications
Class Description Example
Class I Bikeway (Bike Path) –Class I facilities provide a completely separated right‐of‐way designated for the
exclusive use of bicycles and pedestrians with
crossflows by motor vehicles minimized. Bike paths can provide connections where roadways are non‐
existent or unable to support bicycle travel. The minimum paved width for a two‐way bike path is 8 feet and 5 feet for a one‐way bike path, with a minimum 2 foot wide graded area adjacent to the pavement.
Class II Bikeway (Bike Lane) – Provides a striped lane
designated for the exclusive or semi‐exclusive use of bicycles with through travel by motor vehicles or pedestrians prohibited, but with pedestrian and
motor vehicle crossflows permitted. The minimum
bike lane width where parking stalls are marked is 5 feet.
Class III Bikeway (Bike Route) – Provides shared use of traffic lanes with cyclists and motor vehicles, identified by signage and street markings such as “sharrows”. Bike routes are best suited for low‐ speed, low‐volume roadways with an outside lane
width of 14 feet or wider.
Class IV Bikeway (Cycle Track) – Also referred to as separated bikeways, cycle tracks provide a right‐of‐ way designated exclusively for bicycle travel within the roadway and physically protected from vehicular traffic. Types of separation include, but are not limited to, grade separation, flexible posts, or on‐ street parking.
City of Santee
Mobility Element
4.4 Pedestrian Environment
Walkability is an important mobility and quality of life consideration for communities. The degree to which
people walk for transportation and recreation is
influenced by the comfort, safety, and convenience.
Comfort is influenced by traffic volumes, travel speed, separation from traffic, topography, the presence of sidewalks and improved paths, and climate. Safety is
influenced by the speed and volume of conflicting vehicular traffic, street widths, traffic control, number of conflict points, and infrastructure design.
Convenience is influenced by distance and directness
of travel. As connectivity increases, travel distance decreases and route option increases for pedestrians.
As funds have become available, the City has installed
sidewalks and pedestrian ramps where they were
missing. The City continues to pursue grant funding to improve pedestrian facilities.
Newer streets in the City, particularly within the
Town Center area as well as along Mission Gorge
Road, have sidewalks which are separated from the street and designed along landscaped corridors. These designs provide a more pleasant and safe pedestrian experience and encourage pedestrian travel. The City’s current policy is to provide non‐contiguous sidewalks on all new and widened streets of collector classification or larger.
Within the Town Center area, the Town Center Specific Plan identifies a network of interconnected bike and pathways linking activity centers within the Town Center, as well as linking the Town Center with the bike and pedestrian trail system in the rest of the City.
Pedestrian facilities include sidewalks, curb ramps, and other amenities such as street trees for shading and pedestrian scale lighting. Figure 4‐5 displays roadway segments with existing sidewalks. As shown, the northern portion of Santee is very well‐connected by sidewalks.
Sidewalks are less prevalent in the older, southern areas.
City of Santee
Mobility Element
Policy 1.3: The City shall ensure that the entire right‐of‐way is designed to accommodate appropriate modes of transportation.
Policy 1.4: The City should create a vibrant town center by developing a connected system of multi‐modal corridors that encourage walking, biking, and riding transit. A mobility hub should be considered at the existing Santee Trolley Square providing features such as bikeshare, bike parking, carshare, neighborhood electric vehicles, real‐ time traveler information, demand‐based shuttle services, wayfinding signage, bicycle and pedestrian improvements, urban design enhancements, etc.
Policy 1.5: The City should regularly review, update and collect adequate transportation impact fees (TIF) and ensure the efficient allocation of state and regional funding sources for the development and maintenance of local transportation (across all modes) improvements and operations.
Streets and Freeway System
Objective 2.0: Develop an efficient, safe and multi‐modal transportation network, consisting of local roads, collectors, arterials, freeways and transit services, in a manner that promotes the health and mobility of Santee residents and that meets future circulation needs, provides access to all sectors of the City, and supports established and planned land uses.
Policy 2.1: The City shall encourage an automobile Level of Service “D” on street segments and at intersections throughout the circulation network while also maintaining or improving the effectiveness of the non‐automotive components of the circulation system (i.e. pedestrians, bicyclists, and public transit), especially in the Town Center area.
The City may approve a lower automobile Level of Service if it finds that the effectiveness of non‐automotive components of the circulation system would be maintained or improved as a result. In other cases, the City shall not approve any development that causes a drop in the level of service at a street segment or an intersection to LOS "E" or "F", after feasible mitigation, without overriding social, economic, or other benefits.
Policy 2.2: The City should ensure adequate accessibility for all modes to the northern undeveloped area of the City by designating a functional network of public streets for future dedication either prior to, or concurrent with anticipated need.
Policy 2.3: The City shall establish minimum design standards for streets, which include grade, widths, alignment and public improvement requirements in a City design manual.
Policy 2.4: The City shall manage the existing truck route network for use by City serving heavy commercial and industrial traffic to provide for a safe circulation system for all drivers.
Policy 2.5: The City should not allow city streets to be used for through‐City truck traffic.
City of Santee
Mobility Element
Policy 10.5: The City shall oppose the installation of freeway on‐ramp meters unless appropriate mitigation is provided by Caltrans for impacts to City streets caused by such metering.
Policy 10.6: The City supports the connection of Caltrans traffic signals on City streets to the City’s interconnected traffic signal system to maintain traffic flow.
7.0 Implementation
This section presents the circulation plan for the City of Santee, including buildout of the Mobility Element roadway classifications, designated multi‐modal corridors, and planned bicycle facilities. Additionally, a discussion regarding the Mobility Element’s relationship to the City’s Capital Improvement Program and Maintenance Program is provided, as well as a discussion about Design Review and Project Processing.
7.1 Circulation Plan
Streets and Freeway System
This section provides a description, cross‐section and list of designated Mobility Element roadways within the City of Santee. The classifications are intended to assist in understanding the buildout design configuration and right‐of‐way needs for each circulation network segment.
A guiding strategy for streets system planning was to provide a mobility network that accommodates all modes and users and to avoid extensive road widening wherever possible.
A number of proposed network changes such as lane reductions along Mission Gorge Road, Prospect Avenue, Town Center Parkway, Riverview Parkway, and Olive Lane will provide much needed bicycle connectivity to promote and encourage for travel mode shifts in Santee. This would also potentially reduce City’s vehicle miles of travel (VMT) and greenhouse gas emissions, and helps transform Santee into a more sustainable community.
With this Mobility Element, the City is clarifying and expanding the roadway classification system and Table 7.1 displays the City’s revised roadway classifications and standards.
Table 7.1 City of Santee Revised Roadway Classifications and Standards Street
Classification
Description /
Sub‐classification # of Lanes
LOS / ADT Thresholds
A B C D E
Circulation Element
Prime
Arterial Median 6 lanes 25,000 35,000 50,000 55,000 60,000 Major
Arterial Median 4 lanes 15,000 21,000 30,000 35,000 40,000
City of Santee
Mobility Element
Parkway
Median 4 lanes 15,000 21,000 30,000 35,000 40,000
w/ TWLTL 2 lanes w/ TWLTL 5,000 7,000 10,000 13,000 15,000 - 2 lanes 4,000 5,500 7,500 9,000 10,000
Collector
w/ TWLTL 2 lanes w/ TWLTL 5,000 7,000 10,000 13,000 15,000 Industrial Collector 2 lanes 2,500 3,500 5,000 6,500 8,000 Residential
Collector 2 lanes 2,500 3,500 5,000 6,500 8,000
Non-Circulation Element
Industrial Local 2 lanes - - 2,200* - -
Residential Local 2 lanes - - 2,200* - -
Cul-De-Sac Street 2 lanes - - 300* - -
Hillside Street 2 lanes - - 700* - -
Notes:
TWLTL = Two-way left-turn lane.
*represents design capacity of non-CE road. LOS does not apply to non-CE roads.
The following cross-sections display the typical sections (features, dimensions, etc.) for each classification. Cross-sections are intended to demonstrate general feasibility of proposed network buildout, however, actual improvements will require additional engineering studies and design work and shall be to the satisfaction of the City Engineer.
Prime Arterial
Prime Arterial are six lanes or larger divided roadways with raised, landscaped medians to control turning movements that cross other arterials at grade with signalized intersections.
Prime Arterials also have an increased landscaped parkway width between the right-of-way and curb.
Notes:
1. Class II bike lanes currently exist along Mission Gorge Road, between SR-52 Ramps and Fanita Drive, and these bike lanes will remain under the Preferred Plan.
2. Parkways (for non-contiguous sidewalks) and/or wider sidewalks may be required where necessary on Prime Arterial facilities.
3. Town Center Specific Plan or Mission Gorge Road Design Standards apply where applicable.
City of Santee
Mobility Element
The following Mobility Element roadways have been designated as Prime Arterials. Cuyamaca Street, between Town Center Parkway and Prospect Avenue; Magnolia Avenue, between Mission Gorge Road and Prospect Avenue; and Mission Gorge Road, between SR-52 and Riverview Parkway.
Major Arterial
Major Arterials are four to six lane divided roadways with landscaped raised medians to control turning movements and that cross other arterials at grade with signalized intersections.
Note:
1. Parkways (for non-contiguous sidewalks) and/or wider sidewalks may be required where necessary on Major Arterial facilities.
The following Mobility Element roadways have been designated as Major Arterials. Carlton Hills Boulevard, between Lake Canyon Road and Mission Gorge Road; Cuyamaca Street, between Princess Joann Road and Town Center Parkway; Cuyamaca Street, between Prospect Avenue and southern city limits; Fanita Drive, between Mission Gorge Road and Prospect Avenue; Magnolia Avenue, between Princess Joann Road and Mission Gorge Road; Magnolia Avenue, between Prospect Avenue and southern city limits; Mast Boulevard, between SR-52 and Magnolia Avenue;
Mast Boulevard, between Magnolia Avenue and eastern city limits (with Mast Boulevard extension option)
Mission Gorge Road, between western City limits and SR-52; Mission Gorge Road, between Riverview Parkway and Magnolia Avenue; Woodside Avenue, between Magnolia Avenue and SR-67.
City of Santee
Mobility Element
Collector Road with Two-Way Left Turn Lane (TWLTL)
Collectors are feeder or connector roadways that complement the arterial network, but are of lesser capacity, with two or four lanes and striped turning lanes. Collectors typically have signalized or “Stop” sign control at intersections with other circulation element streets.
The following Mobility Element roadways have been designated as Collector Roads with TwoWay Left Turn Lane:
Carlton Hills Boulevard, between Swanton Drive and Lake Canyon Road; Carlton Oaks Drive, between West Hills Parkway and Stoyer Drive; Cottonwood Avenue, between Park Avenue and Prospect Avenue; Cuyamaca Street, between northern terminus and Princess Joann Road; El Nopal, between Magnolia Avenue and eastern city limits; Fanita Drive, between Prospect Avenue and southern city limits; Graves Avenue, between Prospect Avenue and southern city limits; Halberns Boulevard, between Lake Canyon Road and Stoyer Drive; Mast Boulevard, between Magnolia Avenue and Los Ranchitos Road (with no Mast Boulevard extension option);
Mesa Road, between Mission Gorge Road and Prospect Avenue; Olive Lane, between Mission Gorge Road and Prospect Avenue; Prospect Avenue, between Mesa Road and Magnolia Avenue; N. Woodside Avenue, between Woodside Avenue and eastern city limits; S. Woodside Avenue, between Woodside Avenue and eastern city limits.
City of Santee
Mobility Element
Collector Industrial
Collector Industrial are slightly larger local roadways to accommodate commercial vehicles safely in areas of industrial development.
The following Mobility Element roadways have been designated as Collector Industrial:
Abraham Way, between northern terminus and Isaac Street; Argent, Street between Prospect Avenue and Pathway Street Buena Vista Avenue, between Cuyamaca Street and Railroad Avenue; Hartley Road, between western terminus and N. Woodside Avenue; Isaac Street, between Abraham Way and Hartley Road;
Pathway Street, between Argent Street and Prospect Avenue Railroad Avenue, between Mission Gorge Road and Buena Vista Avenue; Rockville Street, between Magnolia Avenue and the eastern terminus; Wheatland Avenue, between Abraham Way and N. Woodside Avenue.
City of Santee
Mobility Element
Collector Residential
Collector Residential are two lane distributor roadways, slightly larger than local streets to enhance safety and traffic circulation into and out of neighborhood areas.
The following Mobility Element roadways have been designated as Collector Residential:
2nd Street, between Magnolia Avenue and Los Ranchos Road; Atlas View Drive, between Prospect Avenue and Pryor Drive; Beck Drive, between Cuyamaca Street and Woodrose Avenue; Big Rock Road, between Mission Gorge Road and Rancho Fanita Drive; Bilteer Drive, between Beck Drive and Mast Boulevard; Braverman Drive, between Magnolia Avenue and Jeremy Street; Cottonwood Avenue, between Palm Glen Drive and Street “A”; El Nopal, between Cuyamaca Street and Magnolia Avenue; Fanita Parkway, between Mast Boulevard and Carlton Oaks Drive; Ganley Road, between Fanita Parkway and Settle Road;
Graves Avenue, between northern terminus and Prospect Avenue; Halberns Boulevard, between northern terminus and Lake Canyon Road; Ironwood Avenue, between Princess Joann Road and Woodglen Vista Road; Jeremy Street, between 2nd Street and Braverman Drive; Lake Canyon Road, between Fanita Parkway and Halberns Boulevard; Len Street, between Magnolia Avenue and Santana Street; Los Ranchitos Road, between 2nd Street and Mast Boulevard; Mesa Heights Road, between Mesa Road and Tyler Street; Mesa Road, between Prospect Avenue and southern terminus; Mission Creek Drive, between Willow Pond Road and Cuyamaca Street; Northcote Road, between S. Woodside Avenue and Robinridge Way; Palm Glen Drive, between Cottonwood Avenue and Magnolia Avenue; Pebble Beach Drive, between Grass Valley Lane and Carlton Oaks Drive; Princess Joann Road, between Cuyamaca Street and eastern terminus;
City of Santee
Mobility Element
Rancho Fanita Drive, between Mission Gorge Road and Big Rock Road; Riverpark Drive, between Willow Pond Road and Cuyamaca Street; Riverwalk Drive, between Cuyamaca Street and Park Center Drive; Rumson Drive, between western terminus and Pebble Beach Drive; Settle Road, between Ganley Road and Lake Canyon Road; Shadow Hill Road, between S. Woodside Avenue and Ruocco Drive; Strathmore Drive, between northern terminus and Settle Road; South Slope Drive, between Prospect Avenue and Mesa Heights Road; Stoyer Drive, between Carlton Hills Boulevard and Carlton Oaks Drive; Summit Avenue between Magnolia Avenue and Princess Joann Road; Timberlane Way, between Woodglen Vista and Beck Drive; Tyler Street, between northern terminus and southern terminus; Wethersfield Road, between Rumson Drive and Inverness Road; Willow Pond Road, between Carlton Oaks Drive and Mission Creek Drive; and Woodglen Vista Road, between Cuyamaca Street and Magnolia Avenue.
Parkway
Parkway are roadways requiring unique design applications where standard designs cannot be utilized because of steep terrain, right‐of‐way constraints, special development needs and/or other special conditions. Due to significant variation among parkway cross‐sections, a typical cross‐section is not provided. The following Mobility Element roadways have been designated as Parkway:
Cottonwood Avenue*, between Street “A” and Riverview Parkway; Fanita Parkway*, between northern terminus and Mast Boulevard; Magnolia Avenue*, between Cuyamaca Street and Princess Joann Road; Park Center Drive, between Mast Boulevard and Street “A”; Riverview Parkway, between Mission Gorge Road and Magnolia Avenue; Street “A”*, between Park Center Drive and Magnolia Avenue; Town Center Parkway*, between Mission Gorge Road and Riverview Parkway. * The Mobility Element identifies general and approximate locations for future routes to be dedicated and constructed pursuant to development. Precise alignment and design of these routes will require in depth study at the time that future development occurs.
Multi‐Modal Corridors
To support AB 1358 (the Complete Streets Act) and create a vibrant town center, a system of multi‐modal corridors was developed in the town center area with mixed land uses and a regionally significant transit center to encourage walking, biking and riding transit. The following roadway segments were designated to be Multi‐Modal Corridors since they provides connectivity between the town center / transit center and the surrounding residential land uses:
Prospect Avenue, between Olive Lane and Magnolia Avenue;
City of Santee
Mobility Element
Olive Lane / Town Center Parkway, between Cuyamaca Street and Prospect Avenue; Mission Gorge Road, between Cuyamaca Street and Cottonwood Avenue; Riverview Parkway, between Cuyamaca Street and Mission Gorge Road; Cuyamaca Street, between Town Center Parkway and Prospect Avenue; and Cottonwood Avenue, between Mission Gorge Road and Prospect Avenue.
Figure 7‐1 displays buildout of the Mobility Element roadway classifications along with the designated multi‐modal corridors.
Regional Facilities
Regional transportation facilities such as SR‐125, SR‐67 and SR‐52 serve an important role for the City of Santee’s mobility system and must therefore be given consideration when developing future networks and performing various analyses. The most recent San Diego Forward: The Regional Plan, adopted in October 2015, indicates two improvement projects which could reduce peak hour congestion along this corridor. These improvements include widening of SR‐ 52 between Mast Boulevard and SR‐125 from 4 general purpose lanes to 6 by 2035, and constructing two managed lanes between I‐15 and SR‐125 by 2050.
Preferred Classifications
• • • • Prime Arterial
Major Arterial
"'"'"'"' Parkway
• • • • Collector w /TWLTL
Collector Residential
Collector Industrial
I I I
1,000 2,000 Feet
Source: Chen Ryan Associates (2015)
City of Santee
Mobility Element
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Existing (2013) Functional Street Classifications
Santee Town Center ➡ North Santee ➡ Santee Town Center
A
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DEPART
B
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&
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C
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&
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A
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Town Center
ARRIVE
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6:50 6:59 7:06 7:09
7:35 7:44 7:52 7:56
8:20 8:29 8:37 8:41
9:20 9:29 9:36 9:39
10:20 10:29 10:36 10:39
11:20 11:29 11:36 11:39
12:20p 12:29p 12:36p 12:39p
1:20 1:29 1:37 1:41
2:08 2:17 2:25 2:29
2:53 3:02 3:10 3:14
3:38 3:47 3:55 3:59
4:23 4:32 4:39 4:42
5:21 5:30 5:37 5:40
6:21 6:30 6:37 6:40
7:21 7:30 7:37 7:40
Santee Town Center ➡ North Santee ➡ Santee Town Center
A
Santee
Town Center
DEPART
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Magnolia Av.
&
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C
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&
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A
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Town Center
ARRIVE
8:21a 8:29a 8:36a 8:39a B
9:21 9:30 9:37 9:41 B
A 10:21 10:30 10:37 10:41 B
A 11:21 11:30 11:37 11:41 B
A 12:21p 12:30p 12:37p 12:41p B
A 1:21 1:30 1:37 1:41 B
A 2:21 2:30 2:37 2:41 B
A 3:21 3:30 3:37 3:41 B
A 4:21 4:30 4:37 4:41
A = Bus arrives from El Cajon as Route 833 and continues as Route 832. / El Viaje llega de El Cajon como la ruta 833 y continua como la ruta 832.
B = Bus continues as Route 833 to El Cajon. / El viaje continua hacia El Cajon como la ruta 833.
Route 832 – Monday through Friday / lunes a viernes
Route 832 – Saturday and Sunday / sábado y domingo
A Saturday/Sunday schedule will be operated on the following holidays and observed holidays Se operará con horario de sábado/domingo durante los siguientes días festivos y feriados observados New Year’s Day, Presidents’ Day, Memorial Day, Independence Day, Labor Day, Thanksgiving, Christmas >>>
The schedules and other information shown in this timetable are subject to change. MTS does not assume responsibility for errors in timetables nor for any inconvenience caused by delayed buses.
Los horarios e información que se indican en este itinerario están sujetos a cambios. MTS no asume responsabilidad por errores en los itinerarios, ni por ningún perjuicio que se origine por los autobuses demorados.
Rio Seco
School
Community
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Santee
Trolley
Square
Santee
Plaza
Woodglen
Vista Park
Cajon
Park
School
Santana
High School
Cameron
Family
YMCA
Santee
Village
Square
Mission
Gorge
Square
Santee
City Hall
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2nd St
El Nopal
Woodglen Vista Dr
L
o
s
R
a
n
c
hito
s
R
d
Mast Bl Mast Bl
N
Magnolia
Av
Mission Gorge Rd Woodside Av
Town
Ctr Pkwy
Gre
e
n
Lin
e
67 SANTEE
Green Line
Santee Town Center
833 834
833
A
C
B
N
A Timepoint and/or transfer point
Alternative formats available upon request. Please call: (619) 557-4555 / Formato alternativo disponible al preguntar. Favor de llamar: (619) 557-4555
APPENDIX B
EXISTING TRAFFIC COUNTS AND MODEL VOLUMES
File Name : 01_STE_PC_Riv AM
Site Code : 23624260
Start Date : 3/21/2024
Page No : 1
City of Santee
N/S: Park Center Drive
E/W: Riverwalk Drive
Weather: Clear
Groups Printed- Total Volume
Park Center Drive
Southbound
CSD Health & Human
Services DW
Westbound
Park Center Drive
Northbound
Riverwalk Drive
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 6 2 6 14 0 0 1 1 0 0 0 0 13 17 2 32 47
07:15 AM 3 0 3 6 0 0 1 1 0 1 0 1 15 7 1 23 31
07:30 AM 5 2 10 17 0 14 8 22 3 0 0 3 8 4 1 13 55
07:45 AM 4 4 12 20 0 7 0 7 0 2 0 2 10 2 0 12 41
Total 18 8 31 57 0 21 10 31 3 3 0 6 46 30 4 80 174
08:00 AM 2 7 35 44 0 1 1 2 3 1 0 4 20 3 3 26 76
08:15 AM 2 3 58 63 0 0 1 1 0 3 0 3 41 1 1 43 110
08:30 AM 4 2 16 22 0 0 1 1 2 2 0 4 23 4 3 30 57
08:45 AM 5 2 12 19 0 2 0 2 2 4 0 6 17 2 5 24 51
Total 13 14 121 148 0 3 3 6 7 10 0 17 101 10 12 123 294 Grand Total 31 22 152 205 0 24 13 37 10 13 0 23 147 40 16 203 468 Apprch % 15.1 10.7 74.1 0 64.9 35.1 43.5 56.5 0 72.4 19.7 7.9 Total % 6.6 4.7 32.5 43.8 0 5.1 2.8 7.9 2.1 2.8 0 4.9 31.4 8.5 3.4 43.4 Park Center Drive
Southbound
CSD Health & Human
Services DW
Westbound
Park Center Drive
Northbound
Riverwalk Drive
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 2 7 35 44 0 1 1 2 3 1 0 4 20 3 3 26 76
08:15 AM 2 3 58 63 0 0 1 1 0 3 0 3 41 1 1 43 110
08:30 AM 4 2 16 22 0 0 1 1 2 2 0 4 23 4 3 30 57
08:45 AM 5 2 12 19 0 2 0 2 2 4 0 6 17 2 5 24 51
Total Volume 13 14 121 148 0 3 3 6 7 10 0 17 101 10 12 123 294 % App. Total 8.8 9.5 81.8 0 50 50 41.2 58.8 0 82.1 8.1 9.8 PHF .650 .500 .522 .587 .000 .375 .750 .750 .583 .625 .000 .708 .616 .625 .600 .715 .668 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 01_STE_PC_Riv AM
Site Code : 23624260
Start Date : 3/21/2024
Page No : 2
City of Santee
N/S: Park Center Drive
E/W: Riverwalk Drive
Weather: Clear
Park Center Drive
Riverwalk Drive
CSD Health & Human Services DW
Park Center Drive
Right
121
Thru
14 Left
13 Out In Total
114 148 262
Right
3 Thru
3 Left
0 Out Total In
23 6 29
Left
7 Thru
10 Right
0 Out In Total
26 17 43
Left
101
Thru
10 Right
12 Total Out In
131 123 254
Peak Hour Begins at 08:00 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:45 AM 07:15 AM 08:00 AM 08:00 AM
+0 mins. 4 4 12 20 0 0 1 1 3 1 0 4 20 3 3 26
+15 mins. 2 7 35 44 0 14 8 22 0 3 0 3 41 1 1 43
+30 mins. 2 3 58 63 0 7 0 7 2 2 0 4 23 4 3 30
+45 mins. 4 2 16 22 0 1 1 2 2 4 0 6 17 2 5 24
Total Volume 12 16 121 149 0 22 10 32 7 10 0 17 101 10 12 123 % App. Total 8.1 10.7 81.2 0 68.8 31.2 41.2 58.8 0 82.1 8.1 9.8 PHF .750 .571 .522 .591 .000 .393 .313 .364 .583 .625 .000 .708 .616 .625 .600 .715 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 01_STE_PC_Riv PM
Site Code : 23624260
Start Date : 3/21/2024
Page No : 1
City of Santee
N/S: Park Center Drive
E/W: Riverwalk Drive
Weather: Clear
Groups Printed- Total Volume
Park Center Drive
Southbound
CSD Health & Human
Services DW
Westbound
Park Center Drive
Northbound
Riverwalk Drive
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 0 7 39 46 1 2 3 6 2 2 0 4 26 1 2 29 85
04:15 PM 0 7 25 32 0 2 6 8 2 5 0 7 20 2 1 23 70
04:30 PM 1 7 25 33 0 5 1 6 0 4 0 4 15 0 3 18 61
04:45 PM 0 7 27 34 0 1 3 4 2 1 0 3 24 0 4 28 69
Total 1 28 116 145 1 10 13 24 6 12 0 18 85 3 10 98 285
05:00 PM 1 2 16 19 1 2 7 10 1 4 0 5 33 1 5 39 73
05:15 PM 2 6 26 34 0 2 2 4 3 1 0 4 21 2 2 25 67
05:30 PM 1 11 18 30 0 2 1 3 2 3 0 5 17 0 8 25 63
05:45 PM 0 11 20 31 0 1 3 4 2 4 0 6 37 1 8 46 87
Total 4 30 80 114 1 7 13 21 8 12 0 20 108 4 23 135 290
Grand Total 5 58 196 259 2 17 26 45 14 24 0 38 193 7 33 233 575 Apprch % 1.9 22.4 75.7 4.4 37.8 57.8 36.8 63.2 0 82.8 3 14.2 Total % 0.9 10.1 34.1 45 0.3 3 4.5 7.8 2.4 4.2 0 6.6 33.6 1.2 5.7 40.5 Park Center Drive
Southbound
CSD Health & Human
Services DW
Westbound
Park Center Drive
Northbound
Riverwalk Drive
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 1 2 16 19 1 2 7 10 1 4 0 5 33 1 5 39 73
05:15 PM 2 6 26 34 0 2 2 4 3 1 0 4 21 2 2 25 67
05:30 PM 1 11 18 30 0 2 1 3 2 3 0 5 17 0 8 25 63
05:45 PM 0 11 20 31 0 1 3 4 2 4 0 6 37 1 8 46 87
Total Volume 4 30 80 114 1 7 13 21 8 12 0 20 108 4 23 135 290 % App. Total 3.5 26.3 70.2 4.8 33.3 61.9 40 60 0 80 3 17 PHF .500 .682 .769 .838 .250 .875 .464 .525 .667 .750 .000 .833 .730 .500 .719 .734 .833 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 01_STE_PC_Riv PM
Site Code : 23624260
Start Date : 3/21/2024
Page No : 2
City of Santee
N/S: Park Center Drive
E/W: Riverwalk Drive
Weather: Clear
Park Center Drive
Riverwalk Drive
CSD Health & Human Services DW
Park Center Drive
Right
80 Thru
30 Left
4 Out In Total
133 114 247
Right
13 Thru
7 Left
1 Out Total In
8 21 29
Left
8 Thru
12 Right
0 Out In Total
54 20 74
Left
108
Thru
4 Right
23 Total Out In
95 135 230
Peak Hour Begins at 05:00 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:00 PM 04:15 PM 05:00 PM 05:00 PM
+0 mins. 0 7 39 46 0 2 6 8 1 4 0 5 33 1 5 39
+15 mins. 0 7 25 32 0 5 1 6 3 1 0 4 21 2 2 25
+30 mins. 1 7 25 33 0 1 3 4 2 3 0 5 17 0 8 25
+45 mins. 0 7 27 34 1 2 7 10 2 4 0 6 37 1 8 46
Total Volume 1 28 116 145 1 10 17 28 8 12 0 20 108 4 23 135 % App. Total 0.7 19.3 80 3.6 35.7 60.7 40 60 0 80 3 17
PHF .250 1.000 .744 .788 .250 .500 .607 .700 .667 .750 .000 .833 .730 .500 .719 .734 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 02_STE_Cuy_Riv AM
Site Code : 23624260
Start Date : 3/21/2024
Page No : 1
City of Santee
N/S: Cuyamaca Street
E/W: Riverwalk Drive
Weather: Clear
Groups Printed- Total Volume
Cuyamaca Street
Southbound
Riverwalk Drive
Westbound
Cuyamaca Street
Northbound
Cuyamaca Towne
Commons Driveway
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 8 107 1 116 21 0 8 29 0 63 29 92 0 0 0 0 237
07:15 AM 5 117 0 122 10 0 16 26 7 61 13 81 0 0 0 0 229
07:30 AM 9 134 0 143 35 0 9 44 9 79 13 101 0 0 0 0 288
07:45 AM 5 167 2 174 20 0 11 31 24 88 19 131 0 0 0 0 336 Total 27 525 3 555 86 0 44 130 40 291 74 405 0 0 0 0 1090 08:00 AM 39 162 0 201 17 0 24 41 29 132 24 185 0 0 1 1 428 08:15 AM 44 170 1 215 28 0 28 56 68 173 23 264 1 1 3 5 540 08:30 AM 12 131 1 144 16 1 14 31 38 129 29 196 0 0 0 0 371 08:45 AM 14 112 0 126 13 0 5 18 12 92 19 123 1 1 2 4 271 Total 109 575 2 686 74 1 71 146 147 526 95 768 2 2 6 10 1610 Grand Total 136 1100 5 1241 160 1 115 276 187 817 169 1173 2 2 6 10 2700 Apprch % 11 88.6 0.4 58 0.4 41.7 15.9 69.7 14.4 20 20 60 Total % 5 40.7 0.2 46 5.9 0 4.3 10.2 6.9 30.3 6.3 43.4 0.1 0.1 0.2 0.4 Cuyamaca Street
Southbound
Riverwalk Drive
Westbound
Cuyamaca Street
Northbound
Cuyamaca Towne
Commons Driveway
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM
07:45 AM 5 167 2 174 20 0 11 31 24 88 19 131 0 0 0 0 336 08:00 AM 39 162 0 201 17 0 24 41 29 132 24 185 0 0 1 1 428 08:15 AM 44 170 1 215 28 0 28 56 68 173 23 264 1 1 3 5 540 08:30 AM 12 131 1 144 16 1 14 31 38 129 29 196 0 0 0 0 371 Total Volume 100 630 4 734 81 1 77 159 159 522 95 776 1 1 4 6 1675 % App. Total 13.6 85.8 0.5 50.9 0.6 48.4 20.5 67.3 12.2 16.7 16.7 66.7 PHF .568 .926 .500 .853 .723 .250 .688 .710 .585 .754 .819 .735 .250 .250 .333 .300 .775 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 02_STE_Cuy_Riv AM
Site Code : 23624260
Start Date : 3/21/2024
Page No : 2
City of Santee
N/S: Cuyamaca Street
E/W: Riverwalk Drive
Weather: Clear
Cuyamaca Street
Cuyamaca Towne Commons Driveway
Riverwalk Drive
Cuyamaca Street
Right
4 Thru
630
Left
100
Out In Total
600 734 1334
Right
77 Thru
1 Left
81 Out Total In
196 159 355
Left
159
Thru
522
Right
95 Out In Total
715 776 1491
Left
1 Thru
1 Right
4 Total Out In
164 6 170
Peak Hour Begins at 07:45 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:45 AM 07:30 AM 07:45 AM 08:00 AM
+0 mins. 5 167 2 174 35 0 9 44 24 88 19 131 0 0 1 1
+15 mins. 39 162 0 201 20 0 11 31 29 132 24 185 1 1 3 5 +30 mins. 44 170 1 215 17 0 24 41 68 173 23 264 0 0 0 0 +45 mins. 12 131 1 144 28 0 28 56 38 129 29 196 1 1 2 4 Total Volume 100 630 4 734 100 0 72 172 159 522 95 776 2 2 6 10 % App. Total 13.6 85.8 0.5 58.1 0 41.9 20.5 67.3 12.2 20 20 60 PHF .568 .926 .500 .853 .714 .000 .643 .768 .585 .754 .819 .735 .500 .500 .500 .500 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 02_STE_Cuy_Riv PM
Site Code : 23624260
Start Date : 3/21/2024
Page No : 1
City of Santee
N/S: Cuyamaca Street
E/W: Riverwalk Drive
Weather: Clear
Groups Printed- Total Volume
Cuyamaca Street
Southbound
Riverwalk Drive
Westbound
Cuyamaca Street
Northbound
Cuyamaca Towne
Commons Driveway
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 27 155 0 182 31 0 7 38 7 215 27 249 1 0 11 12 481 04:15 PM 19 176 1 196 25 0 14 39 11 181 28 220 3 0 3 6 461 04:30 PM 21 175 1 197 23 0 9 32 9 190 28 227 2 0 2 4 460 04:45 PM 19 164 0 183 21 0 18 39 10 204 38 252 1 1 0 2 476 Total 86 670 2 758 100 0 48 148 37 790 121 948 7 1 16 24 1878 05:00 PM 27 155 0 182 32 0 24 56 6 189 30 225 9 1 7 17 480 05:15 PM 13 159 0 172 28 0 9 37 6 198 32 236 2 0 1 3 448 05:30 PM 21 140 0 161 19 0 14 33 11 195 36 242 4 0 1 5 441 05:45 PM 21 159 1 181 34 0 18 52 16 200 38 254 0 0 0 0 487 Total 82 613 1 696 113 0 65 178 39 782 136 957 15 1 9 25 1856 Grand Total 168 1283 3 1454 213 0 113 326 76 1572 257 1905 22 2 25 49 3734 Apprch % 11.6 88.2 0.2 65.3 0 34.7 4 82.5 13.5 44.9 4.1 51 Total % 4.5 34.4 0.1 38.9 5.7 0 3 8.7 2 42.1 6.9 51 0.6 0.1 0.7 1.3 Cuyamaca Street
Southbound
Riverwalk Drive
Westbound
Cuyamaca Street
Northbound
Cuyamaca Towne
Commons Driveway
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM
04:00 PM 27 155 0 182 31 0 7 38 7 215 27 249 1 0 11 12 481 04:15 PM 19 176 1 196 25 0 14 39 11 181 28 220 3 0 3 6 461 04:30 PM 21 175 1 197 23 0 9 32 9 190 28 227 2 0 2 4 460 04:45 PM 19 164 0 183 21 0 18 39 10 204 38 252 1 1 0 2 476 Total Volume 86 670 2 758 100 0 48 148 37 790 121 948 7 1 16 24 1878 % App. Total 11.3 88.4 0.3 67.6 0 32.4 3.9 83.3 12.8 29.2 4.2 66.7 PHF .796 .952 .500 .962 .806 .000 .667 .949 .841 .919 .796 .940 .583 .250 .364 .500 .976 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 02_STE_Cuy_Riv PM
Site Code : 23624260
Start Date : 3/21/2024
Page No : 2
City of Santee
N/S: Cuyamaca Street
E/W: Riverwalk Drive
Weather: Clear
Cuyamaca Street
Cuyamaca Towne Commons Driveway
Riverwalk Drive
Cuyamaca Street
Right
2 Thru
670
Left
86 Out In Total
845 758 1603
Right
48 Thru
0 Left
100
Out Total In
208 148 356
Left
37 Thru
790
Right
121
Out In Total
786 948 1734
Left
7 Thru
1 Right
16 Total Out In
39 24 63
Peak Hour Begins at 04:00 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:00 PM 05:00 PM 05:00 PM 04:15 PM
+0 mins. 27 155 0 182 32 0 24 56 6 189 30 225 3 0 3 6
+15 mins. 19 176 1 196 28 0 9 37 6 198 32 236 2 0 2 4
+30 mins. 21 175 1 197 19 0 14 33 11 195 36 242 1 1 0 2 +45 mins. 19 164 0 183 34 0 18 52 16 200 38 254 9 1 7 17 Total Volume 86 670 2 758 113 0 65 178 39 782 136 957 15 2 12 29 % App. Total 11.3 88.4 0.3 63.5 0 36.5 4.1 81.7 14.2 51.7 6.9 41.4 PHF .796 .952 .500 .962 .831 .000 .677 .795 .609 .978 .895 .942 .417 .500 .429 .426 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 03_STE_PC_Mast AM
Site Code : 23624260
Start Date : 3/21/2024
Page No : 1
City of Santee
N/S: Park Center Drive
E/W: Mast Boulevard
Weather: Clear
Groups Printed- Total Volume
Mast Boulevard
Westbound
Park Center Drive
Northbound
Mast Boulevard
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total 07:00 AM 8 179 187 0 13 13 77 6 83 283
07:15 AM 5 210 215 1 15 16 91 2 93 324
07:30 AM 14 222 236 2 15 17 120 3 123 376
07:45 AM 12 200 212 4 8 12 117 7 124 348
Total 39 811 850 7 51 58 405 18 423 1331
08:00 AM 36 204 240 1 19 20 137 14 151 411
08:15 AM 48 188 236 11 36 47 179 12 191 474
08:30 AM 17 165 182 6 22 28 135 4 139 349
08:45 AM 17 131 148 1 22 23 94 5 99 270
Total 118 688 806 19 99 118 545 35 580 1504
Grand Total 157 1499 1656 26 150 176 950 53 1003 2835
Apprch % 9.5 90.5 14.8 85.2 94.7 5.3
Total % 5.5 52.9 58.4 0.9 5.3 6.2 33.5 1.9 35.4
Mast Boulevard
Westbound
Park Center Drive
Northbound
Mast Boulevard
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 14 222 236 2 15 17 120 3 123 376
07:45 AM 12 200 212 4 8 12 117 7 124 348
08:00 AM 36 204 240 1 19 20 137 14 151 411
08:15 AM 48 188 236 11 36 47 179 12 191 474
Total Volume 110 814 924 18 78 96 553 36 589 1609
% App. Total 11.9 88.1 18.8 81.2 93.9 6.1
PHF .573 .917 .963 .409 .542 .511 .772 .643 .771 .849
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 03_STE_PC_Mast AM
Site Code : 23624260
Start Date : 3/21/2024
Page No : 2
City of Santee
N/S: Park Center Drive
E/W: Mast Boulevard
Weather: Clear
Mast Boulevard
Mast Boulevard
Park Center Drive
Thru
814
Left
110
Out Total In
631 924 1555
Left
18 Right
78 Out In Total
146 96 242
Thru
553
Right
36 Total Out In
832 589 1421
Peak Hour Begins at 07:30 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:30 AM 08:00 AM 07:45 AM
+0 mins. 14 222 236 1 19 20 117 7 124
+15 mins. 12 200 212 11 36 47 137 14 151
+30 mins. 36 204 240 6 22 28 179 12 191
+45 mins. 48 188 236 1 22 23 135 4 139
Total Volume 110 814 924 19 99 118 568 37 605
% App. Total 11.9 88.1 16.1 83.9 93.9 6.1
PHF .573 .917 .963 .432 .688 .628 .793 .661 .792
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 03_STE_PC_Mast PM
Site Code : 23624260
Start Date : 3/21/2024
Page No : 1
City of Santee
N/S: Park Center Drive
E/W: Mast Boulevard
Weather: Clear
Groups Printed- Total Volume
Mast Boulevard
Westbound
Park Center Drive
Northbound
Mast Boulevard
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total 04:00 PM 35 118 153 3 26 29 196 7 203 385
04:15 PM 27 143 170 5 28 33 190 4 194 397
04:30 PM 27 135 162 5 12 17 212 8 220 399
04:45 PM 28 137 165 8 15 23 233 7 240 428
Total 117 533 650 21 81 102 831 26 857 1609
05:00 PM 20 131 151 6 34 40 225 1 226 417
05:15 PM 30 163 193 2 25 27 219 6 225 445
05:30 PM 24 132 156 3 16 19 191 5 196 371
05:45 PM 23 162 185 6 40 46 212 8 220 451
Total 97 588 685 17 115 132 847 20 867 1684
Grand Total 214 1121 1335 38 196 234 1678 46 1724 3293
Apprch % 16 84 16.2 83.8 97.3 2.7
Total % 6.5 34 40.5 1.2 6 7.1 51 1.4 52.4
Mast Boulevard
Westbound
Park Center Drive
Northbound
Mast Boulevard
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM
04:30 PM 27 135 162 5 12 17 212 8 220 399
04:45 PM 28 137 165 8 15 23 233 7 240 428
05:00 PM 20 131 151 6 34 40 225 1 226 417
05:15 PM 30 163 193 2 25 27 219 6 225 445
Total Volume 105 566 671 21 86 107 889 22 911 1689
% App. Total 15.6 84.4 19.6 80.4 97.6 2.4
PHF .875 .868 .869 .656 .632 .669 .954 .688 .949 .949
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 03_STE_PC_Mast PM
Site Code : 23624260
Start Date : 3/21/2024
Page No : 2
City of Santee
N/S: Park Center Drive
E/W: Mast Boulevard
Weather: Clear
Mast Boulevard
Mast Boulevard
Park Center Drive
Thru
566
Left
105
Out Total In
975 671 1646
Left
21 Right
86 Out In Total
127 107 234
Thru
889
Right
22 Total Out In
587 911 1498
Peak Hour Begins at 04:30 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
05:00 PM 05:00 PM 04:30 PM
+0 mins. 20 131 151 6 34 40 212 8 220
+15 mins. 30 163 193 2 25 27 233 7 240
+30 mins. 24 132 156 3 16 19 225 1 226
+45 mins. 23 162 185 6 40 46 219 6 225
Total Volume 97 588 685 17 115 132 889 22 911
% App. Total 14.2 85.8 12.9 87.1 97.6 2.4
PHF .808 .902 .887 .708 .719 .717 .954 .688 .949
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 04_STE_Mag_Mast AM
Site Code : 23624260
Start Date : 3/21/2024
Page No : 1
City of Santee
N/S: Magnolia Avenue
E/W: Mast Boulevard
Weather: Clear
Groups Printed- Total Volume
Magnolia Avenue
Southbound
Mast Boulevard
Westbound
Magnolia Avenue
Northbound
Mast Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 11 74 85 170 23 35 1 59 49 44 6 99 31 17 33 81 409 07:15 AM 12 114 90 216 18 52 9 79 65 86 8 159 20 19 47 86 540 07:30 AM 14 140 101 255 50 70 14 134 82 112 16 210 46 38 62 146 745 07:45 AM 9 162 83 254 34 54 5 93 68 88 11 167 55 18 55 128 642 Total 46 490 359 895 125 211 29 365 264 330 41 635 152 92 197 441 2336 08:00 AM 9 105 100 214 11 45 2 58 116 136 10 262 59 29 53 141 675 08:15 AM 10 139 88 237 13 42 6 61 89 201 9 299 86 31 71 188 785 08:30 AM 5 156 82 243 14 27 5 46 68 99 11 178 54 23 60 137 604 08:45 AM 8 98 81 187 16 20 3 39 51 86 9 146 39 13 43 95 467 Total 32 498 351 881 54 134 16 204 324 522 39 885 238 96 227 561 2531 Grand Total 78 988 710 1776 179 345 45 569 588 852 80 1520 390 188 424 1002 4867 Apprch % 4.4 55.6 40 31.5 60.6 7.9 38.7 56.1 5.3 38.9 18.8 42.3 Total % 1.6 20.3 14.6 36.5 3.7 7.1 0.9 11.7 12.1 17.5 1.6 31.2 8 3.9 8.7 20.6 Magnolia Avenue
Southbound
Mast Boulevard
Westbound
Magnolia Avenue
Northbound
Mast Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 14 140 101 255 50 70 14 134 82 112 16 210 46 38 62 146 745 07:45 AM 9 162 83 254 34 54 5 93 68 88 11 167 55 18 55 128 642 08:00 AM 9 105 100 214 11 45 2 58 116 136 10 262 59 29 53 141 675 08:15 AM 10 139 88 237 13 42 6 61 89 201 9 299 86 31 71 188 785 Total Volume 42 546 372 960 108 211 27 346 355 537 46 938 246 116 241 603 2847 % App. Total 4.4 56.9 38.8 31.2 61 7.8 37.8 57.2 4.9 40.8 19.2 40 PHF .750 .843 .921 .941 .540 .754 .482 .646 .765 .668 .719 .784 .715 .763 .849 .802 .907 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 04_STE_Mag_Mast AM
Site Code : 23624260
Start Date : 3/21/2024
Page No : 2
City of Santee
N/S: Magnolia Avenue
E/W: Mast Boulevard
Weather: Clear
Magnolia Avenue
Mast Boulevard
Mast Boulevard
Magnolia Avenue
Right
372
Thru
546
Left
42 Out In Total
810 960 1770
Right
27 Thru
211
Left
108
Out Total In
204 346 550
Left
355
Thru
537
Right
46 Out In Total
895 938 1833
Left
246
Thru
116
Right
241
Total Out In
938 603 1541
Peak Hour Begins at 07:30 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:30 AM 07:00 AM 07:30 AM 07:30 AM
+0 mins. 14 140 101 255 23 35 1 59 82 112 16 210 46 38 62 146 +15 mins. 9 162 83 254 18 52 9 79 68 88 11 167 55 18 55 128 +30 mins. 9 105 100 214 50 70 14 134 116 136 10 262 59 29 53 141 +45 mins. 10 139 88 237 34 54 5 93 89 201 9 299 86 31 71 188 Total Volume 42 546 372 960 125 211 29 365 355 537 46 938 246 116 241 603 % App. Total 4.4 56.9 38.8 34.2 57.8 7.9 37.8 57.2 4.9 40.8 19.2 40 PHF .750 .843 .921 .941 .625 .754 .518 .681 .765 .668 .719 .784 .715 .763 .849 .802 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 04_STE_Mag_Mast PM
Site Code : 23624260
Start Date : 3/21/2024
Page No : 1
City of Santee
N/S: Magnolia Avenue
E/W: Mast Boulevard
Weather: Clear
Groups Printed- Total Volume
Magnolia Avenue
Southbound
Mast Boulevard
Westbound
Magnolia Avenue
Northbound
Mast Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 19 98 68 185 8 20 5 33 69 109 34 212 100 52 61 213 643 04:15 PM 8 77 58 143 20 43 8 71 68 119 36 223 86 50 64 200 637 04:30 PM 15 87 68 170 13 24 8 45 88 116 37 241 72 60 58 190 646 04:45 PM 16 85 72 173 22 19 7 48 74 129 27 230 102 61 70 233 684 Total 58 347 266 671 63 106 28 197 299 473 134 906 360 223 253 836 2610 05:00 PM 8 86 52 146 16 18 5 39 65 102 30 197 109 51 75 235 617 05:15 PM 7 78 66 151 8 37 6 51 92 118 24 234 93 39 75 207 643 05:30 PM 8 94 70 172 15 20 8 43 56 101 24 181 84 43 67 194 590 05:45 PM 15 90 84 189 15 24 4 43 69 108 21 198 90 47 47 184 614 Total 38 348 272 658 54 99 23 176 282 429 99 810 376 180 264 820 2464 Grand Total 96 695 538 1329 117 205 51 373 581 902 233 1716 736 403 517 1656 5074 Apprch % 7.2 52.3 40.5 31.4 55 13.7 33.9 52.6 13.6 44.4 24.3 31.2 Total % 1.9 13.7 10.6 26.2 2.3 4 1 7.4 11.5 17.8 4.6 33.8 14.5 7.9 10.2 32.6 Magnolia Avenue
Southbound
Mast Boulevard
Westbound
Magnolia Avenue
Northbound
Mast Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM
04:00 PM 19 98 68 185 8 20 5 33 69 109 34 212 100 52 61 213 643 04:15 PM 8 77 58 143 20 43 8 71 68 119 36 223 86 50 64 200 637 04:30 PM 15 87 68 170 13 24 8 45 88 116 37 241 72 60 58 190 646 04:45 PM 16 85 72 173 22 19 7 48 74 129 27 230 102 61 70 233 684 Total Volume 58 347 266 671 63 106 28 197 299 473 134 906 360 223 253 836 2610 % App. Total 8.6 51.7 39.6 32 53.8 14.2 33 52.2 14.8 43.1 26.7 30.3 PHF .763 .885 .924 .907 .716 .616 .875 .694 .849 .917 .905 .940 .882 .914 .904 .897 .954 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 04_STE_Mag_Mast PM
Site Code : 23624260
Start Date : 3/21/2024
Page No : 2
City of Santee
N/S: Magnolia Avenue
E/W: Mast Boulevard
Weather: Clear
Magnolia Avenue
Mast Boulevard
Mast Boulevard
Magnolia Avenue
Right
266
Thru
347
Left
58 Out In Total
861 671 1532
Right
28 Thru
106
Left
63 Out Total In
415 197 612
Left
299
Thru
473
Right
134
Out In Total
663 906 1569
Left
360
Thru
223
Right
253
Total Out In
671 836 1507
Peak Hour Begins at 04:00 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:00 PM 04:15 PM 04:00 PM 04:45 PM
+0 mins. 19 98 68 185 20 43 8 71 69 109 34 212 102 61 70 233 +15 mins. 8 77 58 143 13 24 8 45 68 119 36 223 109 51 75 235 +30 mins. 15 87 68 170 22 19 7 48 88 116 37 241 93 39 75 207 +45 mins. 16 85 72 173 16 18 5 39 74 129 27 230 84 43 67 194 Total Volume 58 347 266 671 71 104 28 203 299 473 134 906 388 194 287 869 % App. Total 8.6 51.7 39.6 35 51.2 13.8 33 52.2 14.8 44.6 22.3 33 PHF .763 .885 .924 .907 .807 .605 .875 .715 .849 .917 .905 .940 .890 .795 .957 .924 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 05_STE_Mag_PC AM
Site Code : 23624260
Start Date : 3/21/2024
Page No : 1
City of Santee
N/S: Magnolia Avenue
E/W: Park Center Drive
Weather: Clear
Groups Printed- Total Volume
Magnolia Avenue
Southbound
Gated Driveway
Westbound
Magnolia Avenue
Northbound
Park Center Drive
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 1 168 2 171 0 0 0 0 5 96 0 101 5 0 4 9 281
07:15 AM 0 238 0 238 0 0 0 0 3 205 0 208 3 0 2 5 451
07:30 AM 2 297 0 299 0 0 0 0 4 221 0 225 4 0 0 4 528
07:45 AM 5 321 2 328 0 0 0 0 6 151 0 157 2 0 0 2 487
Total 8 1024 4 1036 0 0 0 0 18 673 0 691 14 0 6 20 1747 08:00 AM 1 214 1 216 0 0 0 0 6 230 0 236 1 0 2 3 455
08:15 AM 0 246 1 247 0 0 0 0 4 281 0 285 0 0 1 1 533
08:30 AM 0 271 1 272 0 0 0 0 3 190 0 193 1 0 4 5 470
08:45 AM 2 179 2 183 0 0 0 0 1 154 0 155 3 0 2 5 343
Total 3 910 5 918 0 0 0 0 14 855 0 869 5 0 9 14 1801
Grand Total 11 1934 9 1954 0 0 0 0 32 1528 0 1560 19 0 15 34 3548 Apprch % 0.6 99 0.5 0 0 0 2.1 97.9 0 55.9 0 44.1
Total % 0.3 54.5 0.3 55.1 0 0 0 0 0.9 43.1 0 44 0.5 0 0.4 1 Magnolia Avenue
Southbound
Gated Driveway
Westbound
Magnolia Avenue
Northbound
Park Center Drive
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 2 297 0 299 0 0 0 0 4 221 0 225 4 0 0 4 528
07:45 AM 5 321 2 328 0 0 0 0 6 151 0 157 2 0 0 2 487
08:00 AM 1 214 1 216 0 0 0 0 6 230 0 236 1 0 2 3 455
08:15 AM 0 246 1 247 0 0 0 0 4 281 0 285 0 0 1 1 533
Total Volume 8 1078 4 1090 0 0 0 0 20 883 0 903 7 0 3 10 2003 % App. Total 0.7 98.9 0.4 0 0 0 2.2 97.8 0 70 0 30
PHF .400 .840 .500 .831 .000 .000 .000 .000 .833 .786 .000 .792 .438 .000 .375 .625 .939 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 05_STE_Mag_PC AM
Site Code : 23624260
Start Date : 3/21/2024
Page No : 2
City of Santee
N/S: Magnolia Avenue
E/W: Park Center Drive
Weather: Clear
Magnolia Avenue
Park Center Drive
Gated Driveway
Magnolia Avenue
Right
4 Thru
1078
Left
8 Out In Total
890 1090 1980
Right
0 Thru
0 Left
0 Out Total In
8 0 8
Left
20 Thru
883
Right
0 Out In Total
1081 903 1984
Left
7 Thru
0 Right
3 Total Out In
24 10 34
Peak Hour Begins at 07:30 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:30 AM 07:00 AM 07:30 AM 07:00 AM
+0 mins. 2 297 0 299 0 0 0 0 4 221 0 225 5 0 4 9
+15 mins. 5 321 2 328 0 0 0 0 6 151 0 157 3 0 2 5
+30 mins. 1 214 1 216 0 0 0 0 6 230 0 236 4 0 0 4
+45 mins. 0 246 1 247 0 0 0 0 4 281 0 285 2 0 0 2
Total Volume 8 1078 4 1090 0 0 0 0 20 883 0 903 14 0 6 20 % App. Total 0.7 98.9 0.4 0 0 0 2.2 97.8 0 70 0 30
PHF .400 .840 .500 .831 .000 .000 .000 .000 .833 .786 .000 .792 .700 .000 .375 .556 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 05_STE_Mag_PC PM
Site Code : 23624260
Start Date : 3/21/2024
Page No : 1
City of Santee
N/S: Magnolia Avenue
E/W: Park Center Drive
Weather: Clear
Groups Printed- Total Volume
Magnolia Avenue
Southbound
Gated Driveway
Westbound
Magnolia Avenue
Northbound
Park Center Drive
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 0 197 1 198 0 0 0 0 3 252 0 255 0 0 4 4 457
04:15 PM 0 179 0 179 0 0 0 0 2 247 0 249 2 0 3 5 433
04:30 PM 1 161 0 162 0 0 0 0 3 271 0 274 0 0 1 1 437
04:45 PM 0 196 2 198 0 0 0 0 3 259 0 262 1 0 4 5 465
Total 1 733 3 737 0 0 0 0 11 1029 0 1040 3 0 12 15 1792 05:00 PM 0 132 1 133 0 0 0 0 0 233 0 233 0 0 3 3 369
05:15 PM 0 171 2 173 0 0 0 0 3 266 0 269 0 0 2 2 444
05:30 PM 0 182 1 183 0 0 0 0 0 197 0 197 0 0 5 5 385
05:45 PM 0 176 1 177 0 0 0 0 2 214 0 216 1 0 3 4 397
Total 0 661 5 666 0 0 0 0 5 910 0 915 1 0 13 14 1595
Grand Total 1 1394 8 1403 0 0 0 0 16 1939 0 1955 4 0 25 29 3387 Apprch % 0.1 99.4 0.6 0 0 0 0.8 99.2 0 13.8 0 86.2
Total % 0 41.2 0.2 41.4 0 0 0 0 0.5 57.2 0 57.7 0.1 0 0.7 0.9 Magnolia Avenue
Southbound
Gated Driveway
Westbound
Magnolia Avenue
Northbound
Park Center Drive
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM
04:00 PM 0 197 1 198 0 0 0 0 3 252 0 255 0 0 4 4 457
04:15 PM 0 179 0 179 0 0 0 0 2 247 0 249 2 0 3 5 433
04:30 PM 1 161 0 162 0 0 0 0 3 271 0 274 0 0 1 1 437
04:45 PM 0 196 2 198 0 0 0 0 3 259 0 262 1 0 4 5 465
Total Volume 1 733 3 737 0 0 0 0 11 1029 0 1040 3 0 12 15 1792 % App. Total 0.1 99.5 0.4 0 0 0 1.1 98.9 0 20 0 80
PHF .250 .930 .375 .931 .000 .000 .000 .000 .917 .949 .000 .949 .375 .000 .750 .750 .963 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 05_STE_Mag_PC PM
Site Code : 23624260
Start Date : 3/21/2024
Page No : 2
City of Santee
N/S: Magnolia Avenue
E/W: Park Center Drive
Weather: Clear
Magnolia Avenue
Park Center Drive
Gated Driveway
Magnolia Avenue
Right
3 Thru
733
Left
1 Out In Total
1032 737 1769
Right
0 Thru
0 Left
0 Out Total In
1 0 1
Left
11 Thru
1029
Right
0 Out In Total
745 1040 1785
Left
3 Thru
0 Right
12 Total Out In
14 15 29
Peak Hour Begins at 04:00 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:00 PM 04:00 PM 04:00 PM 04:00 PM
+0 mins. 0 197 1 198 0 0 0 0 3 252 0 255 0 0 4 4
+15 mins. 0 179 0 179 0 0 0 0 2 247 0 249 2 0 3 5
+30 mins. 1 161 0 162 0 0 0 0 3 271 0 274 0 0 1 1
+45 mins. 0 196 2 198 0 0 0 0 3 259 0 262 1 0 4 5
Total Volume 1 733 3 737 0 0 0 0 11 1029 0 1040 3 0 12 15 % App. Total 0.1 99.5 0.4 0 0 0 1.1 98.9 0 20 0 80
PHF .250 .930 .375 .931 .000 .000 .000 .000 .917 .949 .000 .949 .375 .000 .750 .750 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 06_STE_Mag_MG AM
Site Code : 23624260
Start Date : 3/21/2024
Page No : 1
City of Santee
N/S: Magnolia Avenue
E/W: Mission Gorge Road/Woodside Avenue
Weather: Clear
Groups Printed- Total Volume
Magnolia Avenue
Southbound
Woodside Avenue
Westbound
Magnolia Avenue
Northbound
Mission Gorge Road
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 26 133 20 179 70 88 14 172 18 95 69 182 13 33 22 68 601 07:15 AM 47 165 26 238 64 155 39 258 44 153 82 279 24 37 19 80 855 07:30 AM 43 205 48 296 90 140 46 276 40 161 92 293 32 55 28 115 980 07:45 AM 69 223 46 338 67 151 34 252 49 139 115 303 22 57 28 107 1000 Total 185 726 140 1051 291 534 133 958 151 548 358 1057 91 182 97 370 3436 08:00 AM 48 154 27 229 90 175 49 314 43 174 71 288 27 60 45 132 963 08:15 AM 43 176 25 244 78 130 64 272 41 190 54 285 36 72 29 137 938 08:30 AM 46 198 32 276 63 125 39 227 42 137 72 251 30 72 39 141 895 08:45 AM 27 158 33 218 75 131 20 226 37 143 49 229 22 59 41 122 795 Total 164 686 117 967 306 561 172 1039 163 644 246 1053 115 263 154 532 3591 Grand Total 349 1412 257 2018 597 1095 305 1997 314 1192 604 2110 206 445 251 902 7027 Apprch % 17.3 70 12.7 29.9 54.8 15.3 14.9 56.5 28.6 22.8 49.3 27.8 Total % 5 20.1 3.7 28.7 8.5 15.6 4.3 28.4 4.5 17 8.6 30 2.9 6.3 3.6 12.8 Magnolia Avenue
Southbound
Woodside Avenue
Westbound
Magnolia Avenue
Northbound
Mission Gorge Road
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 43 205 48 296 90 140 46 276 40 161 92 293 32 55 28 115 980 07:45 AM 69 223 46 338 67 151 34 252 49 139 115 303 22 57 28 107 1000 08:00 AM 48 154 27 229 90 175 49 314 43 174 71 288 27 60 45 132 963 08:15 AM 43 176 25 244 78 130 64 272 41 190 54 285 36 72 29 137 938 Total Volume 203 758 146 1107 325 596 193 1114 173 664 332 1169 117 244 130 491 3881 % App. Total 18.3 68.5 13.2 29.2 53.5 17.3 14.8 56.8 28.4 23.8 49.7 26.5 PHF .736 .850 .760 .819 .903 .851 .754 .887 .883 .874 .722 .965 .813 .847 .722 .896 .970 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 06_STE_Mag_MG AM
Site Code : 23624260
Start Date : 3/21/2024
Page No : 2
City of Santee
N/S: Magnolia Avenue
E/W: Mission Gorge Road/Woodside Avenue
Weather: Clear
Magnolia Avenue
Mission Gorge Road
Woodside Avenue
Magnolia Avenue
Right
146
Thru
758
Left
203
Out In Total
974 1107 2081
Right
193
Thru
596
Left
325
Out Total In
779 1114 1893
Left
173
Thru
664
Right
332
Out In Total
1213 1169 2382
Left
117
Thru
244
Right
130
Total Out In
915 491 1406
Peak Hour Begins at 07:30 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:30 AM 07:30 AM 07:30 AM 08:00 AM
+0 mins. 43 205 48 296 90 140 46 276 40 161 92 293 27 60 45 132 +15 mins. 69 223 46 338 67 151 34 252 49 139 115 303 36 72 29 137 +30 mins. 48 154 27 229 90 175 49 314 43 174 71 288 30 72 39 141 +45 mins. 43 176 25 244 78 130 64 272 41 190 54 285 22 59 41 122 Total Volume 203 758 146 1107 325 596 193 1114 173 664 332 1169 115 263 154 532 % App. Total 18.3 68.5 13.2 29.2 53.5 17.3 14.8 56.8 28.4 21.6 49.4 28.9 PHF .736 .850 .760 .819 .903 .851 .754 .887 .883 .874 .722 .965 .799 .913 .856 .943 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 06_STE_Mag_MG PM
Site Code : 23624260
Start Date : 3/21/2024
Page No : 1
City of Santee
N/S: Magnolia Avenue
E/W: Mission Gorge Road/Woodside Avenue
Weather: Clear
Groups Printed- Total Volume
Magnolia Avenue
Southbound
Woodside Avenue
Westbound
Magnolia Avenue
Northbound
Mission Gorge Road
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 46 163 39 248 129 155 30 314 57 186 114 357 68 157 74 299 1218 04:15 PM 41 151 28 220 65 134 29 228 70 200 97 367 49 155 84 288 1103 04:30 PM 22 143 28 193 111 145 35 291 47 215 83 345 63 173 86 322 1151 04:45 PM 49 171 35 255 68 142 28 238 54 187 104 345 50 164 83 297 1135 Total 158 628 130 916 373 576 122 1071 228 788 398 1414 230 649 327 1206 4607 05:00 PM 44 139 37 220 151 128 33 312 47 187 99 333 60 151 91 302 1167 05:15 PM 37 147 31 215 76 115 44 235 57 197 100 354 57 184 78 319 1123 05:30 PM 36 126 35 197 88 117 17 222 39 140 89 268 45 190 59 294 981 05:45 PM 44 135 49 228 64 100 37 201 37 158 69 264 42 161 69 272 965 Total 161 547 152 860 379 460 131 970 180 682 357 1219 204 686 297 1187 4236 Grand Total 319 1175 282 1776 752 1036 253 2041 408 1470 755 2633 434 1335 624 2393 8843 Apprch % 18 66.2 15.9 36.8 50.8 12.4 15.5 55.8 28.7 18.1 55.8 26.1 Total % 3.6 13.3 3.2 20.1 8.5 11.7 2.9 23.1 4.6 16.6 8.5 29.8 4.9 15.1 7.1 27.1 Magnolia Avenue
Southbound
Woodside Avenue
Westbound
Magnolia Avenue
Northbound
Mission Gorge Road
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM
04:00 PM 46 163 39 248 129 155 30 314 57 186 114 357 68 157 74 299 1218 04:15 PM 41 151 28 220 65 134 29 228 70 200 97 367 49 155 84 288 1103 04:30 PM 22 143 28 193 111 145 35 291 47 215 83 345 63 173 86 322 1151 04:45 PM 49 171 35 255 68 142 28 238 54 187 104 345 50 164 83 297 1135 Total Volume 158 628 130 916 373 576 122 1071 228 788 398 1414 230 649 327 1206 4607 % App. Total 17.2 68.6 14.2 34.8 53.8 11.4 16.1 55.7 28.1 19.1 53.8 27.1 PHF .806 .918 .833 .898 .723 .929 .871 .853 .814 .916 .873 .963 .846 .938 .951 .936 .946 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 06_STE_Mag_MG PM
Site Code : 23624260
Start Date : 3/21/2024
Page No : 2
City of Santee
N/S: Magnolia Avenue
E/W: Mission Gorge Road/Woodside Avenue
Weather: Clear
Magnolia Avenue
Mission Gorge Road
Woodside Avenue
Magnolia Avenue
Right
130
Thru
628
Left
158
Out In Total
1140 916 2056
Right
122
Thru
576
Left
373
Out Total In
1205 1071 2276
Left
228
Thru
788
Right
398
Out In Total
1328 1414 2742
Left
230
Thru
649
Right
327
Total Out In
934 1206 2140
Peak Hour Begins at 04:00 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:00 PM 04:30 PM 04:00 PM 04:30 PM
+0 mins. 46 163 39 248 111 145 35 291 57 186 114 357 63 173 86 322 +15 mins. 41 151 28 220 68 142 28 238 70 200 97 367 50 164 83 297 +30 mins. 22 143 28 193 151 128 33 312 47 215 83 345 60 151 91 302 +45 mins. 49 171 35 255 76 115 44 235 54 187 104 345 57 184 78 319 Total Volume 158 628 130 916 406 530 140 1076 228 788 398 1414 230 672 338 1240 % App. Total 17.2 68.6 14.2 37.7 49.3 13 16.1 55.7 28.1 18.5 54.2 27.3 PHF .806 .918 .833 .898 .672 .914 .795 .862 .814 .916 .873 .963 .913 .913 .929 .963 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 09_STE_Cuy_Mast AM
Site Code : 23624260
Start Date : 3/21/2024
Page No : 1
City of Santee
N/S: Cuyamaca Street
E/W: Mast Boulevard
Weather: Clear
Groups Printed- Total Volume
Cuyamaca Street
Southbound
Mast Boulevard
Westbound
Cuyamaca Street
Northbound
Mast Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 4 41 84 129 38 161 1 200 34 11 22 67 12 52 27 91 487 07:15 AM 1 43 91 135 45 213 4 262 36 20 15 71 15 68 30 113 581 07:30 AM 1 50 83 134 60 180 1 241 37 20 30 87 18 75 39 132 594 07:45 AM 1 63 91 155 78 161 0 239 42 17 38 97 20 98 35 153 644 Total 7 197 349 553 221 715 6 942 149 68 105 322 65 293 131 489 2306 08:00 AM 1 64 73 138 64 171 0 235 71 27 58 156 16 76 63 155 684 08:15 AM 3 54 73 130 76 146 2 224 82 38 84 204 24 85 78 187 745 08:30 AM 0 30 44 74 56 116 8 180 61 25 50 136 21 78 51 150 540 08:45 AM 3 30 41 74 47 94 2 143 37 23 39 99 15 59 48 122 438 Total 7 178 231 416 243 527 12 782 251 113 231 595 76 298 240 614 2407 Grand Total 14 375 580 969 464 1242 18 1724 400 181 336 917 141 591 371 1103 4713 Apprch % 1.4 38.7 59.9 26.9 72 1 43.6 19.7 36.6 12.8 53.6 33.6 Total % 0.3 8 12.3 20.6 9.8 26.4 0.4 36.6 8.5 3.8 7.1 19.5 3 12.5 7.9 23.4 Cuyamaca Street
Southbound
Mast Boulevard
Westbound
Cuyamaca Street
Northbound
Mast Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 1 50 83 134 60 180 1 241 37 20 30 87 18 75 39 132 594 07:45 AM 1 63 91 155 78 161 0 239 42 17 38 97 20 98 35 153 644 08:00 AM 1 64 73 138 64 171 0 235 71 27 58 156 16 76 63 155 684 08:15 AM 3 54 73 130 76 146 2 224 82 38 84 204 24 85 78 187 745 Total Volume 6 231 320 557 278 658 3 939 232 102 210 544 78 334 215 627 2667 % App. Total 1.1 41.5 57.5 29.6 70.1 0.3 42.6 18.8 38.6 12.4 53.3 34.3 PHF .500 .902 .879 .898 .891 .914 .375 .974 .707 .671 .625 .667 .813 .852 .689 .838 .895 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 09_STE_Cuy_Mast AM
Site Code : 23624260
Start Date : 3/21/2024
Page No : 2
City of Santee
N/S: Cuyamaca Street
E/W: Mast Boulevard
Weather: Clear
Cuyamaca Street
Mast Boulevard
Mast Boulevard
Cuyamaca Street
Right
320
Thru
231
Left
6 Out In Total
183 557 740
Right
3 Thru
658
Left
278
Out Total In
550 939 1489
Left
232
Thru
102
Right
210
Out In Total
724 544 1268
Left
78 Thru
334
Right
215
Total Out In
1210 627 1837
Peak Hour Begins at 07:30 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:15 AM 07:15 AM 08:00 AM 07:45 AM
+0 mins. 1 43 91 135 45 213 4 262 71 27 58 156 20 98 35 153 +15 mins. 1 50 83 134 60 180 1 241 82 38 84 204 16 76 63 155 +30 mins. 1 63 91 155 78 161 0 239 61 25 50 136 24 85 78 187 +45 mins. 1 64 73 138 64 171 0 235 37 23 39 99 21 78 51 150 Total Volume 4 220 338 562 247 725 5 977 251 113 231 595 81 337 227 645 % App. Total 0.7 39.1 60.1 25.3 74.2 0.5 42.2 19 38.8 12.6 52.2 35.2 PHF 1.000 .859 .929 .906 .792 .851 .313 .932 .765 .743 .688 .729 .844 .860 .728 .862 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 09_STE_Cuy_Mast PM
Site Code : 23624260
Start Date : 3/21/2024
Page No : 1
City of Santee
N/S: Cuyamaca Street
E/W: Mast Boulevard
Weather: Clear
Groups Printed- Total Volume
Cuyamaca Street
Southbound
Mast Boulevard
Westbound
Cuyamaca Street
Northbound
Mast Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 2 43 24 69 69 68 4 141 51 37 111 199 38 120 64 222 631 04:15 PM 2 46 24 72 75 77 2 154 65 51 97 213 49 132 68 249 688 04:30 PM 2 44 26 72 65 62 1 128 53 47 99 199 50 142 69 261 660 04:45 PM 5 43 30 78 77 73 6 156 57 63 94 214 45 176 64 285 733 Total 11 176 104 291 286 280 13 579 226 198 401 825 182 570 265 1017 2712 05:00 PM 4 32 32 68 69 68 3 140 78 46 113 237 34 132 66 232 677 05:15 PM 3 35 29 67 77 85 1 163 46 54 104 204 46 137 51 234 668 05:30 PM 4 27 26 57 78 83 8 169 49 60 102 211 36 118 52 206 643 05:45 PM 6 40 37 83 71 69 6 146 58 50 105 213 39 135 72 246 688 Total 17 134 124 275 295 305 18 618 231 210 424 865 155 522 241 918 2676 Grand Total 28 310 228 566 581 585 31 1197 457 408 825 1690 337 1092 506 1935 5388 Apprch % 4.9 54.8 40.3 48.5 48.9 2.6 27 24.1 48.8 17.4 56.4 26.1 Total % 0.5 5.8 4.2 10.5 10.8 10.9 0.6 22.2 8.5 7.6 15.3 31.4 6.3 20.3 9.4 35.9 Cuyamaca Street
Southbound
Mast Boulevard
Westbound
Cuyamaca Street
Northbound
Mast Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM
04:15 PM 2 46 24 72 75 77 2 154 65 51 97 213 49 132 68 249 688 04:30 PM 2 44 26 72 65 62 1 128 53 47 99 199 50 142 69 261 660 04:45 PM 5 43 30 78 77 73 6 156 57 63 94 214 45 176 64 285 733 05:00 PM 4 32 32 68 69 68 3 140 78 46 113 237 34 132 66 232 677 Total Volume 13 165 112 290 286 280 12 578 253 207 403 863 178 582 267 1027 2758 % App. Total 4.5 56.9 38.6 49.5 48.4 2.1 29.3 24 46.7 17.3 56.7 26 PHF .650 .897 .875 .929 .929 .909 .500 .926 .811 .821 .892 .910 .890 .827 .967 .901 .941 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 09_STE_Cuy_Mast PM
Site Code : 23624260
Start Date : 3/21/2024
Page No : 2
City of Santee
N/S: Cuyamaca Street
E/W: Mast Boulevard
Weather: Clear
Cuyamaca Street
Mast Boulevard
Mast Boulevard
Cuyamaca Street
Right
112
Thru
165
Left
13 Out In Total
397 290 687
Right
12 Thru
280
Left
286
Out Total In
998 578 1576
Left
253
Thru
207
Right
403
Out In Total
718 863 1581
Left
178
Thru
582
Right
267
Total Out In
645 1027 1672
Peak Hour Begins at 04:15 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:00 PM 04:45 PM 04:45 PM 04:15 PM
+0 mins. 2 43 24 69 77 73 6 156 57 63 94 214 49 132 68 249 +15 mins. 2 46 24 72 69 68 3 140 78 46 113 237 50 142 69 261 +30 mins. 2 44 26 72 77 85 1 163 46 54 104 204 45 176 64 285 +45 mins. 5 43 30 78 78 83 8 169 49 60 102 211 34 132 66 232 Total Volume 11 176 104 291 301 309 18 628 230 223 413 866 178 582 267 1027 % App. Total 3.8 60.5 35.7 47.9 49.2 2.9 26.6 25.8 47.7 17.3 56.7 26 PHF .550 .957 .867 .933 .965 .909 .563 .929 .737 .885 .914 .914 .890 .827 .967 .901 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
City of Santee
Magnolia Avenue
N/ Mission Gorge Road
24 Hour Directional Volume Count
STE005
Site Code: 236-24260
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
Phone: (951) 268-6268
email: [email protected]
Start 3/21/24 Northbound Hour Totals Southbound Hour Totals Combined Totals Time Thu Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 27 153 8 166
12:15 23 175 12 162
12:30 22 137 7 166
12:45 12 164 84 629 5 161 32 655 116 1284
01:00 12 184 8 127
01:15 11 181 5 154
01:30 14 193 4 213
01:45 9 195 46 753 10 235 27 729 73 1482
02:00 8 211 5 211
02:15 5 202 8 234
02:30 10 239 4 239
02:45 2 222 25 874 2 290 19 974 44 1848
03:00 11 286 2 238
03:15 6 318 8 224
03:30 9 275 21 286
03:45 11 300 37 1179 14 263 45 1011 82 2190
04:00 9 284 28 248
04:15 11 278 25 220
04:30 21 313 38 193
04:45 28 265 69 1140 50 255 141 916 210 2056
05:00 33 280 61 220
05:15 42 298 69 215
05:30 36 202 111 197
05:45 65 237 176 1017 109 228 350 860 526 1877
06:00 64 238 126 210
06:15 66 230 135 218
06:30 76 184 146 169
06:45 100 200 306 852 174 176 581 773 887 1625
07:00 122 184 179 163
07:15 216 173 238 129
07:30 239 131 296 150
07:45 195 164 772 652 338 160 1051 602 1823 1254
08:00 250 135 229 134
08:15 290 133 244 128
08:30 206 141 276 102
08:45 185 114 931 523 218 60 967 424 1898 947
09:00 185 120 179 74
09:15 157 87 213 53
09:30 122 87 190 45
09:45 119 89 583 383 163 47 745 219 1328 602
10:00 107 82 154 35
10:15 111 57 135 35
10:30 147 52 174 36
10:45 123 60 488 251 167 26 630 132 1118 383
11:00 152 37 166 27
11:15 127 41 154 21
11:30 142 24 153 38
11:45 167 20 588 122 170 18 643 104 1231 226
Total 4105 8375 4105 8375 5231 7399 5231 7399 9336 15774 Combined
Total 12480 12480 12630 12630 25110
AM Peak - 07:30 - - - 07:30 - - - - -
Vol. - 974 - - - 1107 - - - - -
P.H.F. 0.840 0.819
PM Peak - - 03:00 - - - 02:45 - - - -
Vol. - - 1179 - - - 1038 - - - -
P.H.F. 0.927 0.895
Percentag
e
32.9% 67.1% 41.4% 58.6%
ADT/AADT ADT 25,110 AADT 25,110
City of Santee
Magnolia Avenue
S/ Mast Boulevard
24 Hour Directional Volume Count
STE004
Site Code: 236-24260
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
Phone: (951) 268-6268
email: [email protected]
Start 3/21/24 Northbound Hour Totals Southbound Hour Totals Combined Totals Time Thu Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 18 124 5 127
12:15 20 131 7 127
12:30 18 105 7 139
12:45 12 130 68 490 6 123 25 516 93 1006
01:00 7 108 6 119
01:15 9 160 2 127
01:30 13 124 3 161
01:45 3 161 32 553 6 186 17 593 49 1146
02:00 7 171 2 150
02:15 4 173 5 164
02:30 6 198 3 240
02:45 1 193 18 735 1 195 11 749 29 1484
03:00 8 206 4 207
03:15 6 267 8 165
03:30 7 260 16 278
03:45 11 263 32 996 11 188 39 838 71 1834
04:00 5 212 11 167
04:15 8 223 18 161
04:30 13 241 26 158
04:45 13 230 39 906 34 177 89 663 128 1569
05:00 20 197 54 177
05:15 18 234 45 161
05:30 26 181 79 176
05:45 34 198 98 810 72 152 250 666 348 1476
06:00 45 195 72 167
06:15 56 168 81 178
06:30 60 161 104 183
06:45 94 159 255 683 126 159 383 687 638 1370
07:00 99 137 130 110
07:15 159 157 179 120
07:30 210 93 252 138
07:45 167 121 635 508 251 144 812 512 1447 1020
08:00 262 107 169 120
08:15 299 119 223 105
08:30 178 103 230 76
08:45 146 92 885 421 157 67 779 368 1664 789
09:00 175 83 157 59
09:15 144 70 166 46
09:30 101 65 144 40
09:45 114 62 534 280 107 39 574 184 1108 464
10:00 100 55 123 34
10:15 87 39 117 33
10:30 109 38 136 27
10:45 107 48 403 180 110 18 486 112 889 292
11:00 112 34 103 24
11:15 99 37 93 16
11:30 115 21 120 29
11:45 127 14 453 106 132 9 448 78 901 184
Total 3452 6668 3452 6668 3913 5966 3913 5966 7365 12634 Combined
Total 10120 10120 9879 9879 19999
AM Peak - 07:30 - - - 07:30 - - - - -
Vol. - 938 - - - 895 - - - - -
P.H.F. 0.784 0.888
PM Peak - - 03:15 - - - 02:45 - - - -
Vol. - - 1002 - - - 845 - - - -
P.H.F. 0.938 0.760
Percentag
e
34.1% 65.9% 39.6% 60.4%
ADT/AADT ADT 19,999 AADT 19,999
City of Santee
Mast Boulevard
E/ Cuyamaca Street
24 Hour Directional Volume Count
STE007
Site Code: 236-24260
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
Phone: (951) 268-6268
email: [email protected]
Start 3/21/24 Eastbound Hour Totals Westbound Hour Totals Combined Totals Time Thu Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 14 126 8 119
12:15 16 132 10 105
12:30 13 148 10 108
12:45 5 119 48 525 4 122 32 454 80 979
01:00 9 167 1 123
01:15 5 157 2 120
01:30 6 160 6 133
01:45 3 145 23 629 1 172 10 548 33 1177
02:00 6 180 2 175
02:15 3 208 3 141
02:30 5 232 2 147
02:45 1 224 15 844 4 173 11 636 26 1480
03:00 3 221 3 157
03:15 2 224 2 129
03:30 7 274 11 183
03:45 4 222 16 941 13 167 29 636 45 1577
04:00 6 233 14 141
04:15 2 231 27 154
04:30 8 243 27 128
04:45 21 275 37 982 41 156 109 579 146 1561
05:00 14 249 47 140
05:15 9 244 63 163
05:30 15 224 93 169
05:45 27 246 65 963 97 146 300 618 365 1581
06:00 21 212 102 148
06:15 31 194 119 141
06:30 39 197 165 154
06:45 79 214 170 817 192 124 578 567 748 1384
07:00 78 195 200 130
07:15 84 183 262 113
07:30 106 180 241 113
07:45 137 166 405 724 239 86 942 442 1347 1166
08:00 135 134 235 96
08:15 172 104 224 58
08:30 128 125 180 64
08:45 101 109 536 472 143 66 782 284 1318 756
09:00 100 101 140 51
09:15 102 78 144 33
09:30 109 60 148 32
09:45 92 64 403 303 144 22 576 138 979 441
10:00 95 44 131 31
10:15 87 48 109 26
10:30 74 39 105 20
10:45 117 28 373 159 119 17 464 94 837 253
11:00 116 26 129 13
11:15 104 25 124 11
11:30 144 21 136 15
11:45 142 24 506 96 133 8 522 47 1028 143
Total 2597 7455 2597 7455 4355 5043 4355 5043 6952 12498 Combined
Total 10052 10052 9398 9398 19450
AM Peak - 07:45 - - - 07:15 - - - - -
Vol. - 572 - - - 977 - - - - -
P.H.F. 0.831 0.932
PM Peak - - 04:30 - - - 03:30 - - - -
Vol. - - 1011 - - - 645 - - - -
P.H.F. 0.919 0.881
Percentag
e
25.8% 74.2% 46.3% 53.7%
ADT/AADT ADT 19,450 AADT 19,450
City of Santee
Mast Boulevard
W/ Magnolia Avenue
24 Hour Directional Volume Count
STE003
Site Code: 236-24260
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
Phone: (951) 268-6268
email: [email protected]
Start 3/21/24 Eastbound Hour Totals Westbound Hour Totals Combined Totals Time Thu Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 11 120 8 117
12:15 12 122 13 110
12:30 9 139 12 102
12:45 11 123 43 504 5 103 38 432 81 936
01:00 11 135 2 101
01:15 5 128 3 108
01:30 6 138 6 131
01:45 2 111 24 512 1 150 12 490 36 1002
02:00 1 130 3 192
02:15 3 149 1 129
02:30 6 188 4 167
02:45 2 189 12 656 2 185 10 673 22 1329
03:00 2 213 2 128
03:15 3 222 3 165
03:30 3 261 13 188
03:45 6 187 14 883 15 205 33 686 47 1569
04:00 2 213 12 157
04:15 4 200 18 169
04:30 10 190 26 180
04:45 16 233 32 836 38 165 94 671 126 1507
05:00 8 235 46 135
05:15 18 207 61 195
05:30 17 194 73 146
05:45 28 184 71 820 78 177 258 653 329 1473
06:00 29 178 93 165
06:15 40 200 112 194
06:30 45 198 133 147
06:45 69 183 183 759 166 127 504 633 687 1392
07:00 81 160 169 140
07:15 86 150 207 122
07:30 146 169 253 107
07:45 128 160 441 639 205 115 834 484 1275 1123
08:00 141 119 261 85
08:15 188 108 219 71
08:30 137 95 177 57
08:45 95 84 561 406 152 64 809 277 1370 683
09:00 103 84 134 52
09:15 101 55 147 48
09:30 85 41 122 35
09:45 89 45 378 225 138 31 541 166 919 391
10:00 87 39 118 28
10:15 91 47 101 22
10:30 82 41 110 27
10:45 92 28 352 155 129 25 458 102 810 257
11:00 88 25 122 13
11:15 96 23 123 16
11:30 113 28 129 13
11:45 115 21 412 97 122 10 496 52 908 149
Total 2523 6492 2523 6492 4087 5319 4087 5319 6610 11811 Combined
Total 9015 9015 9406 9406 18421
AM Peak - 07:30 - - - 07:30 - - - - -
Vol. - 603 - - - 938 - - - - -
P.H.F. 0.802 0.898
PM Peak - - 02:45 - - - 03:30 - - - -
Vol. - - 885 - - - 719 - - - -
P.H.F. 0.848 0.877
Percentag
e
28.0% 72.0% 43.5% 56.5%
ADT/AADT ADT 18,421 AADT 18,421
City of Santee
Park Center Drive
B/ Magnolia Avenue - Chubb Lane
24 Hour Directional Volume Count
STE006
Site Code: 236-24260
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
Phone: (951) 268-6268
email: [email protected]
Start 3/21/2024 Eastbound Hour Totals Westbound Hour Totals Combined Totals Time Thu Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 0 3 0 2
12:15 0 3 1 4
12:30 0 6 0 3
12:45 0 6 0 18 0 7 1 16 1 34
01:00 0 4 0 2
01:15 0 9 0 1
01:30 0 8 0 4
01:45 0 1 0 22 0 3 0 10 0 32
02:00 0 4 0 4
02:15 0 2 0 6
02:30 0 4 0 3
02:45 0 18 0 28 0 9 0 22 0 50
03:00 0 12 0 4
03:15 0 7 0 7
03:30 0 6 0 1
03:45 0 4 0 29 0 2 0 14 0 43
04:00 0 4 0 4
04:15 0 5 1 2
04:30 0 1 0 3
04:45 1 5 1 15 1 5 2 14 3 29
05:00 0 3 1 1
05:15 2 2 1 5
05:30 2 5 2 1
05:45 1 4 5 14 2 3 6 10 11 24
06:00 4 1 4 6
06:15 2 2 8 6
06:30 1 2 6 4
06:45 7 3 14 8 13 3 31 19 45 27
07:00 9 3 7 4
07:15 5 2 3 0
07:30 4 2 4 4
07:45 2 0 20 7 8 3 22 11 42 18
08:00 3 0 7 2
08:15 1 1 5 5
08:30 5 4 4 1
08:45 5 0 14 5 3 1 19 9 33 14
09:00 3 0 4 2
09:15 6 0 1 0
09:30 2 0 2 1
09:45 5 0 16 0 5 1 12 4 28 4
10:00 5 1 1 1
10:15 10 0 6 1
10:30 8 0 8 1
10:45 5 2 28 3 7 2 22 5 50 8
11:00 5 0 3 0
11:15 4 0 7 0
11:30 8 0 4 0
11:45 3 0 20 0 7 0 21 0 41 0
Total 118 149 118 149 136 134 136 134 254 283
Combined
Total 267 267 270 270 537
AM Peak - 09:45 - - - 06:15 - - - - -
Vol. - 28 - - - 34 - - - - -
P.H.F. 0.700 0.654
PM Peak - - 02:45 - - - 02:30 - - - -
Vol. - - 43 - - - 23 - - - -
P.H.F. 0.597 0.639
Percentag
e
44.2% 55.8% 50.4% 49.6%
ADT/AADT ADT 537 AADT 537
City of Santee
Park Center Drive
B/ Riverwalk Drive - Mast Boulevard
24 Hour Directional Volume Count
STE002
Site Code: 236-24260
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
Phone: (951) 268-6268
email: [email protected]
Start 3/21/24 Northbound Hour Totals Southbound Hour Totals Combined Totals Time Thu Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 2 15 0 11
12:15 0 25 1 7
12:30 0 23 1 10
12:45 0 13 2 76 0 15 2 43 4 119
01:00 1 14 0 7
01:15 0 14 0 7
01:30 0 9 1 12
01:45 0 16 1 53 0 15 1 41 2 94
02:00 0 14 0 27
02:15 0 39 0 19
02:30 0 32 0 32
02:45 0 60 0 145 0 36 0 114 0 259
03:00 0 43 0 18
03:15 2 36 0 18
03:30 0 64 0 30
03:45 1 23 3 166 2 36 2 102 5 268
04:00 0 31 1 46
04:15 0 31 0 32
04:30 0 20 2 33
04:45 4 28 4 110 3 34 6 145 10 255
05:00 1 44 7 19
05:15 2 24 6 34
05:30 4 21 9 30
05:45 5 44 12 133 15 31 37 114 49 247
06:00 8 39 10 35
06:15 6 35 13 41
06:30 14 46 15 24
06:45 14 45 42 165 41 15 79 115 121 280
07:00 14 25 14 16
07:15 17 30 6 9
07:30 16 22 17 13
07:45 12 26 59 103 20 10 57 48 116 151
08:00 22 33 44 13
08:15 45 22 63 9
08:30 26 10 22 4
08:45 21 12 114 77 19 5 148 31 262 108
09:00 11 4 20 6
09:15 15 6 18 4
09:30 10 7 22 3
09:45 17 4 53 21 14 5 74 18 127 39
10:00 16 15 13 2
10:15 11 11 10 2
10:30 23 10 8 6
10:45 14 9 64 45 12 9 43 19 107 64
11:00 21 3 15 3
11:15 16 7 16 5
11:30 12 18 9 0
11:45 13 2 62 30 15 1 55 9 117 39
Total 416 1124 416 1124 504 799 504 799 920 1923
Combined
Total 1540 1540 1303 1303 2843
AM Peak - 08:00 - - - 07:45 - - - - -
Vol. - 114 - - - 149 - - - - -
P.H.F. 0.633 0.591
PM Peak - - 02:45 - - - 03:45 - - - -
Vol. - - 203 - - - 147 - - - -
P.H.F. 0.793 0.799
Percentag
e
27.0% 73.0% 38.7% 61.3%
ADT/AADT ADT 2,843 AADT 2,843
City of Santee
Park Center Drive
B/ Town Center Park East - Riverwalk Drive
24 Hour Directional Volume Count
STE001
Site Code: 236-24260
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
Phone: (951) 268-6268
email: [email protected]
Start 3/21/24 Northbound Hour Totals Southbound Hour Totals Combined Totals Time Thu Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 0 2 0 3
12:15 0 3 0 4
12:30 0 7 0 6
12:45 0 7 0 19 0 3 0 16 0 35
01:00 0 1 0 3
01:15 0 2 0 3
01:30 0 1 0 3
01:45 0 6 0 10 0 3 0 12 0 22
02:00 0 3 0 6
02:15 0 7 0 5
02:30 0 8 0 6
02:45 0 2 0 20 0 4 0 21 0 41
03:00 0 2 0 4
03:15 0 2 0 3
03:30 0 9 1 12
03:45 1 11 1 24 0 5 1 24 2 48
04:00 0 4 0 10
04:15 0 7 0 8
04:30 0 4 0 10
04:45 0 3 0 18 0 11 0 39 0 57
05:00 0 5 0 8
05:15 0 4 1 8
05:30 0 5 1 19
05:45 1 6 1 20 3 19 5 54 6 74
06:00 0 8 1 13
06:15 2 13 1 22
06:30 6 24 5 8
06:45 1 19 9 64 2 9 9 52 18 116
07:00 0 7 4 3
07:15 1 11 1 6
07:30 3 5 3 6
07:45 2 7 6 30 4 9 12 24 18 54
08:00 4 25 10 8
08:15 3 22 4 3
08:30 4 0 5 1
08:45 6 0 17 47 7 0 26 12 43 59
09:00 4 0 1 0
09:15 5 0 7 0
09:30 1 0 5 1
09:45 3 1 13 1 4 1 17 2 30 3
10:00 4 0 3 0
10:15 8 9 4 0
10:30 6 4 1 0
10:45 5 0 23 13 5 0 13 0 36 13
11:00 2 1 3 1
11:15 2 0 4 1
11:30 3 0 6 0
11:45 5 0 12 1 2 0 15 2 27 3
Total 82 267 82 267 98 258 98 258 180 525
Combined
Total 349 349 356 356 705
AM Peak - 10:00 - - - 08:00 - - - - -
Vol. - 23 - - - 26 - - - - -
P.H.F. 0.719 0.650
PM Peak - - 06:00 - - - 05:30 - - - -
Vol. - - 64 - - - 73 - - - -
P.H.F. 0.667 0.830
Percentag
e
23.5% 76.5% 27.5% 72.5%
ADT/AADT ADT 705 AADT 705
0 0
0 2
4 0
0 3
1 10 0
0 5
0 0
0 0
0 10
4 2
0 0
3 0
3 0
0 10
0 0
11 0
0 5
6 0
5 1
0 0
2 4
0 88
1 1
0 0
0 11
3 0
0 0
0 6
0 0
1 1
0 0
0 5
0 1
3 0
0 0
0 0
3 0
0 10
0 0
5 5
2 1
3 0
0 0
0 0
0 0
0 0
5 0
1 0
0 0
0 0
0 0
0 0
0 0
0 0
1 1
0 0
0 1
6 0
0 0
0 0
5 0
0 5
0 3
0 0
4 0
0 0
0 0
0 0
1 0
0 0
5 1
0 0
2 0
1 0
0 0
0 0
1 0
16 0
0 0
0 0
0 0
1 0
0 0
0 0
2 3
2 1 6
1 3
0 12
0 0
5 0
0 49
0 0
0 0
0 0
0 5
0 0
0 0
0 1
0 5
0 0
0 0
1 0
0 1
11 1
0 3
9 0
2 1
5 1
11 0
0 0
3 0
4 0
0 0
4 0
0 0
11 2
0 0
0 0
0 0
14 1
1 0
0 0
0 3
0 4
0 5
3 1
4 2
10 3
0 5
4 1
6 0
1 0
0 0
14 0
1 0
4 0
0 3
1 4
5 0
0 0
1 0
0 0
0 0
0 0
0 4
5 0
5 2
1 0
0 0
0 0
0 73
0 3
0 0
5 0
0 1
0 0
0 3
0 5
0 0
0 1
1 0
6 0
0 0
1 2
1 1
0 0
7 0
0 0
0 7
6 0
1 2 1
0 0
6 49
0 0
1 0
74 3
0 0
2 6
12 0
3 0
0 0
1 1
3 2
5 0
5 2
0 0
4 1
0 0
0 0
0 1
1 0
4 4
4 0
0 12
1 2
0 0
0 4
0 0
0 0
4 1
1 0
1 0
0 0
0 0
0 2
0 0
1 0
0 4
0 0
0 0
0 1
3 0
0 2
11 0
14 0
0 8 0
0 0
0 2
0 0
3 0
0 0
0 1
0 0
1 0
6 0
0 2
0 3
0 0
2 0
1 2
0 2
0 0
0 0
12 0
0 0
0 0
0 0
0 0
0 0
0 0
1 0
0 0
0 2
0 0
14 0
1 11
2 0
1 0
0 1
0 73
0 0
5 0
0 12
0 0
0 0
1 5
0 0
6 14
1 0
0 0
0 3
3 2
0 5
4 0
1 1
1 0
3 0
0 1
5 5
0 0
0 0
2 0
5 2
0 0
0 4
0 0
0 3
0 0
0 0
0 0
11 0
0 1
0 0
0 1
2 0
0 0
1 0
12 0
0 0
0 0
6 0
0 0
0 0
3 3
0 0
0 0
0 0
0 1
0 0
0 0
0 9
0 0
73 2
0 0
1 0
0 0
1 0
0 6
0 3
24 5
0 0
0 0
0 0
0 0
0 0
0 0
13 0
35 0
0 3
0 0
1 1
2 0
1 0
5 0
6 4
1 10
5 0
0 14
0 0
0 0
0 0
0 3
1 0
0 2
0 1
4 5
0 0
3 1
0 4
5 0
0 0
3 0
1 0
0 5
0 2
2 0
0 0
0 1
0 0
6 0
0 0
0 0
4 0
0 1
2 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
73 0
0 0
0 0
0 0
1 1
2 0
0 0
1 10
0 0
4 0
0 0
8 0
1 0
0 0
0 4
4 0
0 0
0 0 0
0 1
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
3 0
0 0
0 0
0 0
0 SANDAG ABM 2.0 - 2016 AM peak select zone distribution (Cottonwood and Park Residential) 0 0
0 3
4 1
0 2
0 2 0
0 1
0 0
0 0
0 2
4 3
0 0
1 0
2 0
0 2
0 0
16 0
0 1
8 0
1 0
0 0
3 4
0 84
0 0
0 0
0 16
0 0
0 0
0 8
0 0
0 1
0 0
0 1
0 1
2 0
1 0
2 1
0 0
0 2
0 0
1 2
2 1
1 0
0 0
0 0
1 0
0 0
5 0
0 0
0 1
1 0
0 0
0 0
0 0
0 0
0 2
0 0
0 0
8 0
0 0
0 0
1 1
0 1
0 1
0 0
5 0
0 0
0 0
0 0
1 0
0 0
2 1
0 1
2 0
0 0
0 1
1 0
1 1
14 0
0 0
0 0
0 0
1 0
0 0
0 0
2 3
1 0 3
0 0
0 14
0 0
5 1
1 46
0 0
0 0
0 0
2 1
0 0
0 1
0 0
1 5
1 0
0 0
0 0
1 0
16 0
0 4
10 0
1 0
3 2
16 1
0 0
3 0
1 1
0 1
5 0
0 0
16 0
0 0
0 0
0 0
7 0
0 0
2 0
0 0
0 6
0 1
5 2
8 2
2 1
1 3
4 2
5 0
2 0
0 0
12 0
0 0
4 0
0 3
1 7
3 0
0 0
0 0
0 0
0 0
0 0
0 2
7 1
5 2
1 0
1 0
1 0
0 68
0 2
0 0
3 0
0 1
0 0
0 1
0 3
0 0
0 0
0 1
5 0
0 0
1 2
1 1
0 0
3 0
0 1
2 3
5 0
0 1
0 0
0 8
46 0
0 0
0 72
1 0
0 3
5 16
0 5
0 0
0 0
1 3
4 1
0 2
2 0
0 4
2 0
0 0
0 0
1 0
0 1
4 6
0 0
7 1
1 0
0 0
6 0
0 0
0 5
0 1
0 1
0 0
0 0
0 0
1 0
0 1
0 0
6 0
0 0
0 0
0 1
0 1
2 14
0 7
1 0
8 0
1 0
0 4
0 0
1 0
0 0
0 0
0 0
2 0
8 0
0 4
0 1
0 0
0 0
0 3
0 4
0 0
0 0
11 0
1 0
0 0
0 1
0 0
0 0
0 0
1 0
0 0
0 2
0 0
12 0
1 13
2 0
0 0
0 1
0 68
0 0
5 0
0 7
0 0
0 0
1 2
1 0
5 8
1 0
0 0
0 1
4 2
0 1
8 0
1 0
1 0
0 0
0 1
7 5
1 1
0 0
4 0
5 2
0 0
0 8
1 0
0 2
0 0
1 0
0 0
6 0
0 3
0 0
0 0
3 0
0 0
1 0
16 0
1 1
0 0
8 1
0 0
0 0
1 2
0 0
0 0
0 0
0 2
0 0
1 0
0 9
0 0
68 2
0 1
0 0
0 0
1 0
0 8
1 3
26 1
1 1
0 0
0 0
1 0
0 0
0 0
12 0
28 0
0 3
0 0
1 1
0 0
0 0
2 0
5 5
1 18
2 0
0 12
0 1
0 0
0 0
0 5
1 1 0
4 0
0 6
2 0
0 2
1 0
5 5
0 0
1 6
0 3
0 0
7 0
0 4
0 0
1 0
0 0
0 5
0 0
0 0
0 5
0 0
0 3
0 0
1 0
0 0
0 0
0 1
0 0
0 0
0 0
0 68
0 0
0 0
0 0
0 0 0
3 0
0 0
2 18
0 0
4 0
0 0
8 0
0 0
0 0
0 10
5 0
0 0
0 1 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
1 0
0 1
0 1
0 SANDAG ABM 2.0 - 2016 PM peak select zone distribution (Cottonwood and Park Residential) 0 0
0 40276
0 42663
0 48399
0 11409
0 18081
0 54287
180
183
40 39
1451
1152
1204
800
146 322
12 12
154
157
0 41167
1272 1335
0 2051
0 8403
1290
1759
7541
7979
0 42859
177 182
563
25 4101
3038
934
947
10590
8826
9 8
05 89
36 3
8 31
512
510
147
139
810
0 4535
5246
0 40807
2471
2528
555
586
2614
2569
0 4716
80 530
49 49
0 3
13774
14291
731 1259
0 5541
1837
1337
147
275
1424 1805
2130
1539
2596
2589
1232
1179
1087
636
15925
15694
30 34
31 09
2557
2722
715 718
436
710
130
2312
368 331
560
970
2419
3806
6824 7609
1841 1176
1112 1125
1494
1514
19 20
4535
4951
21141426
4342
331 368
2852
2989
981
973
8707 7985
0 49571
3199
4762
7 7302
808
9 9062 103
5810
5622
1921 2382
9308
9547
956
965
4 0
352
2575
2695
1438 1419
1875
1878
1176 1841
1079
727
1400 1392
1918
1407
630 685
92 977
94 9
3 54
0 18093
6243
6263
14745 14429
1080 1051
1036
1238
1218
1254
8895
9124
0 1826
817 898
518 464
1212 1240
6 7353
993
1227
794
8870
8765
6747
3797
916 890
10892 10915
48 4
3 98
7423
7122
2885
3828
704
1682
601
198
5690
4736
188 188
9341
9579
43 2397
4334
4757
9560
9121
8648 8201
3 32
6 0
2245522685
315 745
1115
635
4173
3882
4051
3526
43 42
21 2
5 00
295
0 8
8096
688
648
431
614
13622
9999
3 745
3151 2504
1 0
4338
3615
1988
2063
3044
3705
143 187
647 670
2885
3828
11946
11827
1374
1399
24706 25384
760
1056
3150 975
10547 14275
2154 2583
7221 8290 4537 7183
3226
4009
389
1 2089
2063
8716 7435
537
492
981 973
5572
4512
7252 5949 22378 22153
8 92
6 302 284
495 511
8351
8648
1235 1385
3050 2670
4147 3784
76 37
356 416
4949
4551
120
120
9308
9547
12393
12840
6489
6872
798 941
26 26
1058
536
9378
9621
3694
2002
741 1100
9560 9121
22121529
4821 3268
1462
1432
84987263
4 3955
791
26 27
71 09
12704 11155
1839
1944
6333
7684
9519 8304
0 0
1385
1235
119 117
11726
11611
0 811
8794
8347
864
565
772
780
1951
1998
0 0
5563
4470
379 372
6 898
947
1126
846 891
13309 13242
9670
7702
88 10
3 63
134
141
688 693
0 1668
6523 7613
9378
9621
5181
5310
2002
3694
1090 1068
4608
9701
4147 3784
119
117
601
198
319 332
0 3
1 1
8956
9233
832 828
1063 883
1203 1371
11615
12282
2428 3034
1668
0 9103 9062
9308
9547
1918
1407
6468 6483
8709 7985
2031
1937
4147 3784
9519 8304
132 130
378
379
3615
6006
2075
3870
8776 9298
4 3955
791
372 379
464
518
1326
1252
37 76
1944 1839
9560
9121
6013 3560
7684
6333
1693 1651
4341
4360
10590
8826
188 188
1126 947
332 614
3870
2075
817 898
5563
4470
9378
9621
1651 1693
3560 6013
864 565
2989 2985 298
29 5
89 2312 130
3031 3409
4173
3882
3087 1760
322 146
10066 11057
0 0
141
134
2695
2575
132
130
1837
1337
0 187
143
2063
1988
SANDAG ABM2+ - 2016 Daily Volumes (No Project - Cottonwood and Park Residential) 0 0
0 40800
0 42763
0 48489
0 11187
0 18065
0 54162
160
161
607
601
1437
1129
1223
817
158 343
26 25
136
139
0 41126
1321 1346
0 2163
0 8439
1310
1708
7428
7768
0 43043
176 188
560 14
4196
3035
719 1303
892 911
10689
8747
8 8
92 47
41 3
9 70
505
500
141
193
774
0 4379
5150
0 40880
2481
2493
535
563
2582
2562
0 4597
524
819
48 59
0 0
14097
14461
746 1311
0 5446
1858
1343
139
249
13041724
2171
1596
2621
2599
1225
1140
677
916
16489
16218
3 3
3 081
18 2534
2758
750 785
439
764
120
2339
419 370
496
928
2421
3768
6549 7669
1 1
1 755
15 1071 1016
1515
1538
28 22
4379
4880
20761271
5136
370 419
2843
2965
857
816
8578 7902
0 49565
4 3260
720
7 7363
863
9 9106 167
5833
5552
1798 2318
9742
9942
926
961
4 0
385
2614 2739
1426 1395
1881
1891
1115 1754
1022
676
1427 1399
1946
1421
614 717
96 971
90 9
0 36
0 18036
6086
6137
14700 14257
1118 1007
1010 1240
1210
1254
9726
9907
0 1825
780 886
478 455
1148 1265
6 7382
981
1210 782
8755
8799
6914
3823
930 911
10856 10668
46 4
3 92
7462 7117
2901
3868
667
1681
614
206
5816
4929
206 195
10197
10390
29 2276
4379 4831
9606
9154
1396 822
8491 8112
3 25
7 6
2246222644
301 734
1110
598
4408
3876
4003
3467
51 36
21 2
7 07
270
0 8
8087
718
639
400
667
13750 9943
3 760
3098 2349
1 0
4501
3550
1962
2097
2973 3738
126 181
643 644
2901
3868
11937
11663
1386
1405
24539 25267
760 1081
3016 950
10422 14283
2189 2613
7343 8523 4006 6234
3183 4070
399
1 1915
1940
8623 7333
534
480
857 816
5343
4398
7186 5786 22395 22217
9 99
1 303 294
499 521
8046
7713
1167 1310
2979 2703
4020 3781
54 7
360 417
4928
4457
121
119
9023
8639
12685
13092
6380
6736
816 933
24 22
1059 535
10190
10399
3689
1979
708 1072
9606 9154
21661373
4725 3264
1450
1418
75696688
4 3867
840
2725
2733
12693 11023
1782
1944
6198
7767
9322 8146
0 0
1310
1167
124 114
11666
11378
0 776
8737
8191
601
466
810
808
1967
2008
0 0
5646
4452
392 389
5 887
886
1067
853 901
13261 13141
93 103
9847
7705
81 9
9 9
1 8
23 140
659 664
0 1643
6573 7777
10190
10399
5142
5235
1979
3689
1038 1041
4613
9513
4020 3781
124 114
614
206
337 348
0 0
5 9
8614
8278
836 850
998 819
1194
1350
11561 12319
2443 3063
1643
0 9167 9106
9023
8639
1946
1421
6426 6450
8579 7902
1975
1892
4020 3781
9322 8146
149 120
348
387
3550
6144
1998
3795
8724 9171
4 3867
840
389 392
455
478
1339
1321
5 7
4 1944 1782
9 9606 154
6023 3618
7767
6198
1577 1687
4504
4310
10689 8747
195 206
1067 886
348 608
3795 1998
780 886
5646
4452
10190
10399
1687 1577
3618 6023
601 466
2938 2957 295
29 7
38 2339
120
3081 3318
4408
3876
3081 1771
343 158
10034 10879
0 0
140
123
2739
2614
149
120
1858
1343
1 1350
194
1892
1975
0 1
181
26 2097
1962
SANDAG ABM2+ - 2016 Daily Volumes (With Project - Cottonwood and Park Residential)
APPENDIX C
HCM ANALYSIS WORKSHEETS
EXISTING TRAFFIC CONDITION
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 1: 1 Existing AM Intersection Level Of Service Report
Intersection 1: Cuyamaca St/Mast Blvd
Control Type: Signalized Delay (sec / veh): 31.9
Analysis Method: HCM 7th Edition Level Of Service: C
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.654 Crosswalk No No No No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 35.00 35.00 40.00 40.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 170.00 100.00 120.00 115.00 100.00 100.00 80.00 100.00 70.00 195.00 100.00 100.00 No. of Lanes in Entry Pocket 2 0 1 1 0 0 1 0 1 2 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Cuyamaca Street Cuyamaca Street Mast Boulevard Mast Boulevard Intersection Setup
1 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 1: 1 Existing AM Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 259 114 235 7 258 358 87 373 240 311 735 3 Total 15-Minute Volume [veh/h] 65 28 59 2 65 89 22 93 60 78 184 1 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.8950 0.8950 0.8950 0.8950 0.8950 0.8950 0.8950 0.8950 0.8950 0.8950 0.8950 0.8950 Total Hourly Volume [veh/h] 232 102 210 6 231 320 78 334 215 278 658 3 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 232 102 210 6 231 320 78 334 215 278 658 3 Name Cuyamaca Street Cuyamaca Street Mast Boulevard Mast Boulevard Volumes
2 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 1: 1 Existing AM Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Advanced Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Advanced Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 l2, Clearance Lost Time [s] 2.0 2.0 2.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 2.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0.0 21.0 21.0 0.0 21.0 0.0 0.0 24.0 0.0 0.0 17.0 0.0 Walk [s] 0.0 5.0 5.0 0.0 5.0 0.0 0.0 5.0 0.0 0.0 5.0 0.0 All red [s] 1.0 1.0 1.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 3.0 3.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Maximum Green [s] 30 30 30 30 30 0 30 30 0 30 30 0
Auxiliary Signal Groups 6,7
Signal Group 1 6 6 5 2 0 3 8 0 7 4 0
Flashing Yellow Arrow
Control Type Protecte Permiss Overlap Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing (Basic)
Pedestrian Recall No No No No No No No No No
Maximum Recall No No No No No No No No No
Minimum Recall No No No No No No No No No
Vehicle Extension [s] 3.0 3.0 3.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Minimum Green [s] 5 10 10 5 10 0 5 10 0 5 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Split [s] 12.0 30.0 30.0 12.0 30.0 0.0 10.0 33.0 0.0 15.0 38.0 0.0 Phasing & Timing: Pattern 1
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
3 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 1: 1 Existing AM PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, 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 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 3.03 0.06 0.45 14.56 1.01 2.71 13.94 0.79 5.85 3.69 4.57 4.58 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.50 0.14 0.11 0.11 0.11 0.11 0.11 d1, Uniform Delay [s] 39.36 10.66 5.50 44.32 16.88 18.74 41.62 33.72 35.52 38.98 33.13 33.13 c, Capacity [veh/h] 351 1885 1093 17 818 696 112 652 291 391 437 436 s, saturation flow rate [veh/h] 3514 3618 1615 1810 1900 1615 1810 3618 1615 3514 1900 1897 (v / s)_i Volume / Saturation Flow Rate 0.07 0.03 0.15 0.00 0.14 0.22 0.05 0.10 0.15 0.09 0.19 0.19 g / C, Green / Cycle 0.10 0.52 0.68 0.01 0.43 0.43 0.06 0.18 0.18 0.11 0.23 0.23 g_i, Effective Green Time [s] 9.0 46.9 61.0 0.8 38.8 38.8 5.6 16.2 16.2 10.0 20.7 20.7 l2, Clearance Lost Time [s] 2.00 2.00 0.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Calculated Cycle Length [s] 90 90 90 90 90 90 90 90 90 90 90 90 Lane Group L C R L C C L C R L C C
Lane Group Calculations
95th-Percentile Queue Length [ft/ln] 128.64 24.16 67.47 9.99 159.70 238.31 102.22 163.82 227.25 153.96 311.18 310.84 95th-Percentile Queue Length [veh/ln] 5.15 0.97 2.70 0.40 6.39 9.53 4.09 6.55 9.09 6.16 12.45 12.43 50th-Percentile Queue Length [ft/ln] 71.47 13.42 37.48 5.55 88.72 140.95 56.79 91.01 132.76 85.54 196.29 196.03 50th-Percentile Queue Length [veh/ln] 2.86 0.54 1.50 0.22 3.55 5.64 2.27 3.64 5.31 3.42 7.85 7.84 Critical Lane Group Yes No No No No Yes Yes No No No No Yes Lane Group LOS D B A E B C E C D D D D
d, Delay for Lane Group [s/veh] 42.39 10.72 5.95 58.87 17.89 21.45 55.56 34.51 41.37 42.68 37.70 37.71 X, volume / capacity 0.74 0.06 0.21 0.41 0.32 0.51 0.78 0.57 0.82 0.79 0.85 0.85 Lane Group Results
4 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 1: 1 Existing AM Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 42.39 10.72 5.95 58.87 17.89 21.45 55.56 34.51 41.37 42.68 37.70 37.71 Movement LOS D B A E B C E C D D D D
d_A, Approach Delay [s/veh] 22.37 20.39 39.48 39.18
Approach LOS C C D D
d_I, Intersection Delay [s/veh] 31.89
Intersection LOS C
Intersection V/C 0.654
Emissions
Vehicle Miles Traveled [mph] 14.49 6.38 13.15 0.41 15.00 20.82 4.81 20.64 13.28 19.23 22.83 22.80 Stops [stops/h] 228.69 42.95 59.97 8.88 141.96 225.52 90.86 291.24 212.42 273.72 314.06 313.65 Fuel consumption [US gal/h] 4.51 0.81 1.24 0.17 2.58 4.05 2.05 6.22 4.58 6.08 6.74 6.73 CO [g/h] 314.99 56.96 86.44 11.62 180.25 283.27 143.20 434.78 320.35 424.88 470.83 470.21 NOx [g/h] 61.29 11.08 16.82 2.26 35.07 55.11 27.86 84.59 62.33 82.67 91.61 91.49 VOC [g/h] 73.00 13.20 20.03 2.69 41.77 65.65 33.19 100.76 74.24 98.47 109.12 108.98 Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 0.00 0.00
I_p,int, Pedestrian LOS Score for Intersectio 0.000 0.000 0.000 0.000 Crosswalk LOS F F F F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 578 578 644 756 d_b, Bicycle Delay [s] 22.76 22.76 20.67 17.42
I_b,int, Bicycle LOS Score for Intersection 2.061 2.074 2.137 2.425 Bicycle LOS B B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
5 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 1: 1 Existing AM Intersection Level Of Service Report
Intersection 2: Cuyamaca St/Riverwalk Dr
Control Type: Signalized Delay (sec / veh): 17.0
Analysis Method: HCM 7th Edition Level Of Service: B
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.504 Crosswalk No No No No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 35.00 35.00 10.00 25.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 95.00 95.00 100.00 100.00 25.00 100.00 100.00 60.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 1 1 0 1 1 0 0 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Cuyamaca Street Cuyamaca Street Riverwalk Riverwalk Intersection Setup
6 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 1: 1 Existing AM Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 205 674 123 129 813 5 1 1 5 105 1 99 Total 15-Minute Volume [veh/h] 51 168 31 32 203 1 0 0 1 26 0 25 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.7750 0.7750 0.7750 0.7750 0.7750 0.7750 0.7750 0.7750 0.7750 0.7750 0.7750 0.7750 Total Hourly Volume [veh/h] 159 522 95 100 630 4 1 1 4 81 1 77 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 159 522 95 100 630 4 1 1 4 81 1 77 Name Cuyamaca Street Cuyamaca Street Riverwalk Riverwalk Volumes
7 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 1: 1 Existing AM Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 60
Signal Coordination Group -
Located in CBD No
Intersection Settings
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Advanced Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Advanced Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0.0 10.0 0.0 0.0 10.0 0.0 0.0 21.0 0.0 0.0 17.0 0.0 Walk [s] 0.0 5.0 0.0 0.0 5.0 0.0 0.0 5.0 0.0 0.0 5.0 0.0 All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Maximum Green [s] 30 30 0 30 30 0 0 30 0 0 30 0
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 0 8 0 0 4 0
Flashing Yellow Arrow
Control Type Protecte Permiss Permiss Protecte Permiss Permiss Split Split Split Split Split Split Phasing & Timing (Basic)
Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Minimum Green [s] 5 10 0 5 10 0 0 10 0 0 10 0
Lead / Lag Lead - - Lead - - - - - - - -
Split [s] 12.0 17.0 0.0 15.0 20.0 0.0 0.0 14.0 0.0 0.0 14.0 0.0 Phasing & Timing: Pattern 1
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
8 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 1: 1 Existing AM PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 5.54 0.75 0.49 6.53 1.47 0.02 0.29 2.40 0.75 0.92 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.50 0.11 0.11 0.11 0.11 d1, Uniform Delay [s] 24.88 10.88 9.59 26.48 13.52 10.51 28.79 28.88 22.40 22.49 c, Capacity [veh/h] 258 1652 738 171 1479 660 37 34 292 261 s, saturation flow rate [veh/h] 1810 3618 1615 1810 3618 1615 1810 1656 1810 1617 (v / s)_i Volume / Saturation Flow Rate 0.11 0.19 0.08 0.07 0.22 0.00 0.00 0.00 0.06 0.06 g / C, Green / Cycle 0.14 0.46 0.46 0.09 0.41 0.41 0.02 0.02 0.16 0.16 g_i, Effective Green Time [s] 8.6 27.5 27.5 5.7 24.6 24.6 1.2 1.2 9.7 9.7 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Calculated Cycle Length [s] 60 60 60 60 60 60 60 60 60 60 Lane Group L C R L C R L C L C
Lane Group Calculations
95th-Percentile Queue Length [ft/ln] 134.14 118.01 39.95 88.90 172.25 1.69 0.78 4.92 59.51 57.31 95th-Percentile Queue Length [veh/ln] 5.37 4.72 1.60 3.56 6.89 0.07 0.03 0.20 2.38 2.29 50th-Percentile Queue Length [ft/ln] 74.52 65.56 22.19 49.39 95.69 0.94 0.43 2.73 33.06 31.84 50th-Percentile Queue Length [veh/ln] 2.98 2.62 0.89 1.98 3.83 0.04 0.02 0.11 1.32 1.27 Critical Lane Group Yes No No No Yes No No Yes No Yes
Lane Group LOS C B B C B B C C C C
d, Delay for Lane Group [s/veh] 30.42 11.63 10.07 33.01 14.99 10.53 29.07 31.28 23.15 23.42 X, volume / capacity 0.80 0.41 0.17 0.75 0.55 0.01 0.03 0.18 0.36 0.38 Lane Group Results
9 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 1: 1 Existing AM Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 30.42 11.63 10.07 33.01 14.99 10.53 29.07 31.28 31.28 23.15 23.42 23.42 Movement LOS C B B C B B C C C C C C
d_A, Approach Delay [s/veh] 15.28 17.42 30.96 23.28
Approach LOS B B C C
d_I, Intersection Delay [s/veh] 17.03
Intersection LOS B
Intersection V/C 0.504
Emissions
Vehicle Miles Traveled [mph] 18.20 59.83 10.92 20.15 126.97 0.78 0.02 0.10 48.42 46.12 Stops [stops/h] 178.85 314.68 53.26 118.54 459.33 2.25 1.04 6.56 79.35 76.42 Fuel consumption [US gal/h] 3.31 6.24 1.07 2.53 10.77 0.06 0.01 0.05 2.98 2.84 CO [g/h] 231.21 436.38 74.72 176.56 753.14 4.01 0.53 3.39 208.06 198.76 NOx [g/h] 44.99 84.90 14.54 34.35 146.53 0.78 0.10 0.66 40.48 38.67 VOC [g/h] 53.59 101.14 17.32 40.92 174.55 0.93 0.12 0.79 48.22 46.07 Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 0.00 0.00
I_p,int, Pedestrian LOS Score for Intersectio 0.000 0.000 0.000 0.000 Crosswalk LOS F F F F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 433 533 333 333 d_b, Bicycle Delay [s] 18.41 16.13 20.83 20.83
I_b,int, Bicycle LOS Score for Intersection 2.386 2.341 1.571 1.898 Bicycle LOS B B A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - - - - - - - - - - - - - -
Ring 1 1 2 4 8 - - - - - - - - - - - -
Sequence
10 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 1: 1 Existing AM Intersection Level Of Service Report
Intersection 3: Park Center Dr/Mast Blvd
Control Type: Signalized Delay (sec / veh): 6.1
Analysis Method: HCM 7th Edition Level Of Service: A
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.349 Crosswalk Yes No Yes
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 40.00 40.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 200.00 100.00 100.00 105.00 90.00 100.00 No. of Lanes in Entry Pocket 1 0 0 1 1 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Right Thru Right Left Thru
Lane Configuration
Approach Northbound Eastbound Westbound
Name Park Center Drive Mast Boulevard Mast Boulevard
Intersection Setup
11 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 1: 1 Existing AM Bicycle Volume [bicycles/h] 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 21 42 651 42 130 959
Total 15-Minute Volume [veh/h] 5 11 163 11 32 240
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.8490 0.8490 0.8490 0.8490 0.8490 0.8490 Total Hourly Volume [veh/h] 18 36 553 36 110 814
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 18 36 553 36 110 814
Name Park Center Drive Mast Boulevard Mast Boulevard
Volumes
12 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 1: 1 Existing AM Lost time [s] 10.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 60
Signal Coordination Group -
Located in CBD No
Intersection Settings
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 Advanced Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Advanced Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0
l2, Clearance Lost Time [s] 2.0 0.0 2.0 0.0 2.0 2.0
l1, Start-Up Lost Time [s] 2.0 0.0 2.0 0.0 2.0 2.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 17.0 0.0 10.0 0.0 0.0 10.0
Walk [s] 5.0 0.0 5.0 0.0 0.0 5.0
All red [s] 1.0 0.0 1.0 0.0 1.0 1.0
Amber [s] 3.0 0.0 3.0 0.0 3.0 3.0
Maximum Green [s] 30 0 30 0 30 30
Auxiliary Signal Groups
Signal Group 3 0 2 0 1 6
Flashing Yellow Arrow
Control Type Permissive Permissive Permissive Permissive Protected Permissive Phasing & Timing (Basic)
Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
Vehicle Extension [s] 3.0 0.0 3.0 0.0 3.0 3.0
Minimum Green [s] 5 0 10 0 5 10
Lead / Lag Lead - - - Lead -
Split [s] 26.0 0.0 19.0 0.0 15.0 34.0
Phasing & Timing: Pattern 1
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
13 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 1: 1 Existing AM PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.98 3.56 0.30 0.07 6.44 0.30 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.50 0.50 0.11 0.50
d1, Uniform Delay [s] 27.01 27.41 4.54 3.82 26.44 1.47
c, Capacity [veh/h] 102 91 2344 1046 173 2930
s, saturation flow rate [veh/h] 1810 1615 3618 1615 1810 3618 (v / s)_i Volume / Saturation Flow Rate 0.01 0.03 0.18 0.03 0.07 0.27 g / C, Green / Cycle 0.06 0.06 0.65 0.65 0.10 0.81
g_i, Effective Green Time [s] 3.3 3.3 39.0 39.0 5.7 48.7 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 C, Calculated Cycle Length [s] 60 60 60 60 60 60
Lane Group L R C R L C
Lane Group Calculations
95th-Percentile Queue Length [ft/ln] 13.54 29.02 49.13 5.81 87.91 5.47 95th-Percentile Queue Length [veh/ln] 0.54 1.16 1.97 0.23 3.52 0.22 50th-Percentile Queue Length [ft/ln] 7.52 16.12 27.29 3.23 48.84 3.04 50th-Percentile Queue Length [veh/ln] 0.30 0.64 1.09 0.13 1.95 0.12 Critical Lane Group No Yes No No No Yes
Lane Group LOS C C A A C A
d, Delay for Lane Group [s/veh] 27.99 30.97 4.83 3.89 32.88 1.77 X, volume / capacity 0.20 0.46 0.28 0.04 0.75 0.33
Lane Group Results
14 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 1: 1 Existing AM Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 27.99 30.97 4.83 3.89 32.88 1.77 Movement LOS C C A A C A
d_A, Approach Delay [s/veh] 29.98 4.78 5.48
Approach LOS C A A
d_I, Intersection Delay [s/veh] 6.05
Intersection LOS A
Intersection V/C 0.349
Emissions
Vehicle Miles Traveled [mph] 1.97 3.95 253.91 16.38 32.06 236.54 Stops [stops/h] 18.06 38.70 131.01 7.74 117.21 14.58
Fuel consumption [US gal/h] 0.30 0.64 11.02 0.70 3.17 8.96 CO [g/h] 21.02 44.81 770.47 48.66 221.57 626.43
NOx [g/h] 4.09 8.72 149.90 9.47 43.11 121.88
VOC [g/h] 4.87 10.39 178.56 11.28 51.35 145.18
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 0.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 21.68 0.00 21.68
I_p,int, Pedestrian LOS Score for Intersectio 1.997 0.000 2.744 Crosswalk LOS A F B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 733 500 1000 d_b, Bicycle Delay [s] 12.03 16.88 7.50
I_b,int, Bicycle LOS Score for Intersection 1.560 2.131 2.458 Bicycle LOS A B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - - - - - - - - - - - - - -
Ring 1 1 2 3 - - - - - - - - - - - - -
Sequence
15 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 1: 1 Existing AM Intersection Level Of Service Report
Intersection 4: Magnolia Ave/Mast Blvd
Control Type: Signalized Delay (sec / veh): 24.6
Analysis Method: HCM 7th Edition Level Of Service: C
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.812 Crosswalk No No No No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 45.00 40.00 40.00 35.00
Exit Pocket Length [ft] 0.00 0.00 49.21 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 1 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 170.00 100.00 100.00 140.00 100.00 100.00 140.00 100.00 120.00 165.00 100.00 160.00 No. of Lanes in Entry Pocket 2 0 0 1 0 1 2 0 1 1 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Magnolia Avenue Magnolia Avenue Mast Boulevard Mast Boulevard Intersection Setup
16 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 1: 1 Existing AM Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 391 592 51 46 602 410 271 128 266 119 233 30 Total 15-Minute Volume [veh/h] 98 148 13 12 150 103 68 32 66 30 58 7 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9070 0.9070 0.9070 0.9070 0.9070 0.9070 0.9070 0.9070 0.9070 0.9070 0.9070 0.9070 Total Hourly Volume [veh/h] 355 537 46 42 546 372 246 116 241 108 211 27 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 355 537 46 42 546 372 246 116 241 108 211 27 Name Magnolia Avenue Magnolia Avenue Mast Boulevard Mast Boulevard Volumes
17 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 1: 1 Existing AM Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 60
Signal Coordination Group -
Located in CBD No
Intersection Settings
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Advanced Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Advanced Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0.0 21.0 0.0 0.0 24.0 0.0 0.0 21.0 0.0 0.0 21.0 0.0 Walk [s] 0.0 5.0 0.0 0.0 5.0 0.0 0.0 5.0 0.0 0.0 5.0 0.0 All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 3 8 0 7 4 0
Flashing Yellow Arrow
Control Type Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing (Basic)
Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Minimum Green [s] 5 10 0 5 10 0 5 10 0 5 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Split [s] 11.0 16.0 0.0 9.0 14.0 0.0 14.0 14.0 0.0 21.0 21.0 0.0 Phasing & Timing: Pattern 1
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
18 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 1: 1 Existing AM PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, 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 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 2.03 1.80 1.85 5.92 2.24 19.23 2.21 0.11 4.95 6.61 0.34 0.15 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.50 0.11 0.11 0.11 0.11 0.11 0.11 d1, Uniform Delay [s] 24.34 13.15 13.15 28.06 18.05 20.17 25.67 19.80 22.86 26.67 21.59 20.58 c, Capacity [veh/h] 530 755 734 82 1056 471 391 731 326 160 649 290 s, saturation flow rate [veh/h] 3514 1900 1848 1810 3618 1615 3514 3618 1615 1810 3618 1615 (v / s)_i Volume / Saturation Flow Rate 0.11 0.17 0.17 0.03 0.17 0.25 0.08 0.04 0.16 0.07 0.06 0.02 g / C, Green / Cycle 0.15 0.40 0.40 0.04 0.29 0.29 0.11 0.20 0.20 0.09 0.18 0.18 g_i, Effective Green Time [s] 9.1 23.9 23.9 2.7 17.5 17.5 6.7 12.1 12.1 5.2 10.7 10.7 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Calculated Cycle Length [s] 60 60 60 60 60 60 60 60 60 60 60 60 Lane Group L C C L C R L C R L C R
Lane Group Calculations
95th-Percentile Queue Length [ft/ln] 111.44 131.35 128.21 32.78 152.23 288.93 81.24 30.24 162.86 82.60 60.61 15.11 95th-Percentile Queue Length [veh/ln] 4.46 5.25 5.13 1.31 6.09 11.56 3.25 1.21 6.51 3.30 2.42 0.60 50th-Percentile Queue Length [ft/ln] 61.91 72.97 71.23 18.21 84.57 179.17 45.13 16.80 90.48 45.89 33.67 8.39 50th-Percentile Queue Length [veh/ln] 2.48 2.92 2.85 0.73 3.38 7.17 1.81 0.67 3.62 1.84 1.35 0.34 Critical Lane Group Yes No No No No Yes No No Yes Yes No No Lane Group LOS C B B C C D C B C C C C
d, Delay for Lane Group [s/veh] 26.37 14.95 15.00 33.98 20.29 39.40 27.88 19.91 27.81 33.29 21.93 20.74 X, volume / capacity 0.74 0.43 0.43 0.56 0.57 0.87 0.69 0.18 0.81 0.74 0.36 0.10 Lane Group Results
19 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 1: 1 Existing AM Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 26.37 14.97 15.00 33.98 20.29 39.40 27.88 19.91 27.81 33.29 21.93 20.74 Movement LOS C B B C C D C B C C C C
d_A, Approach Delay [s/veh] 19.28 28.29 26.32 25.37
Approach LOS B C C C
d_I, Intersection Delay [s/veh] 24.55
Intersection LOS C
Intersection V/C 0.812
Emissions
Vehicle Miles Traveled [mph] 161.37 134.54 130.84 2.33 30.48 20.76 66.84 31.57 65.61 10.33 20.23 2.61 Stops [stops/h] 297.19 175.13 170.94 43.70 405.94 430.01 216.64 80.64 217.15 110.13 161.64 20.14 Fuel consumption [US gal/h] 11.32 7.78 7.58 0.83 7.57 8.26 6.06 2.44 5.99 2.03 3.03 0.38 CO [g/h] 791.61 543.89 529.71 58.08 528.80 577.04 423.62 170.68 418.63 141.78 211.56 26.38 NOx [g/h] 154.02 105.82 103.06 11.30 102.89 112.27 82.42 33.21 81.45 27.59 41.16 5.13 VOC [g/h] 183.46 126.05 122.76 13.46 122.55 133.73 98.18 39.56 97.02 32.86 49.03 6.11 Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 0.00 0.00
I_p,int, Pedestrian LOS Score for Intersectio 0.000 0.000 0.000 0.000 Crosswalk LOS F F F F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 400 333 333 567 d_b, Bicycle Delay [s] 19.20 20.83 20.83 15.41
I_b,int, Bicycle LOS Score for Intersection 2.413 2.432 2.108 1.875 Bicycle LOS B B B A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
20 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 1: 1 Existing AM Intersection Level Of Service Report
Intersection 5: Magnolia Ave/Park Center Dr
Control Type: Signalized Delay (sec / veh): 3.2
Analysis Method: HCM 7th Edition Level Of Service: A
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.364 Crosswalk Yes No Yes
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 45.00 45.00 30.00
Exit Pocket Length [ft] 0.00 100.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 1 0 0 0 0 0
Entry Pocket Length [ft] 120.00 100.00 100.00 100.00 100.00 140.00 100.00 No. of Lanes in Entry Pocket 1 0 1 0 1 1 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru U-turn Thru Right Left Right Lane Configuration
Approach Northbound Southbound Eastbound
Name Magnolia Avenue Magnolia Avenue Park Center Drive
Intersection Setup
21 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 1: 1 Existing AM Bicycle Volume [bicycles/h] 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 21 940 9 1148 4 7 3
Total 15-Minute Volume [veh/h] 5 235 2 287 1 2 1
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9390 0.9390 0.9390 0.9390 0.9390 0.9390 0.9390 Total Hourly Volume [veh/h] 20 883 8 1078 4 7 3
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 20 883 8 1078 4 7 3
Name Magnolia Avenue Magnolia Avenue Park Center Drive
Volumes
22 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 1: 1 Existing AM Lost time [s] 10.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 80
Signal Coordination Group -
Located in CBD No
Intersection Settings
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Advanced Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Advanced Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0
l2, Clearance Lost Time [s] 2.0 2.0 2.0 2.0 0.0 2.0 2.0 l1, Start-Up Lost Time [s] 2.0 2.0 2.0 2.0 0.0 2.0 2.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 0.0 10.0 0.0 10.0 0.0 17.0 0.0 Walk [s] 0.0 5.0 0.0 5.0 0.0 5.0 0.0
All red [s] 1.0 1.0 1.0 1.0 0.0 1.0 1.0
Amber [s] 3.0 3.0 3.0 3.0 0.0 3.0 3.0
Maximum Green [s] 30 30 30 30 0 30 30
Auxiliary Signal Groups 1,3
Signal Group 1 6 5 2 0 3 1
Flashing Yellow Arrow
Control Type Protected Permissive Protected Permissive Permissive Permissive Overlap Phasing & Timing (Basic)
Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
Vehicle Extension [s] 3.0 3.0 3.0 3.0 0.0 3.0 3.0
Minimum Green [s] 5 10 5 10 0 5 5
Lead / Lag Lead - Lead - - Lead -
Split [s] 18.0 33.0 21.0 36.0 0.0 26.0 18.0
Phasing & Timing: Pattern 1
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
23 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 1: 1 Existing AM PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 8.20 0.28 11.83 0.69 0.69 6.29 0.06 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.11 0.50 0.50 0.11 0.11 d1, Uniform Delay [s] 38.56 1.67 39.23 2.02 2.02 39.08 33.38 c, Capacity [veh/h] 43 2982 22 1544 1542 24 141
s, saturation flow rate [veh/h] 1810 3618 1810 1900 1898 1810 1615 (v / s)_i Volume / Saturation Flow Rate 0.01 0.26 0.00 0.30 0.30 0.00 0.00 g / C, Green / Cycle 0.02 0.83 0.01 0.81 0.81 0.01 0.09 g_i, Effective Green Time [s] 1.9 66.0 0.9 65.1 65.1 1.0 6.9 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 0.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Calculated Cycle Length [s] 80 80 80 80 80 80 80
Lane Group L C L C C L R
Lane Group Calculations
95th-Percentile Queue Length [ft/ln] 21.77 14.23 10.73 34.99 34.97 7.94 2.46 95th-Percentile Queue Length [veh/ln] 0.87 0.57 0.43 1.40 1.40 0.32 0.10 50th-Percentile Queue Length [ft/ln] 12.09 7.90 5.96 19.44 19.43 4.41 1.37 50th-Percentile Queue Length [veh/ln] 0.48 0.32 0.24 0.78 0.78 0.18 0.05 Critical Lane Group Yes No No No Yes Yes No
Lane Group LOS D A D A A D C
d, Delay for Lane Group [s/veh] 46.76 1.94 51.06 2.71 2.71 45.37 33.44 X, volume / capacity 0.49 0.32 0.41 0.37 0.37 0.29 0.02 Lane Group Results
24 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 1: 1 Existing AM Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 46.76 1.94 51.06 2.71 2.71 45.37 33.44 Movement LOS D A D A A D C
d_A, Approach Delay [s/veh] 2.92 3.08 41.79
Approach LOS A A D
d_I, Intersection Delay [s/veh] 3.19
Intersection LOS A
Intersection V/C 0.364
Emissions
Vehicle Miles Traveled [mph] 16.26 727.78 3.71 237.87 237.59 0.61 0.26 Stops [stops/h] 21.77 28.46 10.73 34.99 34.97 7.94 2.46 Fuel consumption [US gal/h] 1.03 25.67 0.35 8.91 8.90 0.13 0.04 CO [g/h] 71.84 1794.48 24.76 622.55 621.84 9.34 3.13
NOx [g/h] 13.98 349.14 4.82 121.13 120.99 1.82 0.61
VOC [g/h] 16.65 415.89 5.74 144.28 144.12 2.16 0.73
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 0.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 31.51 0.00 31.51
I_p,int, Pedestrian LOS Score for Intersectio 2.963 0.000 1.947 Crosswalk LOS C F A
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 725 800 550 d_b, Bicycle Delay [s] 16.26 14.40 21.03
I_b,int, Bicycle LOS Score for Intersection 2.352 2.517 1.560 Bicycle LOS B B A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - - - - - - - - - - - - - -
Ring 1 1 2 3 - - - - - - - - - - - - -
Sequence
25 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 1: 1 Existing AM Intersection Level Of Service Report
Intersection 6: Magnolia Ave/Mission Gorge Rd
Control Type: Signalized Delay (sec / veh): 20.5
Analysis Method: HCM 7th Edition Level Of Service: C
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.642 Crosswalk No No No No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 40.00 45.00 40.00 45.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 245.00 100.00 100.00 220.00 100.00 135.00 175.00 100.00 610.00 135.00 100.00 130.00 No. of Lanes in Entry Pocket 2 0 0 2 0 1 2 0 1 2 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Magnolia Avenue Magnolia Avenue Mission Gorge Road Mission Gorge Road Intersection Setup
26 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 1: 1 Existing AM Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 178 685 342 209 781 151 121 252 134 335 614 199 Total 15-Minute Volume [veh/h] 45 171 86 52 195 38 30 63 34 84 154 50 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 Total Hourly Volume [veh/h] 173 664 332 203 758 146 117 244 130 325 596 193 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 173 664 332 203 758 146 117 244 130 325 596 193 Name Magnolia Avenue Magnolia Avenue Mission Gorge Road Mission Gorge Road Volumes
27 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 1: 1 Existing AM Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 60
Signal Coordination Group -
Located in CBD No
Intersection Settings
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Advanced Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Advanced Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 l2, Clearance Lost Time [s] 2.0 2.0 2.0 2.0 2.0 0.0 2.0 2.0 2.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 2.0 2.0 2.0 0.0 2.0 2.0 2.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0.0 24.0 24.0 0.0 24.0 0.0 0.0 24.0 24.0 0.0 24.0 0.0 Walk [s] 0.0 5.0 5.0 0.0 5.0 0.0 0.0 5.0 5.0 0.0 5.0 0.0 All red [s] 1.0 1.0 1.0 1.0 1.0 0.0 1.0 1.0 1.0 1.0 1.0 0.0 Amber [s] 3.0 3.0 3.0 3.0 3.0 0.0 3.0 3.0 3.0 3.0 3.0 0.0 Maximum Green [s] 30 30 30 30 30 0 30 30 30 30 30 0
Auxiliary Signal Groups 6,7 1,8
Signal Group 1 6 6 5 2 0 3 8 8 7 4 0
Flashing Yellow Arrow
Control Type Protecte Permiss Overlap Protecte Permiss Permiss Protecte Permiss Overlap Protecte Permiss Permiss Phasing & Timing (Basic)
Pedestrian Recall No No No No No No No No No No
Maximum Recall No No No No No No No No No No
Minimum Recall No No No No No No No No No No
Vehicle Extension [s] 3.0 3.0 3.0 3.0 3.0 0.0 3.0 3.0 3.0 3.0 3.0 0.0 Minimum Green [s] 5 10 10 5 10 0 5 10 10 5 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Split [s] 10.0 14.0 14.0 20.0 24.0 0.0 9.0 14.0 14.0 12.0 17.0 0.0 Phasing & Timing: Pattern 1
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
28 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 1: 1 Existing AM PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, 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 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 1.55 1.86 1.34 1.86 2.42 1.21 1.38 0.46 0.48 2.05 1.38 1.25 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.50 0.11 0.11 0.20 0.11 0.11 0.11 d1, Uniform Delay [s] 26.15 16.24 8.14 26.07 16.50 14.27 26.73 22.41 14.98 24.91 21.57 20.43 c, Capacity [veh/h] 317 1221 868 337 1242 554 254 602 522 469 822 367 s, saturation flow rate [veh/h] 3514 3618 1615 3514 3618 1615 3514 3618 1615 3514 3618 1615 (v / s)_i Volume / Saturation Flow Rate 0.05 0.19 0.21 0.06 0.22 0.09 0.03 0.07 0.08 0.10 0.17 0.12 g / C, Green / Cycle 0.09 0.34 0.54 0.09 0.34 0.34 0.07 0.17 0.32 0.13 0.23 0.23 g_i, Effective Green Time [s] 5.4 20.3 32.3 5.7 20.6 20.6 4.3 10.0 19.4 8.0 13.6 13.6 l2, Clearance Lost Time [s] 2.00 2.00 0.00 2.00 2.00 2.00 2.00 2.00 0.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Calculated Cycle Length [s] 60 60 60 60 60 60 60 60 60 60 60 60 Lane Group L C R L C R L C R L C R
Lane Group Calculations
95th-Percentile Queue Length [ft/ln] 52.96 160.35 99.52 61.51 184.19 63.71 36.37 66.08 55.35 96.65 162.01 100.82 95th-Percentile Queue Length [veh/ln] 2.12 6.41 3.98 2.46 7.37 2.55 1.45 2.64 2.21 3.87 6.48 4.03 50th-Percentile Queue Length [ft/ln] 29.42 89.08 55.29 34.17 102.33 35.39 20.21 36.71 30.75 53.69 90.01 56.01 50th-Percentile Queue Length [veh/ln] 1.18 3.56 2.21 1.37 4.09 1.42 0.81 1.47 1.23 2.15 3.60 2.24 Critical Lane Group Yes No No No Yes No Yes No No No Yes No Lane Group LOS C B A C B B C C B C C C
d, Delay for Lane Group [s/veh] 27.70 18.10 9.48 27.93 18.92 15.49 28.11 22.87 15.46 26.96 22.95 21.67 X, volume / capacity 0.56 0.56 0.39 0.62 0.63 0.27 0.48 0.42 0.26 0.71 0.75 0.54 Lane Group Results
29 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 1: 1 Existing AM Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 27.70 18.10 9.48 27.93 18.92 15.49 28.11 22.87 15.46 26.96 22.95 21.67 Movement LOS C B A C B B C C B C C C
d_A, Approach Delay [s/veh] 17.07 20.12 22.16 23.90
Approach LOS B C C C
d_I, Intersection Delay [s/veh] 20.54
Intersection LOS C
Intersection V/C 0.642
Emissions
Vehicle Miles Traveled [mph] 18.20 70.03 34.96 161.81 604.67 116.91 18.27 38.06 20.24 33.61 61.60 19.97 Stops [stops/h] 141.23 427.59 132.69 164.03 491.16 84.95 97.00 176.21 73.81 257.72 432.03 134.43 Fuel consumption [US gal/h] 3.04 9.23 3.22 8.77 29.84 5.54 2.30 4.27 1.87 6.19 10.35 3.23 CO [g/h] 212.67 645.34 224.77 613.30 2085.93 387.21 160.74 298.28 130.82 432.98 723.53 226.03 NOx [g/h] 41.38 125.56 43.73 119.33 405.85 75.34 31.27 58.03 25.45 84.24 140.77 43.98 VOC [g/h] 49.29 149.56 52.09 142.14 483.43 89.74 37.25 69.13 30.32 100.35 167.68 52.38 Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 0.00 0.00
I_p,int, Pedestrian LOS Score for Intersectio 0.000 0.000 0.000 0.000 Crosswalk LOS F F F F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 333 667 333 433 d_b, Bicycle Delay [s] 20.83 13.33 20.83 18.41
I_b,int, Bicycle LOS Score for Intersection 2.554 2.501 1.978 2.507 Bicycle LOS B B A B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
30 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 1: 1 Existing AM Intersection Level Of Service Report
Intersection 7: Park Center Dr/Riverwalk Dr
Control Type: All-way stop Delay (sec / veh): 8.4
Analysis Method: HCM 7th Edition Level Of Service: A
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.241 Crosswalk Yes Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 25.00 25.00 25.00 10.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Park Center Drive Park Center Drive Riverwalk Riverwalk Intersection Setup
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 10 15 0 19 21 181 151 15 18 0 4 4 Total 15-Minute Volume [veh/h] 3 4 0 5 5 45 38 4 4 0 1 1 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.6680 0.6680 0.6680 0.6680 0.6680 0.6680 0.6680 0.6680 0.6680 0.6680 0.6680 0.6680 Total Hourly Volume [veh/h] 7 10 0 13 14 121 101 10 12 0 3 3 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 7 10 0 13 14 121 101 10 12 0 3 3 Name Park Center Drive Park Center Drive Riverwalk Riverwalk Volumes
31 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 1: 1 Existing AM Intersection Settings
Degree of Utilization, x 0.03 0.24 0.23 0.01
Capacity per Entry Lane [veh/h] 771 919 794 829
Lanes
Intersection LOS A
Intersection Delay [s/veh] 8.44
Approach LOS A A A A
Approach Delay [s/veh] 7.83 8.16 8.90 7.38
95th-Percentile Queue Length [ft] 2.51 23.50 22.38 0.73 95th-Percentile Queue Length [veh] 0.10 0.94 0.90 0.03
Movement, Approach, & Intersection Results
32 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 1: 1 Existing AM Intersection Level Of Service Report
Intersection 8: Park Center Dr/Park Dwy
Control Type: Two-way stop Delay (sec / veh): 0.0
Analysis Method: HCM 7th Edition Level Of Service: A
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.000 Crosswalk Yes Yes
Grade [%] 0.00 0.00
Speed [mph] 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00
No. of Lanes in Exit Pocket 0 0
Entry Pocket Length [ft] 100.00 100.00
No. of Lanes in Entry Pocket 0 0
Lane Width [ft] 12.00 12.00
Turning Movement Right Left
Lane Configuration
Approach Southbound Eastbound
Name Park Center Drive Park Driveway
Intersection Setup
Pedestrian Volume [ped/h] 0 0
Total Analysis Volume [veh/h] 39 25
Total 15-Minute Volume [veh/h] 10 6
Other Adjustment Factor 1.0000 1.0000
Peak Hour Factor 0.6680 0.6680
Total Hourly Volume [veh/h] 26 17
Other Volume [veh/h] 0 0
Existing Site Adjustment Volume [veh/h] 0 0
Pass-by Trips [veh/h] 0 0
Diverted Trips [veh/h] 0 0
Site-Generated Trips [veh/h] 0 0
In-Process Volume [veh/h] 0 0
Growth Factor 1.0000 1.0000
Heavy Vehicles Percentage [%] 0.00 0.00
Base Volume Adjustment Factor 1.0000 1.0000
Base Volume Input [veh/h] 26 17
Name Park Center Drive Park Driveway
Volumes
33 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 1: 1 Existing AM Number of Storage Spaces in Median 0 0
Two-Stage Gap Acceptance
Storage Area [veh] 0 0
Flared Lane
Priority Scheme Free Free
Intersection Settings
Intersection LOS A
d_I, Intersection Delay [s/veh] 0.00
Approach LOS A A
d_A, Approach Delay [s/veh] 0.00 0.00
95th-Percentile Queue Length [ft/ln] 0.00 0.00
95th-Percentile Queue Length [veh/ln] 0.00 0.00
Movement LOS A A
d_M, Delay for Movement [s/veh] 0.00 0.00
V/C, Movement V/C Ratio 0.00 0.00
Movement, Approach, & Intersection Results
34 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 1: 1 Existing AM Intersection Level Of Service Report
Intersection 9: Cottonwood Ave/Park Center Dr
Control Type: Two-way stop Delay (sec / veh): 7.2
Analysis Method: HCM 7th Edition Level Of Service: A
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.003 Crosswalk Yes Yes Yes
Grade [%] 0.00 0.00 0.00
Speed [mph] 25.00 25.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name Cottonwood Avenue Cottonwood Avenue Park Center Drive Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 0 5 5 0 0 0
Total 15-Minute Volume [veh/h] 0 1 1 0 0 0
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 0 5 5 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 0 5 5 0 0 0
Name Cottonwood Avenue Cottonwood Avenue Park Center Drive Volumes
35 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 1: 1 Existing AM Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane No
Priority Scheme Free Free Stop
Intersection Settings
Intersection LOS A
d_I, Intersection Delay [s/veh] 3.61
Approach LOS A A A
d_A, Approach Delay [s/veh] 0.00 7.22 8.44
95th-Percentile Queue Length [ft/ln] 0.00 0.00 0.23 0.23 0.00 0.00 95th-Percentile Queue Length [veh/ln] 0.00 0.00 0.01 0.01 0.00 0.00 Movement LOS A A A A A A
d_M, Delay for Movement [s/veh] 0.00 0.00 7.22 0.00 8.57 8.31 V/C, Movement V/C Ratio 0.00 0.00 0.00 0.00 0.00 0.00
Movement, Approach, & Intersection Results
36 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 1: 1 Existing AM Intersection Level Of Service Report
Intersection 10: Cottonwood/River Bluff Dr
Control Type: Two-way stop Delay (sec / veh): 8.3
Analysis Method: HCM 7th Edition Level Of Service: A
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.005 Crosswalk Yes Yes Yes
Grade [%] 0.00 0.00 0.00
Speed [mph] 25.00 25.00 25.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name Cottonwood Avenue Cottonwood Avenue River Bluff Drive Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 0 0 0 0 0 5
Total 15-Minute Volume [veh/h] 0 0 0 0 0 1
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 0 0 0 0 0 5
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 0 0 0 0 0 5
Name Cottonwood Avenue Cottonwood Avenue River Bluff Drive Volumes
37 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 1: 1 Existing AM Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane No
Priority Scheme Free Free Stop
Intersection Settings
Intersection LOS A
d_I, Intersection Delay [s/veh] 8.32
Approach LOS A A A
d_A, Approach Delay [s/veh] 0.00 3.60 8.32
95th-Percentile Queue Length [ft/ln] 0.00 0.00 0.00 0.00 0.35 0.35 95th-Percentile Queue Length [veh/ln] 0.00 0.00 0.00 0.00 0.01 0.01 Movement LOS A A A A A A
d_M, Delay for Movement [s/veh] 0.00 0.00 7.20 0.00 8.52 8.32 V/C, Movement V/C Ratio 0.00 0.00 0.00 0.00 0.00 0.00
Movement, Approach, & Intersection Results
38 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 2: 2 Existing PM Intersection Level Of Service Report
Intersection 1: Cuyamaca St/Mast Blvd
Control Type: Signalized Delay (sec / veh): 30.2
Analysis Method: HCM 7th Edition Level Of Service: C
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.604 Crosswalk No No No No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 35.00 35.00 40.00 40.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 170.00 100.00 120.00 115.00 100.00 100.00 80.00 100.00 70.00 195.00 100.00 100.00 No. of Lanes in Entry Pocket 2 0 1 1 0 0 1 0 1 2 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Cuyamaca Street Cuyamaca Street Mast Boulevard Mast Boulevard Intersection Setup
1 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 2: 2 Existing PM Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 269 220 428 14 175 119 189 618 284 304 298 13 Total 15-Minute Volume [veh/h] 67 55 107 3 44 30 47 155 71 76 74 3 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9410 0.9410 0.9410 0.9410 0.9410 0.9410 0.9410 0.9410 0.9410 0.9410 0.9410 0.9410 Total Hourly Volume [veh/h] 253 207 403 13 165 112 178 582 267 286 280 12 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 253 207 403 13 165 112 178 582 267 286 280 12 Name Cuyamaca Street Cuyamaca Street Mast Boulevard Mast Boulevard Volumes
2 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 2: 2 Existing PM Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Advanced Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Advanced Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 l2, Clearance Lost Time [s] 2.0 2.0 2.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 2.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0.0 21.0 21.0 0.0 21.0 0.0 0.0 24.0 0.0 0.0 17.0 0.0 Walk [s] 0.0 5.0 5.0 0.0 5.0 0.0 0.0 5.0 0.0 0.0 5.0 0.0 All red [s] 1.0 1.0 1.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 3.0 3.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Maximum Green [s] 30 30 30 30 30 0 30 30 0 30 30 0
Auxiliary Signal Groups 6,7
Signal Group 1 6 6 5 2 0 3 8 0 7 4 0
Flashing Yellow Arrow
Control Type Protecte Permiss Overlap Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing (Basic)
Pedestrian Recall No No No No No No No No No
Maximum Recall No No No No No No No No No
Minimum Recall No No No No No No No No No
Vehicle Extension [s] 3.0 3.0 3.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Minimum Green [s] 5 10 10 5 10 0 5 10 0 5 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Split [s] 12.0 32.0 32.0 10.0 30.0 0.0 22.0 33.0 0.0 15.0 26.0 0.0 Phasing & Timing: Pattern 1
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
3 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 2: 2 Existing PM PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, 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 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 3.21 0.16 1.24 9.84 0.64 0.80 7.51 2.02 5.46 2.16 0.64 0.65 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.50 0.11 0.11 0.12 0.11 0.11 0.11 d1, Uniform Delay [s] 39.32 13.45 8.07 43.80 18.46 18.57 38.38 33.65 33.86 37.96 30.71 30.71 c, Capacity [veh/h] 358 1701 1029 31 733 638 228 769 343 430 397 391 s, saturation flow rate [veh/h] 3514 3618 1615 1810 1900 1654 1810 3618 1615 3514 1900 1872 (v / s)_i Volume / Saturation Flow Rate 0.08 0.06 0.27 0.01 0.08 0.09 0.10 0.17 0.18 0.09 0.08 0.08 g / C, Green / Cycle 0.10 0.47 0.64 0.02 0.39 0.39 0.13 0.21 0.21 0.12 0.21 0.21 g_i, Effective Green Time [s] 9.2 42.4 57.4 1.5 34.7 34.7 11.3 19.1 19.1 11.0 18.8 18.8 l2, Clearance Lost Time [s] 2.00 2.00 0.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Calculated Cycle Length [s] 90 90 90 90 90 90 90 90 90 90 90 90 Lane Group L C R L C C L C R L C C
Lane Group Calculations
95th-Percentile Queue Length [ft/ln] 133.94 54.99 171.87 17.46 97.34 91.59 195.44 260.78 255.65 145.12 129.35 127.78 95th-Percentile Queue Length [veh/ln] 5.36 2.20 6.87 0.70 3.89 3.66 7.82 10.43 10.23 5.80 5.17 5.11 50th-Percentile Queue Length [ft/ln] 74.41 30.55 95.48 9.70 54.08 50.89 109.60 157.78 153.91 80.62 71.86 70.99 50th-Percentile Queue Length [veh/ln] 2.98 1.22 3.82 0.39 2.16 2.04 4.38 6.31 6.16 3.22 2.87 2.84 Critical Lane Group No No Yes Yes No No No No Yes Yes No No Lane Group LOS D B A D B B D D D D C C
d, Delay for Lane Group [s/veh] 42.53 13.60 9.31 53.64 19.11 19.37 45.88 35.68 39.32 40.11 31.34 31.36 X, volume / capacity 0.75 0.13 0.42 0.45 0.21 0.22 0.83 0.80 0.83 0.71 0.39 0.40 Lane Group Results
4 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 2: 2 Existing PM Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 42.53 13.60 9.31 53.64 19.14 19.37 45.88 35.68 39.32 40.11 31.35 31.36 Movement LOS D B A D B B D D D D C C
d_A, Approach Delay [s/veh] 20.09 20.80 38.39 35.68
Approach LOS C C D D
d_I, Intersection Delay [s/veh] 30.25
Intersection LOS C
Intersection V/C 0.604
Emissions
Vehicle Miles Traveled [mph] 15.05 12.31 23.95 0.81 8.87 8.22 10.46 34.20 15.72 18.79 9.67 9.55 Stops [stops/h] 238.11 97.76 152.77 15.52 86.52 81.42 175.36 504.89 246.26 257.98 114.98 113.59 Fuel consumption [US gal/h] 4.69 1.81 2.87 0.30 1.58 1.48 3.86 10.67 5.25 5.69 2.47 2.44 CO [g/h] 328.00 126.76 200.81 21.01 110.61 103.67 269.95 745.94 367.28 397.66 172.95 170.83 NOx [g/h] 63.82 24.66 39.07 4.09 21.52 20.17 52.52 145.13 71.46 77.37 33.65 33.24 VOC [g/h] 76.02 29.38 46.54 4.87 25.63 24.03 62.56 172.88 85.12 92.16 40.08 39.59 Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 0.00 0.00
I_p,int, Pedestrian LOS Score for Intersectio 0.000 0.000 0.000 0.000 Crosswalk LOS F F F F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 622 578 644 489 d_b, Bicycle Delay [s] 21.36 22.76 20.67 25.69
I_b,int, Bicycle LOS Score for Intersection 2.316 1.814 2.460 2.067 Bicycle LOS B A B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
5 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 2: 2 Existing PM Intersection Level Of Service Report
Intersection 2: Cuyamaca St/Riverwalk Dr
Control Type: Signalized Delay (sec / veh): 14.0
Analysis Method: HCM 7th Edition Level Of Service: B
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.409 Crosswalk No No No No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 35.00 35.00 10.00 25.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 95.00 95.00 100.00 100.00 25.00 100.00 100.00 60.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 1 1 0 1 1 0 0 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Cuyamaca Street Cuyamaca Street Riverwalk Riverwalk Intersection Setup
6 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 2: 2 Existing PM Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 38 809 124 88 686 2 7 1 16 102 0 49 Total 15-Minute Volume [veh/h] 9 202 31 22 172 1 2 0 4 26 0 12 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9760 0.9760 0.9760 0.9760 0.9760 0.9760 0.9760 0.9760 0.9760 0.9760 0.9760 0.9760 Total Hourly Volume [veh/h] 37 790 121 86 670 2 7 1 16 100 0 48 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 37 790 121 86 670 2 7 1 16 100 0 48 Name Cuyamaca Street Cuyamaca Street Riverwalk Riverwalk Volumes
7 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 2: 2 Existing PM Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 70
Signal Coordination Group -
Located in CBD No
Intersection Settings
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Advanced Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Advanced Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0.0 10.0 0.0 0.0 10.0 0.0 0.0 21.0 0.0 0.0 17.0 0.0 Walk [s] 0.0 5.0 0.0 0.0 5.0 0.0 0.0 5.0 0.0 0.0 5.0 0.0 All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Maximum Green [s] 30 30 0 30 30 0 0 30 0 0 30 0
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 0 8 0 0 4 0
Flashing Yellow Arrow
Control Type Protecte Permiss Permiss Protecte Permiss Permiss Split Split Split Split Split Split Phasing & Timing (Basic)
Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Minimum Green [s] 5 10 0 5 10 0 0 10 0 0 10 0
Lead / Lag Lead - - Lead - - - - - - - -
Split [s] 9.0 14.0 0.0 28.0 33.0 0.0 0.0 14.0 0.0 0.0 14.0 0.0 Phasing & Timing: Pattern 1
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
8 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 2: 2 Existing PM PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 7.00 0.74 0.38 8.45 0.49 0.00 0.31 1.06 1.13 0.51 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.50 0.11 0.11 0.11 0.11 d1, Uniform Delay [s] 33.11 10.56 8.88 32.09 8.96 7.27 31.45 31.65 27.73 26.99 c, Capacity [veh/h] 68 1867 833 120 1970 879 98 88 245 219 s, saturation flow rate [veh/h] 1810 3618 1615 1810 3618 1615 1810 1629 1810 1615 (v / s)_i Volume / Saturation Flow Rate 0.02 0.22 0.08 0.05 0.19 0.00 0.00 0.01 0.06 0.03 g / C, Green / Cycle 0.04 0.52 0.52 0.07 0.55 0.55 0.05 0.05 0.14 0.14 g_i, Effective Green Time [s] 2.6 36.2 36.2 4.6 38.2 38.2 3.8 3.8 9.5 9.5 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Calculated Cycle Length [s] 70 70 70 70 70 70 70 70 70 70 Lane Group L C R L C R L C L C
Lane Group Calculations
95th-Percentile Queue Length [ft/ln] 33.21 155.72 41.86 75.34 115.24 0.57 5.57 13.85 72.31 33.59 95th-Percentile Queue Length [veh/ln] 1.33 6.23 1.67 3.01 4.61 0.02 0.22 0.55 2.89 1.34 50th-Percentile Queue Length [ft/ln] 18.45 86.51 23.26 41.86 64.02 0.32 3.09 7.70 40.17 18.66 50th-Percentile Queue Length [veh/ln] 0.74 3.46 0.93 1.67 2.56 0.01 0.12 0.31 1.61 0.75 Critical Lane Group No Yes No Yes No No No Yes Yes No
Lane Group LOS D B A D A A C C C C
d, Delay for Lane Group [s/veh] 40.11 11.29 9.26 40.54 9.45 7.27 31.75 32.71 28.86 27.50 X, volume / capacity 0.56 0.43 0.15 0.74 0.35 0.00 0.07 0.19 0.42 0.22 Lane Group Results
9 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 2: 2 Existing PM Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 40.11 11.29 9.26 40.54 9.45 7.27 31.75 32.71 32.71 28.86 27.50 27.50 Movement LOS D B A D A A C C C C C C
d_A, Approach Delay [s/veh] 12.16 12.97 32.43 28.42
Approach LOS B B C C
d_I, Intersection Delay [s/veh] 14.02
Intersection LOS B
Intersection V/C 0.409
Emissions
Vehicle Miles Traveled [mph] 3.37 71.82 11.01 13.74 107.13 0.31 0.12 0.29 47.04 22.60 Stops [stops/h] 37.95 355.94 47.84 86.11 263.41 0.65 6.36 15.83 82.64 38.39 Fuel consumption [US gal/h] 0.72 7.27 1.01 1.90 7.38 0.02 0.06 0.14 3.03 1.44 CO [g/h] 50.62 508.46 70.81 132.63 516.11 1.38 3.94 9.83 211.89 100.49 NOx [g/h] 9.85 98.93 13.78 25.80 100.42 0.27 0.77 1.91 41.23 19.55 VOC [g/h] 11.73 117.84 16.41 30.74 119.61 0.32 0.91 2.28 49.11 23.29 Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 0.00 0.00
I_p,int, Pedestrian LOS Score for Intersectio 0.000 0.000 0.000 0.000 Crosswalk LOS F F F F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 286 829 286 286 d_b, Bicycle Delay [s] 25.71 12.01 25.71 25.71
I_b,int, Bicycle LOS Score for Intersection 2.361 2.200 1.599 1.809 Bicycle LOS B B A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - - - - - - - - - - - - - -
Ring 1 1 2 4 8 - - - - - - - - - - - -
Sequence
10 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 2: 2 Existing PM Intersection Level Of Service Report
Intersection 3: Park Center Dr/Mast Blvd
Control Type: Signalized Delay (sec / veh): 7.9
Analysis Method: HCM 7th Edition Level Of Service: A
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.452 Crosswalk Yes No Yes
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 40.00 40.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 200.00 100.00 100.00 105.00 90.00 100.00 No. of Lanes in Entry Pocket 1 0 0 1 1 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Right Thru Right Left Thru
Lane Configuration
Approach Northbound Eastbound Westbound
Name Park Center Drive Mast Boulevard Mast Boulevard
Intersection Setup
11 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 2: 2 Existing PM Bicycle Volume [bicycles/h] 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 22 91 937 23 111 596
Total 15-Minute Volume [veh/h] 6 23 234 6 28 149
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9490 0.9490 0.9490 0.9490 0.9490 0.9490 Total Hourly Volume [veh/h] 21 86 889 22 105 566
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 21 86 889 22 105 566
Name Park Center Drive Mast Boulevard Mast Boulevard
Volumes
12 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 2: 2 Existing PM Lost time [s] 10.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 60
Signal Coordination Group -
Located in CBD No
Intersection Settings
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 Advanced Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Advanced Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0
l2, Clearance Lost Time [s] 2.0 0.0 2.0 0.0 2.0 2.0
l1, Start-Up Lost Time [s] 2.0 0.0 2.0 0.0 2.0 2.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 17.0 0.0 10.0 0.0 0.0 10.0
Walk [s] 5.0 0.0 5.0 0.0 0.0 5.0
All red [s] 1.0 0.0 1.0 0.0 1.0 1.0
Amber [s] 3.0 0.0 3.0 0.0 3.0 3.0
Maximum Green [s] 30 0 30 0 30 30
Auxiliary Signal Groups
Signal Group 3 0 2 0 1 6
Flashing Yellow Arrow
Control Type Permissive Permissive Permissive Permissive Protected Permissive Phasing & Timing (Basic)
Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
Vehicle Extension [s] 3.0 0.0 3.0 0.0 3.0 3.0
Minimum Green [s] 5 0 10 0 5 10
Lead / Lag Lead - - - Lead -
Split [s] 26.0 0.0 19.0 0.0 15.0 34.0
Phasing & Timing: Pattern 1
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
13 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 2: 2 Existing PM PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.49 6.99 0.53 0.04 7.30 0.17 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.50 0.50 0.11 0.50
d1, Uniform Delay [s] 25.73 26.94 5.29 3.98 26.93 1.63
c, Capacity [veh/h] 144 128 2310 1031 148 2848
s, saturation flow rate [veh/h] 1810 1615 3618 1615 1810 3618 (v / s)_i Volume / Saturation Flow Rate 0.01 0.06 0.26 0.01 0.06 0.16 g / C, Green / Cycle 0.08 0.08 0.64 0.64 0.08 0.79
g_i, Effective Green Time [s] 4.7 4.7 38.4 38.4 4.9 47.3 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 C, Calculated Cycle Length [s] 60 60 60 60 60 60
Lane Group L R C R L C
Lane Group Calculations
95th-Percentile Queue Length [ft/ln] 13.38 65.35 83.61 3.32 77.23 6.12 95th-Percentile Queue Length [veh/ln] 0.54 2.61 3.34 0.13 3.09 0.24 50th-Percentile Queue Length [ft/ln] 7.43 36.30 46.45 1.84 42.90 3.40 50th-Percentile Queue Length [veh/ln] 0.30 1.45 1.86 0.07 1.72 0.14 Critical Lane Group No Yes Yes No Yes No
Lane Group LOS C C A A C A
d, Delay for Lane Group [s/veh] 26.22 33.93 5.82 4.02 34.24 1.79 X, volume / capacity 0.15 0.71 0.41 0.02 0.75 0.21
Lane Group Results
14 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 2: 2 Existing PM Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 26.22 33.93 5.82 4.02 34.24 1.79 Movement LOS C C A A C A
d_A, Approach Delay [s/veh] 32.43 5.78 6.89
Approach LOS C A A
d_I, Intersection Delay [s/veh] 7.91
Intersection LOS A
Intersection V/C 0.452
Emissions
Vehicle Miles Traveled [mph] 2.07 8.55 365.46 8.97 27.38 147.00 Stops [stops/h] 17.83 87.13 222.95 4.42 102.97 16.31
Fuel consumption [US gal/h] 0.30 1.46 16.39 0.38 2.77 5.64 CO [g/h] 21.04 102.19 1145.76 26.81 193.32 394.49
NOx [g/h] 4.09 19.88 222.92 5.22 37.61 76.75
VOC [g/h] 4.88 23.68 265.54 6.21 44.80 91.43
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 0.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 21.68 0.00 21.68
I_p,int, Pedestrian LOS Score for Intersectio 2.001 0.000 2.732 Crosswalk LOS B F B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 733 500 1000 d_b, Bicycle Delay [s] 12.03 16.88 7.50
I_b,int, Bicycle LOS Score for Intersection 1.560 2.352 2.143 Bicycle LOS A B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - - - - - - - - - - - - - -
Ring 1 1 2 3 - - - - - - - - - - - - -
Sequence
15 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 2: 2 Existing PM Intersection Level Of Service Report
Intersection 4: Magnolia Ave/Mast Blvd
Control Type: Signalized Delay (sec / veh): 21.5
Analysis Method: HCM 7th Edition Level Of Service: C
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.631 Crosswalk No No No No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 45.00 40.00 40.00 35.00
Exit Pocket Length [ft] 0.00 0.00 49.21 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 1 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 170.00 100.00 100.00 140.00 100.00 100.00 140.00 100.00 120.00 165.00 100.00 160.00 No. of Lanes in Entry Pocket 2 0 0 1 0 1 2 0 1 1 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Magnolia Avenue Magnolia Avenue Mast Boulevard Mast Boulevard Intersection Setup
16 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 2: 2 Existing PM Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 313 496 140 61 364 279 377 234 265 66 111 29 Total 15-Minute Volume [veh/h] 78 124 35 15 91 70 94 58 66 17 28 7 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 Total Hourly Volume [veh/h] 299 473 134 58 347 266 360 223 253 63 106 28 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 299 473 134 58 347 266 360 223 253 63 106 28 Name Magnolia Avenue Magnolia Avenue Mast Boulevard Mast Boulevard Volumes
17 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 2: 2 Existing PM Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 60
Signal Coordination Group -
Located in CBD No
Intersection Settings
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Advanced Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Advanced Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0.0 21.0 0.0 0.0 24.0 0.0 0.0 21.0 0.0 0.0 21.0 0.0 Walk [s] 0.0 5.0 0.0 0.0 5.0 0.0 0.0 5.0 0.0 0.0 5.0 0.0 All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 3 8 0 7 4 0
Flashing Yellow Arrow
Control Type Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing (Basic)
Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Minimum Green [s] 5 10 0 5 10 0 5 10 0 5 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Split [s] 10.0 15.0 0.0 9.0 14.0 0.0 21.0 14.0 0.0 22.0 15.0 0.0 Phasing & Timing: Pattern 1
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
18 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 2: 2 Existing PM PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, 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 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 1.99 2.07 2.24 6.62 0.79 4.58 1.92 0.16 2.08 6.25 0.18 0.22 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.50 0.11 0.11 0.11 0.11 0.11 0.11 d1, Uniform Delay [s] 25.08 13.93 13.93 27.82 16.03 17.43 24.37 18.45 20.64 27.66 22.32 22.03 c, Capacity [veh/h] 448 723 669 97 1110 495 522 874 390 104 545 243 s, saturation flow rate [veh/h] 3514 1900 1758 1810 3618 1615 3514 3618 1615 1810 3618 1615 (v / s)_i Volume / Saturation Flow Rate 0.09 0.17 0.17 0.03 0.10 0.17 0.11 0.06 0.16 0.04 0.03 0.02 g / C, Green / Cycle 0.13 0.38 0.38 0.05 0.31 0.31 0.15 0.24 0.24 0.06 0.15 0.15 g_i, Effective Green Time [s] 7.7 22.9 22.9 3.2 18.4 18.4 8.9 14.5 14.5 3.4 9.0 9.0 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Calculated Cycle Length [s] 60 60 60 60 60 60 60 60 60 60 60 60 Lane Group L C C L C R L C R L C R
Lane Group Calculations
95th-Percentile Queue Length [ft/ln] 90.41 140.17 131.08 43.34 80.27 153.01 109.43 53.19 142.69 47.00 29.08 15.33 95th-Percentile Queue Length [veh/ln] 3.62 5.61 5.24 1.73 3.21 6.12 4.38 2.13 5.71 1.88 1.16 0.61 50th-Percentile Queue Length [ft/ln] 50.23 77.87 72.82 24.08 44.60 85.00 60.80 29.55 79.27 26.11 16.16 8.52 50th-Percentile Queue Length [veh/ln] 2.01 3.11 2.91 0.96 1.78 3.40 2.43 1.18 3.17 1.04 0.65 0.34 Critical Lane Group Yes No No No No Yes No No Yes Yes No No Lane Group LOS C B B C B C C B C C C C
d, Delay for Lane Group [s/veh] 27.06 16.00 16.17 34.44 16.82 22.01 26.29 18.61 22.72 33.90 22.50 22.25 X, volume / capacity 0.70 0.46 0.46 0.63 0.33 0.56 0.72 0.27 0.68 0.63 0.20 0.12 Lane Group Results
19 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 2: 2 Existing PM Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 27.06 16.05 16.17 34.44 16.82 22.01 26.29 18.61 22.72 33.90 22.50 22.25 Movement LOS C B B C B C C B C C C C
d_A, Approach Delay [s/veh] 19.70 20.40 23.16 26.12
Approach LOS B C C C
d_I, Intersection Delay [s/veh] 21.47
Intersection LOS C
Intersection V/C 0.631
Emissions
Vehicle Miles Traveled [mph] 129.18 136.34 126.15 3.09 18.43 14.13 92.99 57.72 65.36 5.73 9.64 2.52 Stops [stops/h] 241.10 186.89 174.78 57.78 214.06 204.01 291.82 141.84 190.25 62.67 77.55 20.45 Fuel consumption [US gal/h] 9.15 8.07 7.50 1.11 4.01 3.76 8.21 4.35 5.44 1.15 1.46 0.38 CO [g/h] 639.56 564.29 524.45 77.29 280.24 262.80 574.18 303.85 379.93 80.05 101.98 26.64 NOx [g/h] 124.44 109.79 102.04 15.04 54.52 51.13 111.71 59.12 73.92 15.57 19.84 5.18 VOC [g/h] 148.22 130.78 121.55 17.91 64.95 60.91 133.07 70.42 88.05 18.55 23.63 6.17 Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 0.00 0.00
I_p,int, Pedestrian LOS Score for Intersectio 0.000 0.000 0.000 0.000 Crosswalk LOS F F F F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 367 333 333 367 d_b, Bicycle Delay [s] 20.01 20.83 20.83 20.01
I_b,int, Bicycle LOS Score for Intersection 2.343 2.140 2.282 1.730 Bicycle LOS B B B A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
20 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 2: 2 Existing PM Intersection Level Of Service Report
Intersection 5: Magnolia Ave/Park Center Dr
Control Type: Signalized Delay (sec / veh): 2.6
Analysis Method: HCM 7th Edition Level Of Service: A
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.347 Crosswalk Yes No Yes
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 45.00 45.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0
Entry Pocket Length [ft] 120.00 100.00 100.00 100.00 100.00 140.00 100.00 No. of Lanes in Entry Pocket 1 0 1 0 1 1 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru U-turn Thru Right Left Right Lane Configuration
Approach Northbound Southbound Eastbound
Name Magnolia Avenue Magnolia Avenue Park Center Drive
Intersection Setup
21 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 2: 2 Existing PM Bicycle Volume [bicycles/h] 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 11 1069 1 761 3 3 12
Total 15-Minute Volume [veh/h] 3 267 0 190 1 1 3
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9630 0.9630 0.9630 0.9630 0.9630 0.9630 0.9630 Total Hourly Volume [veh/h] 11 1029 1 733 3 3 12
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 11 1029 1 733 3 3 12
Name Magnolia Avenue Magnolia Avenue Park Center Drive
Volumes
22 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 2: 2 Existing PM Lost time [s] 10.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 80
Signal Coordination Group -
Located in CBD No
Intersection Settings
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Advanced Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Advanced Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0
l2, Clearance Lost Time [s] 2.0 2.0 2.0 2.0 0.0 2.0 2.0 l1, Start-Up Lost Time [s] 2.0 2.0 2.0 2.0 0.0 2.0 2.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 0.0 10.0 0.0 10.0 0.0 17.0 0.0 Walk [s] 0.0 5.0 0.0 5.0 0.0 5.0 0.0
All red [s] 1.0 1.0 1.0 1.0 0.0 1.0 1.0
Amber [s] 3.0 3.0 3.0 3.0 0.0 3.0 3.0
Maximum Green [s] 30 30 30 30 0 30 30
Auxiliary Signal Groups 1,3
Signal Group 1 6 5 2 0 3 1
Flashing Yellow Arrow
Control Type Protected Permissive Protected Permissive Permissive Permissive Overlap Phasing & Timing (Basic)
Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
Vehicle Extension [s] 3.0 3.0 3.0 3.0 0.0 3.0 3.0
Minimum Green [s] 5 10 5 10 0 5 5
Lead / Lag Lead - Lead - - Lead -
Split [s] 22.0 35.0 19.0 32.0 0.0 26.0 22.0
Phasing & Timing: Pattern 1
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
23 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 2: 2 Existing PM PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 10.52 0.33 33.20 0.38 0.38 1.11 0.28 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.11 0.50 0.50 0.11 0.11 d1, Uniform Delay [s] 39.10 1.66 39.85 1.68 1.68 38.58 33.88 c, Capacity [veh/h] 26 3000 4 1552 1550 34 134
s, saturation flow rate [veh/h] 1810 3618 1810 1900 1897 1810 1615 (v / s)_i Volume / Saturation Flow Rate 0.01 0.30 0.00 0.20 0.20 0.00 0.01 g / C, Green / Cycle 0.01 0.83 0.00 0.82 0.82 0.02 0.08 g_i, Effective Green Time [s] 1.1 66.4 0.1 65.4 65.4 1.5 6.6 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 0.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Calculated Cycle Length [s] 80 80 80 80 80 80 80
Lane Group L C L C C L R
Lane Group Calculations
95th-Percentile Queue Length [ft/ln] 12.56 13.45 2.42 17.76 17.74 3.03 10.00 95th-Percentile Queue Length [veh/ln] 0.50 0.54 0.10 0.71 0.71 0.12 0.40 50th-Percentile Queue Length [ft/ln] 6.98 7.47 1.34 9.86 9.86 1.68 5.56 50th-Percentile Queue Length [veh/ln] 0.28 0.30 0.05 0.39 0.39 0.07 0.22 Critical Lane Group No Yes Yes No No No Yes
Lane Group LOS D A E A A D C
d, Delay for Lane Group [s/veh] 49.62 1.99 73.06 2.06 2.06 39.69 34.16 X, volume / capacity 0.42 0.36 0.26 0.25 0.25 0.09 0.09 Lane Group Results
24 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 2: 2 Existing PM Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 49.62 1.99 73.06 2.06 2.06 39.69 34.16 Movement LOS D A E A A D C
d_A, Approach Delay [s/veh] 2.47 2.15 35.27
Approach LOS A A D
d_I, Intersection Delay [s/veh] 2.61
Intersection LOS A
Intersection V/C 0.347
Emissions
Vehicle Miles Traveled [mph] 8.52 827.65 0.41 157.76 157.56 0.26 1.04 Stops [stops/h] 12.56 26.90 2.42 17.76 17.74 3.03 10.00 Fuel consumption [US gal/h] 0.56 29.14 0.06 5.79 5.78 0.05 0.18 CO [g/h] 39.08 2036.68 4.13 404.62 404.10 3.62 12.70
NOx [g/h] 7.60 396.26 0.80 78.72 78.62 0.70 2.47
VOC [g/h] 9.06 472.02 0.96 93.77 93.65 0.84 2.94
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 0.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 31.51 0.00 31.51
I_p,int, Pedestrian LOS Score for Intersectio 2.838 0.000 1.945 Crosswalk LOS C F A
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 775 700 550 d_b, Bicycle Delay [s] 15.01 16.90 21.03
I_b,int, Bicycle LOS Score for Intersection 2.451 2.191 1.560 Bicycle LOS B B A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - - - - - - - - - - - - - -
Ring 1 1 2 3 - - - - - - - - - - - - -
Sequence
25 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 2: 2 Existing PM Intersection Level Of Service Report
Intersection 6: Magnolia Ave/Mission Gorge Rd-Woodside Ave Control Type: Signalized Delay (sec / veh): 23.0
Analysis Method: HCM 7th Edition Level Of Service: C
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.790 Crosswalk No No No No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 40.00 45.00 40.00 45.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 245.00 100.00 100.00 220.00 100.00 135.00 175.00 100.00 610.00 135.00 100.00 130.00 No. of Lanes in Entry Pocket 2 0 0 2 0 1 2 0 1 2 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Magnolia Avenue Magnolia Avenue Mission Gorge Road Woodside Avenue Intersection Setup
26 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 2: 2 Existing PM Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 241 833 421 167 664 137 243 686 346 394 609 129 Total 15-Minute Volume [veh/h] 60 208 105 42 166 34 61 172 86 99 152 32 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9460 0.9460 0.9460 0.9460 0.9460 0.9460 0.9460 0.9460 0.9460 0.9460 0.9460 0.9460 Total Hourly Volume [veh/h] 228 788 398 158 628 130 230 649 327 373 576 122 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 228 788 398 158 628 130 230 649 327 373 576 122 Name Magnolia Avenue Magnolia Avenue Mission Gorge Road Woodside Avenue Volumes
27 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 2: 2 Existing PM Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 60
Signal Coordination Group -
Located in CBD No
Intersection Settings
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Advanced Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Advanced Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 l2, Clearance Lost Time [s] 2.0 2.0 2.0 2.0 2.0 0.0 2.0 2.0 2.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 2.0 2.0 2.0 0.0 2.0 2.0 2.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0.0 24.0 24.0 0.0 24.0 0.0 0.0 24.0 24.0 0.0 24.0 0.0 Walk [s] 0.0 5.0 5.0 0.0 5.0 0.0 0.0 5.0 5.0 0.0 5.0 0.0 All red [s] 1.0 1.0 1.0 1.0 1.0 0.0 1.0 1.0 1.0 1.0 1.0 0.0 Amber [s] 3.0 3.0 3.0 3.0 3.0 0.0 3.0 3.0 3.0 3.0 3.0 0.0 Maximum Green [s] 30 30 30 30 30 0 30 30 30 30 30 0
Auxiliary Signal Groups 6,7 1,8
Signal Group 1 6 6 5 2 0 3 8 8 7 4 0
Flashing Yellow Arrow
Control Type Protecte Permiss Overlap Protecte Permiss Permiss Protecte Permiss Overlap Protecte Permiss Permiss Phasing & Timing (Basic)
Pedestrian Recall No No No No No No No No No No
Maximum Recall No No No No No No No No No No
Minimum Recall No No No No No No No No No No
Vehicle Extension [s] 3.0 3.0 3.0 3.0 3.0 0.0 3.0 3.0 3.0 3.0 3.0 0.0 Minimum Green [s] 5 10 10 5 10 0 5 10 10 5 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Split [s] 10.0 14.0 14.0 17.0 21.0 0.0 11.0 17.0 17.0 12.0 18.0 0.0 Phasing & Timing: Pattern 1
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
28 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 2: 2 Existing PM PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, 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 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 2.37 4.97 2.36 1.97 3.17 1.67 2.46 3.29 3.62 4.15 0.88 0.45 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.50 0.11 0.11 0.50 0.11 0.11 0.11 d1, Uniform Delay [s] 26.09 18.93 10.02 26.64 18.87 16.84 26.12 22.72 14.52 25.38 20.28 18.33 c, Capacity [veh/h] 351 1096 812 282 1025 458 351 784 619 469 905 404 s, saturation flow rate [veh/h] 3514 3618 1615 3514 3618 1615 3514 3618 1615 3514 3618 1615 (v / s)_i Volume / Saturation Flow Rate 0.07 0.23 0.26 0.05 0.18 0.08 0.07 0.19 0.21 0.11 0.17 0.08 g / C, Green / Cycle 0.10 0.30 0.50 0.08 0.28 0.28 0.10 0.22 0.38 0.13 0.25 0.25 g_i, Effective Green Time [s] 6.0 18.2 30.2 4.8 17.0 17.0 6.0 13.0 23.0 8.0 15.0 15.0 l2, Clearance Lost Time [s] 2.00 2.00 0.00 2.00 2.00 2.00 2.00 2.00 0.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Calculated Cycle Length [s] 60 60 60 60 60 60 60 60 60 60 60 60 Lane Group L C R L C R L C R L C R
Lane Group Calculations
95th-Percentile Queue Length [ft/ln] 73.11 224.39 150.21 49.96 173.62 66.01 73.91 198.48 165.52 120.77 152.11 58.62 95th-Percentile Queue Length [veh/ln] 2.92 8.98 6.01 2.00 6.94 2.64 2.96 7.94 6.62 4.83 6.08 2.34 50th-Percentile Queue Length [ft/ln] 40.62 130.66 83.45 27.75 96.45 36.67 41.06 111.78 91.95 67.09 84.51 32.57 50th-Percentile Queue Length [veh/ln] 1.62 5.23 3.34 1.11 3.86 1.47 1.64 4.47 3.68 2.68 3.38 1.30 Critical Lane Group No Yes No Yes No No No Yes No Yes No No Lane Group LOS C C B C C B C C B C C B
d, Delay for Lane Group [s/veh] 28.46 23.90 12.38 28.61 22.04 18.51 28.57 26.01 18.14 29.53 21.16 18.78 X, volume / capacity 0.69 0.76 0.52 0.59 0.65 0.30 0.69 0.88 0.56 0.84 0.67 0.32 Lane Group Results
29 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 2: 2 Existing PM Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 28.46 23.90 12.38 28.61 22.04 18.51 28.57 26.01 18.14 29.53 21.16 18.78 Movement LOS C C B C C B C C B C C B
d_A, Approach Delay [s/veh] 21.39 22.67 24.36 23.80
Approach LOS C C C C
d_I, Intersection Delay [s/veh] 22.98
Intersection LOS C
Intersection V/C 0.790
Emissions
Vehicle Miles Traveled [mph] 24.64 85.16 43.04 129.30 514.09 106.07 36.70 103.60 52.25 39.53 61.10 12.94 Stops [stops/h] 194.96 627.18 200.28 133.22 462.98 88.02 197.10 536.56 220.69 322.05 405.63 78.16 Fuel consumption [US gal/h] 4.19 13.26 4.57 7.06 26.36 5.25 4.66 12.61 5.32 7.73 9.76 1.91 CO [g/h] 293.14 927.14 319.44 493.54 1842.32 366.71 326.00 881.63 371.65 540.08 682.25 133.41 NOx [g/h] 57.03 180.39 62.15 96.03 358.45 71.35 63.43 171.53 72.31 105.08 132.74 25.96 VOC [g/h] 67.94 214.87 74.03 114.38 426.97 84.99 75.55 204.33 86.13 125.17 158.12 30.92 Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 0.00 0.00
I_p,int, Pedestrian LOS Score for Intersectio 0.000 0.000 0.000 0.000 Crosswalk LOS F F F F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 333 567 433 467 d_b, Bicycle Delay [s] 20.83 15.41 18.41 17.63
I_b,int, Bicycle LOS Score for Intersection 2.793 2.358 2.611 2.494 Bicycle LOS C B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
30 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 2: 2 Existing PM Intersection Level Of Service Report
Intersection 7: Park Center Dr/Riverwalk Dr - H & H Svc Driveway Control Type: All-way stop Delay (sec / veh): 8.0
Analysis Method: HCM 7th Edition Level Of Service: A
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.196 Crosswalk Yes Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 25.00 25.00 25.00 10.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Park Center Drive Park Center Drive Riverwalk He & Intersection Setup
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 10 14 0 5 36 96 130 5 28 1 8 16 Total 15-Minute Volume [veh/h] 2 4 0 1 9 24 32 1 7 0 2 4 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.8330 0.8330 0.8330 0.8330 0.8330 0.8330 0.8330 0.8330 0.8330 0.8330 0.8330 0.8330 Total Hourly Volume [veh/h] 8 12 0 4 30 80 108 4 23 1 7 13 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 8 12 0 4 30 80 108 4 23 1 7 13 Name Park Center Drive Park Center Drive Riverwalk He & Volumes
31 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 2: 2 Existing PM Intersection Settings
Degree of Utilization, x 0.03 0.15 0.20 0.03
Capacity per Entry Lane [veh/h] 791 913 832 890
Lanes
Intersection LOS A
Intersection Delay [s/veh] 7.95
Approach LOS A A A A
Approach Delay [s/veh] 7.69 7.64 8.38 7.16
95th-Percentile Queue Length [ft] 2.35 13.17 18.12 2.17 95th-Percentile Queue Length [veh] 0.09 0.53 0.72 0.09
Movement, Approach, & Intersection Results
32 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 2: 2 Existing PM Intersection Level Of Service Report
Intersection 8: Park Center Dr/Park Dwy
Control Type: Two-way stop Delay (sec / veh): 0.0
Analysis Method: HCM 7th Edition Level Of Service: A
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.001 Crosswalk Yes Yes
Grade [%] 0.00 0.00
Speed [mph] 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00
No. of Lanes in Exit Pocket 0 0
Entry Pocket Length [ft] 100.00 100.00
No. of Lanes in Entry Pocket 0 0
Lane Width [ft] 12.00 12.00
Turning Movement Right Left
Lane Configuration
Approach Southbound Eastbound
Name Park Center Drive Park Driveway
Intersection Setup
Pedestrian Volume [ped/h] 0 0
Total Analysis Volume [veh/h] 64 24
Total 15-Minute Volume [veh/h] 16 6
Other Adjustment Factor 1.0000 1.0000
Peak Hour Factor 0.8330 0.8330
Total Hourly Volume [veh/h] 53 20
Other Volume [veh/h] 0 0
Existing Site Adjustment Volume [veh/h] 0 0
Pass-by Trips [veh/h] 0 0
Diverted Trips [veh/h] 0 0
Site-Generated Trips [veh/h] 0 0
In-Process Volume [veh/h] 0 0
Growth Factor 1.0000 1.0000
Heavy Vehicles Percentage [%] 0.00 0.00
Base Volume Adjustment Factor 1.0000 1.0000
Base Volume Input [veh/h] 53 20
Name Park Center Drive Park Driveway
Volumes
33 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 2: 2 Existing PM Number of Storage Spaces in Median 0 0
Two-Stage Gap Acceptance
Storage Area [veh] 0 0
Flared Lane
Priority Scheme Free Free
Intersection Settings
Intersection LOS A
d_I, Intersection Delay [s/veh] 0.00
Approach LOS A A
d_A, Approach Delay [s/veh] 0.00 0.00
95th-Percentile Queue Length [ft/ln] 0.00 0.00
95th-Percentile Queue Length [veh/ln] 0.00 0.00
Movement LOS A A
d_M, Delay for Movement [s/veh] 0.00 0.00
V/C, Movement V/C Ratio 0.00 0.00
Movement, Approach, & Intersection Results
34 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 2: 2 Existing PM Intersection Level Of Service Report
Intersection 9: Cottonwood Ave/Park Center Dr
Control Type: Two-way stop Delay (sec / veh): 7.2
Analysis Method: HCM 7th Edition Level Of Service: A
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.005 Crosswalk Yes Yes Yes
Grade [%] 0.00 0.00 0.00
Speed [mph] 25.00 25.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name Cottonwood Avenue Cottonwood Avenue Park Center Drive Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 0 8 8 0 0 0
Total 15-Minute Volume [veh/h] 0 2 2 0 0 0
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 0 8 8 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 0 8 8 0 0 0
Name Cottonwood Avenue Cottonwood Avenue Park Center Drive Volumes
35 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 2: 2 Existing PM Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane No
Priority Scheme Free Free Stop
Intersection Settings
Intersection LOS A
d_I, Intersection Delay [s/veh] 3.61
Approach LOS A A A
d_A, Approach Delay [s/veh] 0.00 7.23 8.46
95th-Percentile Queue Length [ft/ln] 0.00 0.00 0.37 0.37 0.00 0.00 95th-Percentile Queue Length [veh/ln] 0.00 0.00 0.01 0.01 0.00 0.00 Movement LOS A A A A A A
d_M, Delay for Movement [s/veh] 0.00 0.00 7.23 0.00 8.61 8.32 V/C, Movement V/C Ratio 0.00 0.00 0.00 0.00 0.00 0.00
Movement, Approach, & Intersection Results
36 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 2: 2 Existing PM Intersection Level Of Service Report
Intersection 10: Cottonwood/River Bluff Dr
Control Type: Two-way stop Delay (sec / veh): 8.3
Analysis Method: HCM 7th Edition Level Of Service: A
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.007 Crosswalk Yes Yes Yes
Grade [%] 0.00 0.00 0.00
Speed [mph] 25.00 25.00 25.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name Cottonwood Avenue Cottonwood Avenue River Bluff Drive Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 0 0 0 0 0 8
Total 15-Minute Volume [veh/h] 0 0 0 0 0 2
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 0 0 0 0 0 8
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 0 0 0 0 0 8
Name Cottonwood Avenue Cottonwood Avenue River Bluff Drive Volumes
37 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 2: 2 Existing PM Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane No
Priority Scheme Free Free Stop
Intersection Settings
Intersection LOS A
d_I, Intersection Delay [s/veh] 8.32
Approach LOS A A A
d_A, Approach Delay [s/veh] 0.00 3.60 8.32
95th-Percentile Queue Length [ft/ln] 0.00 0.00 0.00 0.00 0.55 0.55 95th-Percentile Queue Length [veh/ln] 0.00 0.00 0.00 0.00 0.02 0.02 Movement LOS A A A A A A
d_M, Delay for Movement [s/veh] 0.00 0.00 7.20 0.00 8.52 8.32 V/C, Movement V/C Ratio 0.00 0.00 0.00 0.00 0.00 0.01
Movement, Approach, & Intersection Results
38 8/4/2025
EXISTING PLUS PROJECT TRAFFIC CONDITIONS (EP)
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 3: 3 Existing + Project AM Intersection Level Of Service Report
Intersection 1: Cuyamaca St/Mast Blvd
Control Type: Signalized Delay (sec / veh): 33.9
Analysis Method: HCM 7th Edition Level Of Service: C
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.657 Crosswalk No No No No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 35.00 35.00 40.00 40.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 170.00 100.00 120.00 115.00 100.00 100.00 80.00 100.00 70.00 195.00 100.00 100.00 No. of Lanes in Entry Pocket 2 0 1 1 0 0 1 0 1 2 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Cuyamaca Street Cuyamaca Street Mast Boulevard Mast Boulevard Intersection Setup
1 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 3: 3 Existing + Project AM Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 259 114 235 7 258 358 87 375 240 311 744 3 Total 15-Minute Volume [veh/h] 65 28 59 2 65 89 22 94 60 78 186 1 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.8950 0.8950 0.8950 0.8950 0.8950 0.8950 0.8950 0.8950 0.8950 0.8950 0.8950 0.8950 Total Hourly Volume [veh/h] 232 102 210 6 231 320 78 336 215 278 666 3 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 2 0 0 8 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 232 102 210 6 231 320 78 334 215 278 658 3 Name Cuyamaca Street Cuyamaca Street Mast Boulevard Mast Boulevard Volumes
2 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 3: 3 Existing + Project AM Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Advanced Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Advanced Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 l2, Clearance Lost Time [s] 2.0 2.0 2.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 2.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0.0 21.0 21.0 0.0 21.0 0.0 0.0 24.0 0.0 0.0 17.0 0.0 Walk [s] 0.0 5.0 5.0 0.0 5.0 0.0 0.0 5.0 0.0 0.0 5.0 0.0 All red [s] 1.0 1.0 1.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 3.0 3.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Maximum Green [s] 9 26 26 11 28 0 12 29 0 8 25 0
Auxiliary Signal Groups 6,7
Signal Group 1 6 6 5 2 0 3 8 0 7 4 0
Flashing Yellow Arrow
Control Type Protecte Permiss Overlap Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing (Basic)
Pedestrian Recall No No No No No No No No No
Maximum Recall No No No No No No No No No
Minimum Recall No No No No No No No No No
Vehicle Extension [s] 3.0 3.0 3.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Minimum Green [s] 5 10 10 5 10 0 5 10 0 5 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Split [s] 13.0 30.0 30.0 15.0 32.0 0.0 16.0 33.0 0.0 12.0 29.0 0.0 Phasing & Timing: Pattern 1
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
3 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 3: 3 Existing + Project AM PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, 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 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 3.08 0.06 0.49 13.61 1.00 2.69 10.29 0.56 3.25 22.66 6.30 6.31 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.50 0.11 0.11 0.11 0.11 0.13 0.13 d1, Uniform Delay [s] 39.38 10.63 6.26 44.29 16.80 18.65 41.53 31.99 33.68 40.98 33.39 33.39 c, Capacity [veh/h] 350 1888 1058 18 821 698 113 730 326 312 433 432 s, saturation flow rate [veh/h] 3514 3618 1615 1810 1900 1615 1810 3618 1615 3514 1900 1897 (v / s)_i Volume / Saturation Flow Rate 0.07 0.03 0.15 0.00 0.14 0.22 0.05 0.10 0.15 0.09 0.20 0.20 g / C, Green / Cycle 0.10 0.52 0.66 0.01 0.43 0.43 0.06 0.20 0.20 0.09 0.23 0.23 g_i, Effective Green Time [s] 9.0 47.0 59.0 0.8 38.9 38.9 5.6 18.1 18.1 8.0 20.5 20.5 l2, Clearance Lost Time [s] 2.00 2.00 0.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Calculated Cycle Length [s] 90 90 90 90 90 90 90 90 90 90 90 90 Lane Group L C R L C C L C R L C C
Lane Group Calculations
95th-Percentile Queue Length [ft/ln] 128.77 24.10 74.42 9.87 159.20 237.67 97.25 159.05 216.01 192.50 321.95 321.61 95th-Percentile Queue Length [veh/ln] 5.15 0.96 2.98 0.39 6.37 9.51 3.89 6.36 8.64 7.70 12.88 12.86 50th-Percentile Queue Length [ft/ln] 71.54 13.39 41.34 5.48 88.45 140.48 54.03 88.36 124.51 107.48 204.64 204.38 50th-Percentile Queue Length [veh/ln] 2.86 0.54 1.65 0.22 3.54 5.62 2.16 3.53 4.98 4.30 8.19 8.18 Critical Lane Group Yes No No No No Yes Yes No No No No Yes Lane Group LOS D B A E B C D C D E D D
d, Delay for Lane Group [s/veh] 42.47 10.69 6.75 57.90 17.80 21.34 51.82 32.55 36.93 63.64 39.69 39.70 X, volume / capacity 0.74 0.06 0.22 0.39 0.31 0.51 0.77 0.51 0.74 1.00 0.86 0.86 Lane Group Results
4 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 3: 3 Existing + Project AM Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 42.47 10.69 6.75 57.90 17.80 21.34 51.82 32.55 36.93 63.64 39.70 39.70 Movement LOS D B A E B C D C D E D D
d_A, Approach Delay [s/veh] 22.70 20.29 36.44 46.73
Approach LOS C C D D
d_I, Intersection Delay [s/veh] 33.92
Intersection LOS C
Intersection V/C 0.657
Emissions
Vehicle Miles Traveled [mph] 14.49 6.38 13.15 0.41 15.00 20.82 4.81 20.75 13.28 19.23 23.11 23.07 Stops [stops/h] 228.93 42.85 66.15 8.77 141.51 224.77 86.44 282.76 199.22 343.95 327.43 327.01 Fuel consumption [US gal/h] 4.51 0.81 1.32 0.16 2.57 4.04 1.94 6.01 4.24 8.09 7.06 7.05 CO [g/h] 315.40 56.85 92.37 11.46 179.71 282.31 135.54 419.77 296.12 565.82 493.71 493.09 NOx [g/h] 61.36 11.06 17.97 2.23 34.96 54.93 26.37 81.67 57.61 110.09 96.06 95.94 VOC [g/h] 73.10 13.18 21.41 2.66 41.65 65.43 31.41 97.28 68.63 131.13 114.42 114.28 Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 0.00 0.00
I_p,int, Pedestrian LOS Score for Intersectio 0.000 0.000 0.000 0.000 Crosswalk LOS F F F F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 578 622 644 556 d_b, Bicycle Delay [s] 22.76 21.36 20.67 23.47
I_b,int, Bicycle LOS Score for Intersection 2.061 2.074 2.139 2.432 Bicycle LOS B B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
5 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 3: 3 Existing + Project AM Intersection Level Of Service Report
Intersection 2: Cuyamaca St/Riverwalk Dr
Control Type: Signalized Delay (sec / veh): 17.1
Analysis Method: HCM 7th Edition Level Of Service: B
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.506 Crosswalk No No No No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 35.00 35.00 10.00 25.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 95.00 95.00 100.00 100.00 25.00 100.00 100.00 60.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 1 1 0 1 1 0 0 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Cuyamaca Street Cuyamaca Street Riverwalk Riverwalk Intersection Setup
6 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 3: 3 Existing + Project AM Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 205 674 125 129 813 5 1 1 5 115 1 99 Total 15-Minute Volume [veh/h] 51 168 31 32 203 1 0 0 1 29 0 25 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.7750 0.7750 0.7750 0.7750 0.7750 0.7750 0.7750 0.7750 0.7750 0.7750 0.7750 0.7750 Total Hourly Volume [veh/h] 159 522 97 100 630 4 1 1 4 89 1 77 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 2 0 0 0 0 0 0 8 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 159 522 95 100 630 4 1 1 4 81 1 77 Name Cuyamaca Street Cuyamaca Street Riverwalk Riverwalk Volumes
7 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 3: 3 Existing + Project AM Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 70
Signal Coordination Group -
Located in CBD No
Intersection Settings
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Advanced Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Advanced Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0.0 10.0 0.0 0.0 10.0 0.0 0.0 21.0 0.0 0.0 17.0 0.0 Walk [s] 0.0 5.0 0.0 0.0 5.0 0.0 0.0 5.0 0.0 0.0 5.0 0.0 All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Maximum Green [s] 30 30 0 30 30 0 0 30 0 0 30 0
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 0 8 0 0 4 0
Flashing Yellow Arrow
Control Type Protecte Permiss Permiss Protecte Permiss Permiss Split Split Split Split Split Split Phasing & Timing (Basic)
Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Minimum Green [s] 5 10 0 5 10 0 0 10 0 0 10 0
Lead / Lag Lead - - Lead - - - - - - - -
Split [s] 12.0 17.0 0.0 15.0 20.0 0.0 0.0 14.0 0.0 0.0 14.0 0.0 Phasing & Timing: Pattern 1
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
8 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 3: 3 Existing + Project AM PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 5.54 0.75 0.50 6.53 1.48 0.02 0.29 2.40 0.85 0.91 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.50 0.11 0.11 0.11 0.11 d1, Uniform Delay [s] 24.88 10.92 9.63 26.48 13.55 10.54 28.79 28.88 22.49 22.45 c, Capacity [veh/h] 258 1649 736 171 1477 659 37 34 293 262 s, saturation flow rate [veh/h] 1810 3618 1615 1810 3618 1615 1810 1656 1810 1617 (v / s)_i Volume / Saturation Flow Rate 0.11 0.19 0.08 0.07 0.22 0.00 0.00 0.00 0.06 0.06 g / C, Green / Cycle 0.14 0.46 0.46 0.09 0.41 0.41 0.02 0.02 0.16 0.16 g_i, Effective Green Time [s] 8.6 27.5 27.5 5.7 24.6 24.6 1.2 1.2 9.7 9.7 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Calculated Cycle Length [s] 60 60 60 60 60 60 60 60 60 60 Lane Group L C R L C R L C L C
Lane Group Calculations
95th-Percentile Queue Length [ft/ln] 134.15 118.29 40.75 88.91 172.63 1.69 0.78 4.92 65.61 57.22 95th-Percentile Queue Length [veh/ln] 5.37 4.73 1.63 3.56 6.91 0.07 0.03 0.20 2.62 2.29 50th-Percentile Queue Length [ft/ln] 74.53 65.71 22.64 49.39 95.91 0.94 0.43 2.73 36.45 31.79 50th-Percentile Queue Length [veh/ln] 2.98 2.63 0.91 1.98 3.84 0.04 0.02 0.11 1.46 1.27 Critical Lane Group Yes No No No Yes No No Yes Yes No
Lane Group LOS C B B C B B C C C C
d, Delay for Lane Group [s/veh] 30.42 11.67 10.13 33.01 15.04 10.56 29.07 31.28 23.34 23.36 X, volume / capacity 0.80 0.41 0.17 0.75 0.55 0.01 0.03 0.18 0.39 0.38 Lane Group Results
9 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 3: 3 Existing + Project AM Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 30.42 11.67 10.13 33.01 15.04 10.56 29.07 31.28 31.28 23.34 23.36 23.36 Movement LOS C B B C B B C C C C C C
d_A, Approach Delay [s/veh] 15.31 17.46 30.96 23.35
Approach LOS B B C C
d_I, Intersection Delay [s/veh] 17.09
Intersection LOS B
Intersection V/C 0.506
Emissions
Vehicle Miles Traveled [mph] 18.20 59.83 11.10 20.15 126.97 0.78 0.02 0.10 53.03 46.12 Stops [stops/h] 178.87 315.43 54.34 118.54 460.35 2.26 1.04 6.56 87.48 76.30 Fuel consumption [US gal/h] 3.31 6.25 1.09 2.53 10.79 0.06 0.01 0.05 3.27 2.84 CO [g/h] 231.23 437.12 76.14 176.56 754.21 4.02 0.53 3.39 228.35 198.65 NOx [g/h] 44.99 85.05 14.81 34.35 146.74 0.78 0.10 0.66 44.43 38.65 VOC [g/h] 53.59 101.31 17.65 40.92 174.80 0.93 0.12 0.79 52.92 46.04 Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 0.00 0.00
I_p,int, Pedestrian LOS Score for Intersectio 0.000 0.000 0.000 0.000 Crosswalk LOS F F F F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 433 533 333 333 d_b, Bicycle Delay [s] 18.41 16.13 20.83 20.83
I_b,int, Bicycle LOS Score for Intersection 2.388 2.341 1.571 1.914 Bicycle LOS B B A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - - - - - - - - - - - - - -
Ring 1 1 2 4 8 - - - - - - - - - - - -
Sequence
10 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 3: 3 Existing + Project AM Intersection Level Of Service Report
Intersection 3: Park Center Dr/Mast Blvd
Control Type: Signalized Delay (sec / veh): 8.1
Analysis Method: HCM 7th Edition Level Of Service: A
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.401 Crosswalk Yes No Yes
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 40.00 40.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 200.00 100.00 100.00 105.00 90.00 100.00 No. of Lanes in Entry Pocket 1 0 0 1 1 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Right Thru Right Left Thru
Lane Configuration
Approach Northbound Eastbound Westbound
Name Park Center Drive Mast Boulevard Mast Boulevard
Intersection Setup
11 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 3: 3 Existing + Project AM Bicycle Volume [bicycles/h] 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 125 52 651 198 132 959
Total 15-Minute Volume [veh/h] 31 13 163 49 33 240
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.8490 0.8490 0.8490 0.8490 0.8490 0.8490 Total Hourly Volume [veh/h] 106 44 553 168 112 814
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 80 0 0 130 0 0
Site-Generated Trips [veh/h] 8 8 0 2 2 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 18 36 553 36 110 814
Name Park Center Drive Mast Boulevard Mast Boulevard
Volumes
12 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 3: 3 Existing + Project AM Lost time [s] 10.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 70
Signal Coordination Group -
Located in CBD No
Intersection Settings
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 Advanced Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Advanced Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0
l2, Clearance Lost Time [s] 2.0 0.0 2.0 0.0 2.0 2.0
l1, Start-Up Lost Time [s] 2.0 0.0 2.0 0.0 2.0 2.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 17.0 0.0 10.0 0.0 0.0 10.0
Walk [s] 5.0 0.0 5.0 0.0 0.0 5.0
All red [s] 1.0 0.0 1.0 0.0 1.0 1.0
Amber [s] 3.0 0.0 3.0 0.0 3.0 3.0
Maximum Green [s] 30 0 30 0 30 30
Auxiliary Signal Groups
Signal Group 3 0 2 0 1 6
Flashing Yellow Arrow
Control Type Permissive Permissive Permissive Permissive Protected Permissive Phasing & Timing (Basic)
Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
Vehicle Extension [s] 3.0 0.0 3.0 0.0 3.0 3.0
Minimum Green [s] 5 0 10 0 5 10
Lead / Lag Lead - - - Lead -
Split [s] 26.0 0.0 19.0 0.0 15.0 34.0
Phasing & Timing: Pattern 1
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
13 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 3: 3 Existing + Project AM PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 4.39 1.10 0.35 0.47 6.41 0.34 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.50 0.50 0.11 0.50
d1, Uniform Delay [s] 26.02 25.03 5.80 5.42 26.40 2.25
c, Capacity [veh/h] 184 164 2177 972 175 2768
s, saturation flow rate [veh/h] 1810 1615 3618 1615 1810 3618 (v / s)_i Volume / Saturation Flow Rate 0.07 0.03 0.18 0.12 0.07 0.27 g / C, Green / Cycle 0.10 0.10 0.60 0.60 0.10 0.77
g_i, Effective Green Time [s] 6.0 6.0 36.2 36.2 5.8 46.0 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 C, Calculated Cycle Length [s] 60 60 60 60 60 60
Lane Group L R C R L C
Lane Group Calculations
95th-Percentile Queue Length [ft/ln] 83.21 31.52 63.47 39.11 89.12 22.50 95th-Percentile Queue Length [veh/ln] 3.33 1.26 2.54 1.56 3.56 0.90 50th-Percentile Queue Length [ft/ln] 46.23 17.51 35.26 21.73 49.51 12.50 50th-Percentile Queue Length [veh/ln] 1.85 0.70 1.41 0.87 1.98 0.50 Critical Lane Group Yes No No No No Yes
Lane Group LOS C C A A C A
d, Delay for Lane Group [s/veh] 30.41 26.13 6.15 5.90 32.81 2.59 X, volume / capacity 0.68 0.32 0.30 0.20 0.75 0.35
Lane Group Results
14 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 3: 3 Existing + Project AM Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 30.41 26.13 6.15 5.90 32.81 2.59 Movement LOS C C A A C A
d_A, Approach Delay [s/veh] 29.16 6.09 6.25
Approach LOS C A A
d_I, Intersection Delay [s/veh] 8.10
Intersection LOS A
Intersection V/C 0.401
Emissions
Vehicle Miles Traveled [mph] 11.75 4.89 253.91 77.23 32.56 236.54 Stops [stops/h] 110.95 42.02 169.26 52.15 118.83 60.00
Fuel consumption [US gal/h] 1.87 0.71 11.57 3.52 3.21 9.57 CO [g/h] 130.74 49.62 808.98 245.78 224.72 668.85
NOx [g/h] 25.44 9.65 157.40 47.82 43.72 130.13
VOC [g/h] 30.30 11.50 187.49 56.96 52.08 155.01
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 0.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 21.68 0.00 21.68
I_p,int, Pedestrian LOS Score for Intersectio 2.086 0.000 2.747 Crosswalk LOS B F B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 733 500 1000 d_b, Bicycle Delay [s] 12.03 16.88 7.50
I_b,int, Bicycle LOS Score for Intersection 1.560 2.260 2.460 Bicycle LOS A B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - - - - - - - - - - - - - -
Ring 1 1 2 3 - - - - - - - - - - - - -
Sequence
15 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 3: 3 Existing + Project AM Intersection Level Of Service Report
Intersection 4: Magnolia Ave/Mast Blvd
Control Type: Signalized Delay (sec / veh): 25.3
Analysis Method: HCM 7th Edition Level Of Service: C
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.772 Crosswalk No No No No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 45.00 40.00 40.00 35.00
Exit Pocket Length [ft] 0.00 0.00 49.21 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 1 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 170.00 100.00 100.00 140.00 100.00 100.00 140.00 100.00 120.00 165.00 100.00 160.00 No. of Lanes in Entry Pocket 2 0 0 1 0 1 2 0 1 1 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Magnolia Avenue Magnolia Avenue Mast Boulevard Mast Boulevard Intersection Setup
16 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 3: 3 Existing + Project AM Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 391 609 51 46 606 410 271 137 266 119 235 30 Total 15-Minute Volume [veh/h] 98 152 13 12 152 103 68 34 66 30 59 7 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9070 0.9070 0.9070 0.9070 0.9070 0.9070 0.9070 0.9070 0.9070 0.9070 0.9070 0.9070 Total Hourly Volume [veh/h] 355 552 46 42 550 372 246 124 241 108 213 27 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 15 0 0 4 0 0 8 0 0 2 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 355 537 46 42 546 372 246 116 241 108 211 27 Name Magnolia Avenue Magnolia Avenue Mast Boulevard Mast Boulevard Volumes
17 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 3: 3 Existing + Project AM Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 70
Signal Coordination Group -
Located in CBD No
Intersection Settings
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Advanced Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Advanced Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0.0 10.0 0.0 0.0 10.0 0.0 0.0 10.0 0.0 0.0 10.0 0.0 Walk [s] 0.0 5.0 0.0 0.0 5.0 0.0 0.0 5.0 0.0 0.0 5.0 0.0 All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Maximum Green [s] 8 17 0 8 17 0 9 13 0 6 10 0
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 3 8 0 7 4 0
Flashing Yellow Arrow
Control Type Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing (Basic)
Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Minimum Green [s] 5 10 0 5 10 0 5 10 0 5 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Split [s] 14.0 24.0 0.0 15.0 25.0 0.0 16.0 19.0 0.0 12.0 15.0 0.0 Phasing & Timing: Pattern 1
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
18 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 3: 3 Existing + Project AM PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, 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 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 2.71 1.35 1.39 6.45 1.29 7.81 2.52 0.14 10.78 8.23 0.39 0.17 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.50 0.11 0.11 0.19 0.11 0.11 0.11 d1, Uniform Delay [s] 28.97 12.88 12.88 32.82 17.71 19.76 30.18 23.66 27.25 31.40 25.78 24.56 c, Capacity [veh/h] 500 854 831 80 1270 567 379 700 313 153 616 275 s, saturation flow rate [veh/h] 3514 1900 1849 1810 3618 1615 3514 3618 1615 1810 3618 1615 (v / s)_i Volume / Saturation Flow Rate 0.11 0.18 0.18 0.03 0.17 0.25 0.08 0.04 0.16 0.07 0.06 0.02 g / C, Green / Cycle 0.14 0.45 0.45 0.04 0.35 0.35 0.11 0.19 0.19 0.08 0.17 0.17 g_i, Effective Green Time [s] 10.0 31.5 31.5 3.0 24.6 24.6 7.5 13.5 13.5 5.9 11.9 11.9 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Calculated Cycle Length [s] 70 70 70 70 70 70 70 70 70 70 70 70 Lane Group L C C L C R L C R L C R
Lane Group Calculations
95th-Percentile Queue Length [ft/ln] 138.25 144.52 141.05 38.86 162.21 261.38 98.57 40.14 212.12 99.95 75.13 18.51 95th-Percentile Queue Length [veh/ln] 5.53 5.78 5.64 1.55 6.49 10.46 3.94 1.61 8.48 4.00 3.01 0.74 50th-Percentile Queue Length [ft/ln] 76.81 80.29 78.36 21.59 90.12 158.23 54.76 22.30 121.67 55.53 41.74 10.28 50th-Percentile Queue Length [veh/ln] 3.07 3.21 3.13 0.86 3.60 6.33 2.19 0.89 4.87 2.22 1.67 0.41 Critical Lane Group Yes No No No No Yes No No Yes Yes No No Lane Group LOS C B B D B C C C D D C C
d, Delay for Lane Group [s/veh] 31.68 14.23 14.27 39.27 18.99 27.57 32.70 23.79 38.03 39.62 26.16 24.73 X, volume / capacity 0.78 0.39 0.39 0.58 0.48 0.72 0.71 0.20 0.85 0.78 0.38 0.11 Lane Group Results
19 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 3: 3 Existing + Project AM Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 31.68 14.25 14.27 39.27 18.99 27.57 32.70 23.79 38.03 39.62 26.16 24.73 Movement LOS C B B D B C C C D D C C
d_A, Approach Delay [s/veh] 20.74 23.18 32.99 30.22
Approach LOS C C C C
d_I, Intersection Delay [s/veh] 25.31
Intersection LOS C
Intersection V/C 0.772
Emissions
Vehicle Miles Traveled [mph] 161.37 138.04 134.35 2.33 30.68 20.76 66.84 33.79 65.61 10.33 20.41 2.61 Stops [stops/h] 316.00 165.17 161.20 44.41 370.77 325.50 225.29 91.74 250.30 114.23 171.73 21.15 Fuel consumption [US gal/h] 11.98 7.75 7.56 0.89 7.08 6.24 6.41 2.77 6.87 2.21 3.32 0.41 CO [g/h] 837.49 542.02 528.10 62.02 495.17 436.26 448.12 193.97 480.05 154.65 232.11 28.61 NOx [g/h] 162.95 105.46 102.75 12.07 96.34 84.88 87.19 37.74 93.40 30.09 45.16 5.57 VOC [g/h] 194.10 125.62 122.39 14.37 114.76 101.11 103.86 44.95 111.26 35.84 53.79 6.63 Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 0.00 0.00
I_p,int, Pedestrian LOS Score for Intersectio 0.000 0.000 0.000 0.000 Crosswalk LOS F F F F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 571 600 429 314 d_b, Bicycle Delay [s] 17.86 17.15 21.61 24.86
I_b,int, Bicycle LOS Score for Intersection 2.427 2.436 2.116 1.876 Bicycle LOS B B B A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
20 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 3: 3 Existing + Project AM Intersection Level Of Service Report
Intersection 5: Magnolia Ave/Park Center Dr
Control Type: Signalized Delay (sec / veh): 13.1
Analysis Method: HCM 7th Edition Level Of Service: B
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.589 Crosswalk Yes No Yes
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 45.00 45.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0
Entry Pocket Length [ft] 120.00 100.00 100.00 100.00 100.00 140.00 100.00 No. of Lanes in Entry Pocket 1 0 1 0 1 1 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru U-turn Thru Right Left Right Lane Configuration
Approach Northbound Southbound Eastbound
Name Magnolia Avenue Magnolia Avenue Park Center Drive
Intersection Setup
21 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 3: 3 Existing + Project AM Bicycle Volume [bicycles/h] 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 137 940 9 1148 9 23 264
Total 15-Minute Volume [veh/h] 34 235 2 287 2 6 66
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9390 0.9390 0.9390 0.9390 0.9390 0.9390 0.9390 Total Hourly Volume [veh/h] 129 883 8 1078 8 22 248
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0 0
Diverted Trips [veh/h] 80 0 0 0 0 0 130
Site-Generated Trips [veh/h] 29 0 0 0 4 15 115
In-Process Volume [veh/h] 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 20 883 8 1078 4 7 3
Name Magnolia Avenue Magnolia Avenue Park Center Drive
Volumes
22 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 3: 3 Existing + Project AM Lost time [s] 10.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 80
Signal Coordination Group -
Located in CBD No
Intersection Settings
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Advanced Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Advanced Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0
l2, Clearance Lost Time [s] 2.0 2.0 2.0 2.0 0.0 2.0 2.0 l1, Start-Up Lost Time [s] 2.0 2.0 2.0 2.0 0.0 2.0 2.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 0.0 10.0 0.0 10.0 0.0 17.0 0.0 Walk [s] 0.0 5.0 0.0 5.0 0.0 5.0 0.0
All red [s] 1.0 1.0 1.0 1.0 0.0 1.0 1.0
Amber [s] 3.0 3.0 3.0 3.0 0.0 3.0 3.0
Maximum Green [s] 30 30 30 30 0 30 30
Auxiliary Signal Groups 1,3
Signal Group 1 6 5 2 0 3 1
Flashing Yellow Arrow
Control Type Protected Permissive Protected Permissive Permissive Permissive Overlap Phasing & Timing (Basic)
Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
Vehicle Extension [s] 3.0 3.0 3.0 3.0 0.0 3.0 3.0
Minimum Green [s] 5 10 5 10 0 5 5
Lead / Lag Lead - Lead - - Lead -
Split [s] 19.0 33.0 21.0 35.0 0.0 26.0 19.0
Phasing & Timing: Pattern 1
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
23 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 3: 3 Existing + Project AM PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 1.37 0.45 10.08 2.25 2.26 0.12 0.56 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.11 0.50 0.50 0.11 0.11 d1, Uniform Delay [s] 31.06 5.53 39.17 12.17 12.17 28.78 19.59 c, Capacity [veh/h] 277 2460 23 1026 1023 284 581
s, saturation flow rate [veh/h] 1810 3618 1810 1900 1895 1810 1615 (v / s)_i Volume / Saturation Flow Rate 0.08 0.26 0.00 0.30 0.30 0.01 0.16 g / C, Green / Cycle 0.15 0.68 0.01 0.54 0.54 0.16 0.36 g_i, Effective Green Time [s] 12.2 54.5 1.0 43.2 43.2 12.6 28.8 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 0.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Calculated Cycle Length [s] 80 80 80 80 80 80 80
Lane Group L C L C C L R
Lane Group Calculations
95th-Percentile Queue Length [ft/ln] 106.51 107.67 10.43 256.66 256.19 17.04 165.07 95th-Percentile Queue Length [veh/ln] 4.26 4.31 0.42 10.27 10.25 0.68 6.60 50th-Percentile Queue Length [ft/ln] 59.17 59.82 5.79 154.68 154.32 9.47 91.71 50th-Percentile Queue Length [veh/ln] 2.37 2.39 0.23 6.19 6.17 0.38 3.67 Critical Lane Group Yes No No No Yes No Yes
Lane Group LOS C A D B B C C
d, Delay for Lane Group [s/veh] 32.43 5.99 49.25 14.42 14.43 28.90 20.14 X, volume / capacity 0.50 0.38 0.39 0.56 0.56 0.08 0.45 Lane Group Results
24 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 3: 3 Existing + Project AM Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 32.43 5.99 49.25 14.43 14.43 28.90 20.14 Movement LOS C A D B B C C
d_A, Approach Delay [s/veh] 9.35 14.69 20.85
Approach LOS A B C
d_I, Intersection Delay [s/veh] 13.12
Intersection LOS B
Intersection V/C 0.589
Emissions
Vehicle Miles Traveled [mph] 106.07 727.78 3.71 239.07 238.45 2.00 22.97 Stops [stops/h] 106.51 215.34 10.43 278.42 277.78 17.04 165.07 Fuel consumption [US gal/h] 5.86 28.77 0.35 13.36 13.32 0.31 2.94 CO [g/h] 409.91 2010.97 24.27 933.65 931.33 21.80 205.50 NOx [g/h] 79.75 391.26 4.72 181.65 181.20 4.24 39.98
VOC [g/h] 95.00 466.06 5.62 216.38 215.85 5.05 47.63
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 0.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 31.51 0.00 31.51
I_p,int, Pedestrian LOS Score for Intersectio 3.024 0.000 2.077 Crosswalk LOS C F B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 725 775 550 d_b, Bicycle Delay [s] 16.26 15.01 21.03
I_b,int, Bicycle LOS Score for Intersection 2.448 2.522 1.560 Bicycle LOS B B A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - - - - - - - - - - - - - -
Ring 1 1 2 3 - - - - - - - - - - - - -
Sequence
25 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 3: 3 Existing + Project AM Intersection Level Of Service Report
Intersection 6: Magnolia Ave/Mission Gorge Rd
Control Type: Signalized Delay (sec / veh): 21.0
Analysis Method: HCM 7th Edition Level Of Service: C
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.674 Crosswalk No No No No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 40.00 45.00 40.00 45.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 245.00 100.00 100.00 220.00 100.00 135.00 175.00 100.00 610.00 135.00 100.00 130.00 No. of Lanes in Entry Pocket 2 0 0 2 0 1 2 0 1 2 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Magnolia Avenue Magnolia Avenue Mission Gorge Road Mission Gorge Road Intersection Setup
26 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 3: 3 Existing + Project AM Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 178 704 342 233 861 166 125 252 134 335 614 205 Total 15-Minute Volume [veh/h] 45 176 86 58 215 41 31 63 34 84 154 51 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 Total Hourly Volume [veh/h] 173 683 332 226 835 161 121 244 130 325 596 199 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 19 0 23 77 15 4 0 0 0 0 6 In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 173 664 332 203 758 146 117 244 130 325 596 193 Name Magnolia Avenue Magnolia Avenue Mission Gorge Road Mission Gorge Road Volumes
27 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 3: 3 Existing + Project AM Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 60
Signal Coordination Group -
Located in CBD No
Intersection Settings
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Advanced Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Advanced Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 l2, Clearance Lost Time [s] 2.0 2.0 2.0 2.0 2.0 0.0 2.0 2.0 2.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 2.0 2.0 2.0 0.0 2.0 2.0 2.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0.0 24.0 24.0 0.0 24.0 0.0 0.0 24.0 24.0 0.0 24.0 0.0 Walk [s] 0.0 5.0 5.0 0.0 5.0 0.0 0.0 5.0 5.0 0.0 5.0 0.0 All red [s] 1.0 1.0 1.0 1.0 1.0 0.0 1.0 1.0 1.0 1.0 1.0 0.0 Amber [s] 3.0 3.0 3.0 3.0 3.0 0.0 3.0 3.0 3.0 3.0 3.0 0.0 Maximum Green [s] 30 30 30 30 30 0 30 30 30 30 30 0
Auxiliary Signal Groups 6,7 1,8
Signal Group 1 6 6 5 2 0 3 8 8 7 4 0
Flashing Yellow Arrow
Control Type Protecte Permiss Overlap Protecte Permiss Permiss Protecte Permiss Overlap Protecte Permiss Permiss Phasing & Timing (Basic)
Pedestrian Recall No No No No No No No No No No
Maximum Recall No No No No No No No No No No
Minimum Recall No No No No No No No No No No
Vehicle Extension [s] 3.0 3.0 3.0 3.0 3.0 0.0 3.0 3.0 3.0 3.0 3.0 0.0 Minimum Green [s] 5 10 10 5 10 0 5 10 10 5 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Split [s] 10.0 14.0 14.0 20.0 24.0 0.0 9.0 14.0 14.0 12.0 17.0 0.0 Phasing & Timing: Pattern 1
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
28 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 3: 3 Existing + Project AM PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, 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 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 1.55 2.15 1.39 1.86 3.20 1.38 1.43 0.46 0.48 2.05 1.40 1.34 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.50 0.11 0.11 0.20 0.11 0.11 0.11 d1, Uniform Delay [s] 26.15 16.74 8.42 25.80 16.98 14.42 26.72 22.41 14.98 24.91 21.61 20.55 c, Capacity [veh/h] 317 1193 855 365 1242 554 257 602 522 469 820 366 s, saturation flow rate [veh/h] 3514 3618 1615 3514 3618 1615 3514 3618 1615 3514 3618 1615 (v / s)_i Volume / Saturation Flow Rate 0.05 0.19 0.21 0.07 0.24 0.10 0.04 0.07 0.08 0.10 0.17 0.13 g / C, Green / Cycle 0.09 0.33 0.53 0.10 0.34 0.34 0.07 0.17 0.32 0.13 0.23 0.23 g_i, Effective Green Time [s] 5.4 19.8 31.8 6.2 20.6 20.6 4.4 10.0 19.4 8.0 13.6 13.6 l2, Clearance Lost Time [s] 2.00 2.00 0.00 2.00 2.00 2.00 2.00 2.00 0.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Calculated Cycle Length [s] 60 60 60 60 60 60 60 60 60 60 60 60 Lane Group L C R L C R L C R L C R
Lane Group Calculations
95th-Percentile Queue Length [ft/ln] 52.96 169.80 102.49 68.16 207.14 71.02 37.61 66.08 55.35 96.65 162.29 104.66 95th-Percentile Queue Length [veh/ln] 2.12 6.79 4.10 2.73 8.29 2.84 1.50 2.64 2.21 3.87 6.49 4.19 50th-Percentile Queue Length [ft/ln] 29.42 94.33 56.94 37.87 118.05 39.45 20.89 36.71 30.75 53.69 90.16 58.14 50th-Percentile Queue Length [veh/ln] 1.18 3.77 2.28 1.51 4.72 1.58 0.84 1.47 1.23 2.15 3.61 2.33 Critical Lane Group Yes No No No Yes No Yes No No No Yes No Lane Group LOS C B A C C B C C B C C C
d, Delay for Lane Group [s/veh] 27.70 18.89 9.81 27.66 20.18 15.80 28.15 22.87 15.46 26.96 23.01 21.90 X, volume / capacity 0.56 0.59 0.40 0.64 0.69 0.30 0.49 0.42 0.26 0.71 0.75 0.56 Lane Group Results
29 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 3: 3 Existing + Project AM Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 27.70 18.89 9.81 27.66 20.18 15.80 28.15 22.87 15.46 26.96 23.01 21.90 Movement LOS C B A C C B C C B C C C
d_A, Approach Delay [s/veh] 17.63 20.99 22.22 23.96
Approach LOS B C C C
d_I, Intersection Delay [s/veh] 20.98
Intersection LOS C
Intersection V/C 0.674
Emissions
Vehicle Miles Traveled [mph] 18.20 71.97 34.96 180.40 666.61 128.52 18.88 38.06 20.24 33.61 61.60 20.57 Stops [stops/h] 141.23 452.81 136.66 181.76 566.63 94.69 100.29 176.21 73.81 257.72 432.78 139.55 Fuel consumption [US gal/h] 3.04 9.73 3.28 9.75 33.43 6.12 2.38 4.27 1.87 6.19 10.37 3.35 CO [g/h] 212.67 680.27 229.13 681.86 2336.89 427.56 166.19 298.28 130.82 432.98 724.71 234.42 NOx [g/h] 41.38 132.36 44.58 132.67 454.67 83.19 32.33 58.03 25.45 84.24 141.00 45.61 VOC [g/h] 49.29 157.66 53.10 158.03 541.60 99.09 38.52 69.13 30.32 100.35 167.96 54.33 Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 0.00 0.00
I_p,int, Pedestrian LOS Score for Intersectio 0.000 0.000 0.000 0.000 Crosswalk LOS F F F F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 333 667 333 433 d_b, Bicycle Delay [s] 20.83 13.33 20.83 18.41
I_b,int, Bicycle LOS Score for Intersection 2.569 2.599 1.981 2.512 Bicycle LOS B B A B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
30 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 3: 3 Existing + Project AM Intersection Level Of Service Report
Intersection 7: Park Center Dr/Riverwalk Dr
Control Type: All-way stop Delay (sec / veh): 11.2
Analysis Method: HCM 7th Edition Level Of Service: B
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.522 Crosswalk Yes Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 25.00 25.00 25.00 10.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Park Center Drive Park Center Drive Riverwalk Riverwalk Intersection Setup
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 22 159 0 19 222 181 151 15 21 0 4 4 Total 15-Minute Volume [veh/h] 6 40 0 5 55 45 38 4 5 0 1 1 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.6680 0.6680 0.6680 0.6680 0.6680 0.6680 0.6680 0.6680 0.6680 0.6680 0.6680 0.6680 Total Hourly Volume [veh/h] 15 106 0 13 148 121 101 10 14 0 3 3 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 80 0 0 130 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 8 16 0 0 4 0 0 0 2 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 7 10 0 13 14 121 101 10 12 0 3 3 Name Park Center Drive Park Center Drive Riverwalk Riverwalk Volumes
31 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 3: 3 Existing + Project AM Intersection Settings
Degree of Utilization, x 0.25 0.52 0.28 0.01
Capacity per Entry Lane [veh/h] 721 808 664 670
Lanes
Intersection LOS B
Intersection Delay [s/veh] 11.20
Approach LOS A B B A
Approach Delay [s/veh] 9.65 12.22 10.53 8.43
95th-Percentile Queue Length [ft] 24.75 77.04 28.82 0.91 95th-Percentile Queue Length [veh] 0.99 3.08 1.15 0.04
Movement, Approach, & Intersection Results
32 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 3: 3 Existing + Project AM Intersection Level Of Service Report
Intersection 8: Park Center Dr-Project Dwy #1/Project Dwy #2 Control Type: Roundabout Delay (sec / veh): 4.0
Analysis Method: HCM 7th Edition Level Of Service: A
Analysis Period: 15 minutes
Crosswalk Yes Yes Yes
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 25.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name Park Center Drive Park Center Drive Project Driveway #2 Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 43 97 202 31 24 130
Total 15-Minute Volume [veh/h] 11 24 51 8 6 33
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.6680 0.6680 0.6680 0.6680 0.6680 0.6680 Total Hourly Volume [veh/h] 29 65 135 21 16 87
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 130 0 0 80
Site-Generated Trips [veh/h] 19 0 1 5 0 5
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 10 65 4 16 16 2
Name Park Center Drive Park Center Drive Project Driveway #2 Volumes
33 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 3: 3 Existing + Project AM Adjusted Demand Flow Rate [veh/h] 43 97 202 31 24 130
Demand Flow Rate [veh/h] 29 65 135 21 16 87
Exiting Flow Rate [veh/h] 55 173 299
Circulating Flow Rate [veh/h] 202 24 43
Number of Conflicting Circulating Lanes 1 1 1
Intersection Settings
X, volume / capacity 0.12 0.17 0.12
Capacity per Entry Lane [veh/h] 1124 1347 1321
Pedestrian Impedance 1.00 1.00 1.00
Capacity of Entry and Bypass Lanes [veh/h] 1124 1347 1321 Entry Flow Rate [veh/h] 140 233 154
HV Adjustment Factor 1.00 1.00 1.00
B (coefficient) 0.00102 0.00102 0.00102
A (intercept) 1380.00 1380.00 1380.00
User-Defined Follow-Up Time [s] 3.00 3.00 3.00
Overwrite Calculated Follow-Up Time No No No
User-Defined Critical Headway [s] 4.00 4.00 4.00
Overwrite Calculated Critical Headway No No No
Lanes
Intersection LOS A
Intersection Delay [s/veh] 4.02
Approach LOS A A A
Approach Delay [s/veh] 4.28 4.10 3.67
95th-Percentile Queue Length [ft] 10.64 15.62 9.87
95th-Percentile Queue Length [veh] 0.43 0.62 0.39
Lane LOS A A A
Movement, Approach, & Intersection Results
34 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 3: 3 Existing + Project AM Intersection Level Of Service Report
Intersection 9: Cottonwood Ave/Project Dwy #3-Park Center Dr Control Type: Two-way stop Delay (sec / veh): 11.7
Analysis Method: HCM 7th Edition Level Of Service: B
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.009 Crosswalk Yes Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 25.00 25.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Cottonwood Avenue Cottonwood Avenue Project Driveway #3 Park Center Drive Intersection Setup
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 0 0 70 5 0 0 0 195 0 17 97 0 Total 15-Minute Volume [veh/h] 0 0 18 1 0 0 0 49 0 4 24 0 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 0 0 70 5 0 0 0 195 0 17 97 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 130 0 0 80 0
Site-Generated Trips [veh/h] 0 0 65 0 0 0 0 65 0 17 17 0 In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 0 0 5 5 0 0 0 0 0 0 0 0
Name Cottonwood Avenue Cottonwood Avenue Project Driveway #3 Park Center Drive Volumes
35 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 3: 3 Existing + Project AM Number of Storage Spaces in Median 0 0 0 0
Two-Stage Gap Acceptance No No
Storage Area [veh] 0 0 0 0
Flared Lane No No
Priority Scheme Stop Stop Free Free
Intersection Settings
Intersection LOS B
d_I, Intersection Delay [s/veh] 2.24
Approach LOS A B A A
d_A, Approach Delay [s/veh] 9.61 11.70 0.00 1.13
95th-Percentile Queue Length [ft/ln] 6.70 6.70 6.70 0.70 0.70 0.70 0.00 0.00 0.00 0.71 0.71 0.71 95th-Percentile Queue Length [veh/ln] 0.27 0.27 0.27 0.03 0.03 0.03 0.00 0.00 0.00 0.03 0.03 0.03 Movement LOS B B A B B A A A A A A A
d_M, Delay for Movement [s/veh] 11.16 11.50 9.61 11.70 11.19 8.79 7.39 0.00 0.00 7.61 0.00 0.00 V/C, Movement V/C Ratio 0.00 0.00 0.08 0.01 0.00 0.00 0.00 0.00 0.00 0.01 0.00 0.00 Movement, Approach, & Intersection Results
36 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 3: 3 Existing + Project AM Intersection Level Of Service Report
Intersection 10: Cottonwood Ave/Project Dwy #4-River Bluff Dr Control Type: Two-way stop Delay (sec / veh): 8.8
Analysis Method: HCM 7th Edition Level Of Service: A
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.065 Crosswalk Yes Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 25.00 25.00 30.00 25.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Cottonwood Avenue Cottonwood Avenue Project Driveway #4 River Bluff Drive Intersection Setup
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 0 0 0 0 0 17 65 0 0 0 0 5 Total 15-Minute Volume [veh/h] 0 0 0 0 0 4 16 0 0 0 0 1 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 0 0 0 0 0 17 65 0 0 0 0 5
Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 17 65 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 0 0 0 0 0 0 0 0 0 0 0 5
Name Cottonwood Avenue Cottonwood Avenue Project Driveway #4 River Bluff Drive Volumes
37 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 3: 3 Existing + Project AM Number of Storage Spaces in Median 0 0 0 0
Two-Stage Gap Acceptance No No
Storage Area [veh] 0 0 0 0
Flared Lane No No
Priority Scheme Free Free Stop Stop
Intersection Settings
Intersection LOS A
d_I, Intersection Delay [s/veh] 7.07
Approach LOS A A A A
d_A, Approach Delay [s/veh] 2.41 0.00 8.82 8.32
95th-Percentile Queue Length [ft/ln] 0.00 0.00 0.00 0.00 0.00 0.00 5.16 5.16 5.16 0.35 0.35 0.35 95th-Percentile Queue Length [veh/ln] 0.00 0.00 0.00 0.00 0.00 0.00 0.21 0.21 0.21 0.01 0.01 0.01 Movement LOS A A A A A A A A A A A A
d_M, Delay for Movement [s/veh] 7.23 0.00 0.00 7.20 0.00 0.00 8.82 9.29 8.58 8.56 9.10 8.32 V/C, Movement V/C Ratio 0.00 0.00 0.00 0.00 0.00 0.00 0.06 0.00 0.00 0.00 0.00 0.00 Movement, Approach, & Intersection Results
38 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 4: 4 Existing + Project PM Intersection Level Of Service Report
Intersection 1: Cuyamaca St/Mast Blvd
Control Type: Signalized Delay (sec / veh): 33.1
Analysis Method: HCM 7th Edition Level Of Service: C
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.582 Crosswalk No No No No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 35.00 35.00 40.00 40.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 170.00 100.00 120.00 115.00 100.00 100.00 80.00 100.00 70.00 195.00 100.00 100.00 No. of Lanes in Entry Pocket 2 0 1 1 0 0 1 0 1 2 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Cuyamaca Street Cuyamaca Street Mast Boulevard Mast Boulevard Intersection Setup
1 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 4: 4 Existing + Project PM Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 269 220 428 14 175 119 189 627 284 304 302 13 Total 15-Minute Volume [veh/h] 67 55 107 3 44 30 47 157 71 76 75 3 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9410 0.9410 0.9410 0.9410 0.9410 0.9410 0.9410 0.9410 0.9410 0.9410 0.9410 0.9410 Total Hourly Volume [veh/h] 253 207 403 13 165 112 178 590 267 286 284 12 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 8 0 0 4 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 253 207 403 13 165 112 178 582 267 286 280 12 Name Cuyamaca Street Cuyamaca Street Mast Boulevard Mast Boulevard Volumes
2 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 4: 4 Existing + Project PM Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 100
Signal Coordination Group -
Located in CBD No
Intersection Settings
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Advanced Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Advanced Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 l2, Clearance Lost Time [s] 2.0 2.0 2.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 2.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0.0 21.0 21.0 0.0 21.0 0.0 0.0 24.0 0.0 0.0 17.0 0.0 Walk [s] 0.0 5.0 5.0 0.0 5.0 0.0 0.0 5.0 0.0 0.0 5.0 0.0 All red [s] 1.0 1.0 1.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 3.0 3.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Maximum Green [s] 30 30 30 30 30 0 30 30 0 30 30 0
Auxiliary Signal Groups 6,7
Signal Group 1 6 6 5 2 0 3 8 0 7 4 0
Flashing Yellow Arrow
Control Type Protecte Permiss Overlap Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing (Basic)
Pedestrian Recall No No No No No No No No No
Maximum Recall No No No No No No No No No
Minimum Recall No No No No No No No No No
Vehicle Extension [s] 3.0 3.0 3.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Minimum Green [s] 5 10 10 5 10 0 5 10 0 5 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Split [s] 22.0 25.0 25.0 21.0 24.0 0.0 28.0 32.0 0.0 22.0 26.0 0.0 Phasing & Timing: Pattern 1
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
3 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 4: 4 Existing + Project PM PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, 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 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 3.28 0.16 1.15 10.62 0.69 0.85 8.03 2.46 7.38 0.90 0.46 0.47 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.50 0.11 0.11 0.14 0.11 0.11 0.11 d1, Uniform Delay [s] 43.73 15.52 8.11 48.72 21.21 21.33 42.78 37.89 38.01 39.10 31.62 31.63 c, Capacity [veh/h] 356 1664 1058 30 713 621 226 754 337 544 453 447 s, saturation flow rate [veh/h] 3514 3618 1615 1810 1900 1654 1810 3618 1615 3514 1900 1873 (v / s)_i Volume / Saturation Flow Rate 0.08 0.06 0.27 0.01 0.08 0.09 0.10 0.17 0.18 0.09 0.08 0.08 g / C, Green / Cycle 0.10 0.46 0.66 0.02 0.38 0.38 0.12 0.21 0.21 0.15 0.24 0.24 g_i, Effective Green Time [s] 10.1 46.1 65.5 1.6 37.6 37.6 12.5 20.9 20.9 15.4 23.8 23.8 l2, Clearance Lost Time [s] 2.00 2.00 0.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Calculated Cycle Length [s] 100 100 100 100 100 100 100 100 100 100 100 100 Lane Group L C R L C C L C R L C C
Lane Group Calculations
95th-Percentile Queue Length [ft/ln] 150.52 64.24 184.81 19.39 112.29 105.56 214.32 294.24 287.28 154.01 141.32 139.61 95th-Percentile Queue Length [veh/ln] 6.02 2.57 7.39 0.78 4.49 4.22 8.57 11.77 11.49 6.16 5.65 5.58 50th-Percentile Queue Length [ft/ln] 83.62 35.69 102.67 10.77 62.38 58.65 123.28 183.24 177.91 85.56 78.51 77.56 50th-Percentile Queue Length [veh/ln] 3.34 1.43 4.11 0.43 2.50 2.35 4.93 7.33 7.12 3.42 3.14 3.10 Critical Lane Group No No Yes Yes No No No No Yes Yes No No Lane Group LOS D B A E C C D D D D C C
d, Delay for Lane Group [s/veh] 47.00 15.69 9.26 59.34 21.90 22.18 50.81 40.36 45.39 40.00 32.08 32.10 X, volume / capacity 0.76 0.13 0.40 0.46 0.21 0.23 0.84 0.83 0.84 0.56 0.35 0.35 Lane Group Results
4 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 4: 4 Existing + Project PM Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 47.00 15.69 9.26 59.34 21.93 22.18 50.81 40.36 45.39 40.00 32.09 32.10 Movement LOS D B A E C C D D D D C C
d_A, Approach Delay [s/veh] 21.87 23.73 43.45 35.98
Approach LOS C C D D
d_I, Intersection Delay [s/veh] 33.10
Intersection LOS C
Intersection V/C 0.582
Emissions
Vehicle Miles Traveled [mph] 15.05 12.31 23.95 0.81 8.87 8.22 10.46 34.70 15.72 18.79 9.80 9.68 Stops [stops/h] 240.84 102.78 147.85 15.51 89.83 84.45 177.52 527.73 256.19 246.42 113.06 111.69 Fuel consumption [US gal/h] 4.96 1.94 2.83 0.32 1.69 1.59 4.07 11.58 5.70 5.57 2.50 2.47 CO [g/h] 346.54 135.92 197.89 22.14 118.40 110.92 284.69 809.16 398.64 389.24 174.49 172.37 NOx [g/h] 67.42 26.45 38.50 4.31 23.04 21.58 55.39 157.43 77.56 75.73 33.95 33.54 VOC [g/h] 80.31 31.50 45.86 5.13 27.44 25.71 65.98 187.53 92.39 90.21 40.44 39.95 Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 0.00 0.00
I_p,int, Pedestrian LOS Score for Intersectio 0.000 0.000 0.000 0.000 Crosswalk LOS F F F F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 420 400 560 440 d_b, Bicycle Delay [s] 31.21 32.00 25.92 30.42
I_b,int, Bicycle LOS Score for Intersection 2.316 1.814 2.467 2.070 Bicycle LOS B A B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
5 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 4: 4 Existing + Project PM Intersection Level Of Service Report
Intersection 2: Cuyamaca St/Riverwalk Dr
Control Type: Signalized Delay (sec / veh): 14.1
Analysis Method: HCM 7th Edition Level Of Service: B
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.413 Crosswalk No No No No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 35.00 35.00 10.00 25.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 95.00 95.00 100.00 100.00 25.00 100.00 100.00 60.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 1 1 0 1 1 0 0 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Cuyamaca Street Cuyamaca Street Riverwalk Riverwalk Intersection Setup
6 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 4: 4 Existing + Project PM Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 38 809 132 88 686 2 7 1 16 107 0 49 Total 15-Minute Volume [veh/h] 9 202 33 22 172 1 2 0 4 27 0 12 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9760 0.9760 0.9760 0.9760 0.9760 0.9760 0.9760 0.9760 0.9760 0.9760 0.9760 0.9760 Total Hourly Volume [veh/h] 37 790 129 86 670 2 7 1 16 104 0 48 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 8 0 0 0 0 0 0 4 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 37 790 121 86 670 2 7 1 16 100 0 48 Name Cuyamaca Street Cuyamaca Street Riverwalk Riverwalk Volumes
7 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 4: 4 Existing + Project PM Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 70
Signal Coordination Group -
Located in CBD No
Intersection Settings
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Advanced Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Advanced Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0.0 10.0 0.0 0.0 10.0 0.0 0.0 21.0 0.0 0.0 17.0 0.0 Walk [s] 0.0 5.0 0.0 0.0 5.0 0.0 0.0 5.0 0.0 0.0 5.0 0.0 All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Maximum Green [s] 30 30 0 30 30 0 0 30 0 0 30 0
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 0 8 0 0 4 0
Flashing Yellow Arrow
Control Type Protecte Permiss Permiss Protecte Permiss Permiss Split Split Split Split Split Split Phasing & Timing (Basic)
Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Minimum Green [s] 5 10 0 5 10 0 0 10 0 0 10 0
Lead / Lag Lead - - Lead - - - - - - - -
Split [s] 16.0 24.0 0.0 16.0 24.0 0.0 0.0 14.0 0.0 0.0 16.0 0.0 Phasing & Timing: Pattern 1
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
8 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 4: 4 Existing + Project PM PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 6.57 0.73 0.41 9.30 0.49 0.00 0.31 1.06 1.20 0.51 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.50 0.11 0.11 0.11 0.11 d1, Uniform Delay [s] 33.06 10.54 8.91 32.18 9.03 7.32 31.45 31.65 27.75 26.93 c, Capacity [veh/h] 69 1869 834 117 1964 877 98 88 247 220 s, saturation flow rate [veh/h] 1810 3618 1615 1810 3618 1615 1810 1629 1810 1615 (v / s)_i Volume / Saturation Flow Rate 0.02 0.22 0.08 0.05 0.19 0.00 0.00 0.01 0.06 0.03 g / C, Green / Cycle 0.04 0.52 0.52 0.06 0.54 0.54 0.05 0.05 0.14 0.14 g_i, Effective Green Time [s] 2.6 36.2 36.2 4.5 38.1 38.1 3.8 3.8 9.5 9.5 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Calculated Cycle Length [s] 70 70 70 70 70 70 70 70 70 70 Lane Group L C R L C R L C L C
Lane Group Calculations
95th-Percentile Queue Length [ft/ln] 32.94 155.67 44.81 76.39 115.72 0.57 5.57 13.85 76.07 33.54 95th-Percentile Queue Length [veh/ln] 1.32 6.23 1.79 3.06 4.63 0.02 0.22 0.55 3.04 1.34 50th-Percentile Queue Length [ft/ln] 18.30 86.49 24.90 42.44 64.29 0.32 3.09 7.70 42.26 18.64 50th-Percentile Queue Length [veh/ln] 0.73 3.46 1.00 1.70 2.57 0.01 0.12 0.31 1.69 0.75 Critical Lane Group No Yes No Yes No No No Yes Yes No
Lane Group LOS D B A D A A C C C C
d, Delay for Lane Group [s/veh] 39.63 11.27 9.31 41.49 9.52 7.33 31.75 32.71 28.96 27.43 X, volume / capacity 0.55 0.43 0.16 0.75 0.35 0.00 0.07 0.19 0.43 0.22 Lane Group Results
9 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 4: 4 Existing + Project PM Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 39.63 11.27 9.31 41.49 9.52 7.33 31.75 32.71 32.71 28.96 27.43 27.43 Movement LOS D B A D A A C C C C C C
d_A, Approach Delay [s/veh] 12.11 13.14 32.43 28.48
Approach LOS B B C C
d_I, Intersection Delay [s/veh] 14.09
Intersection LOS B
Intersection V/C 0.413
Emissions
Vehicle Miles Traveled [mph] 3.37 71.82 11.72 13.74 107.13 0.31 0.12 0.29 49.34 22.60 Stops [stops/h] 37.65 355.83 51.21 87.30 264.49 0.65 6.36 15.83 86.94 38.34 Fuel consumption [US gal/h] 0.72 7.27 1.08 1.92 7.40 0.02 0.06 0.14 3.18 1.44 CO [g/h] 50.20 508.13 75.64 134.44 517.37 1.38 3.94 9.83 222.49 100.43 NOx [g/h] 9.77 98.86 14.72 26.16 100.66 0.27 0.77 1.91 43.29 19.54 VOC [g/h] 11.63 117.76 17.53 31.16 119.91 0.32 0.91 2.28 51.56 23.28 Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 0.00 0.00
I_p,int, Pedestrian LOS Score for Intersectio 0.000 0.000 0.000 0.000 Crosswalk LOS F F F F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 571 571 286 343 d_b, Bicycle Delay [s] 17.86 17.86 25.71 24.03
I_b,int, Bicycle LOS Score for Intersection 2.367 2.200 1.599 1.817 Bicycle LOS B B A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - - - - - - - - - - - - - -
Ring 1 1 2 4 8 - - - - - - - - - - - -
Sequence
10 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 4: 4 Existing + Project PM Intersection Level Of Service Report
Intersection 3: Park Center Dr/Mast Blvd
Control Type: Signalized Delay (sec / veh): 11.8
Analysis Method: HCM 7th Edition Level Of Service: B
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.474 Crosswalk Yes No Yes
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 40.00 40.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 200.00 100.00 100.00 105.00 90.00 100.00 No. of Lanes in Entry Pocket 1 0 0 1 1 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Right Thru Right Left Thru
Lane Configuration
Approach Northbound Eastbound Westbound
Name Park Center Drive Mast Boulevard Mast Boulevard
Intersection Setup
11 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 4: 4 Existing + Project PM Bicycle Volume [bicycles/h] 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 163 95 937 116 119 596
Total 15-Minute Volume [veh/h] 41 24 234 29 30 149
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9490 0.9490 0.9490 0.9490 0.9490 0.9490 Total Hourly Volume [veh/h] 155 90 889 110 113 566
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 130 0 0 80 0 0
Site-Generated Trips [veh/h] 4 4 0 8 8 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 21 86 889 22 105 566
Name Park Center Drive Mast Boulevard Mast Boulevard
Volumes
12 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 4: 4 Existing + Project PM Lost time [s] 10.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 80
Signal Coordination Group -
Located in CBD No
Intersection Settings
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 Advanced Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Advanced Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0
l2, Clearance Lost Time [s] 2.0 0.0 2.0 0.0 2.0 2.0
l1, Start-Up Lost Time [s] 2.0 0.0 2.0 0.0 2.0 2.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 17.0 0.0 10.0 0.0 0.0 10.0
Walk [s] 5.0 0.0 5.0 0.0 0.0 5.0
All red [s] 1.0 0.0 1.0 0.0 1.0 1.0
Amber [s] 3.0 0.0 3.0 0.0 3.0 3.0
Maximum Green [s] 30 0 30 0 30 30
Auxiliary Signal Groups
Signal Group 3 0 2 0 1 6
Flashing Yellow Arrow
Control Type Permissive Permissive Permissive Permissive Protected Permissive Phasing & Timing (Basic)
Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
Vehicle Extension [s] 3.0 0.0 3.0 0.0 3.0 3.0
Minimum Green [s] 5 0 10 0 5 10
Lead / Lag Lead - - - Lead -
Split [s] 26.0 0.0 32.0 0.0 22.0 54.0
Phasing & Timing: Pattern 1
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
13 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 4: 4 Existing + Project PM PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 5.42 1.98 0.52 0.22 7.47 0.17 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.50 0.50 0.11 0.50
d1, Uniform Delay [s] 34.14 33.01 6.80 5.43 35.75 2.29
c, Capacity [veh/h] 215 192 2333 1042 156 2826
s, saturation flow rate [veh/h] 1810 1615 3618 1615 1810 3618 (v / s)_i Volume / Saturation Flow Rate 0.09 0.06 0.26 0.07 0.07 0.16 g / C, Green / Cycle 0.12 0.12 0.65 0.65 0.09 0.78
g_i, Effective Green Time [s] 9.5 9.5 51.7 51.7 6.9 62.5 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 C, Calculated Cycle Length [s] 80 80 80 80 80 80
Lane Group L R C R L C
Lane Group Calculations
95th-Percentile Queue Length [ft/ln] 149.25 80.62 136.58 28.33 111.87 27.33 95th-Percentile Queue Length [veh/ln] 5.97 3.22 5.46 1.13 4.47 1.09 50th-Percentile Queue Length [ft/ln] 82.91 44.79 75.88 15.74 62.15 15.18 50th-Percentile Queue Length [veh/ln] 3.32 1.79 3.04 0.63 2.49 0.61 Critical Lane Group Yes No Yes No Yes No
Lane Group LOS D C A A D A
d, Delay for Lane Group [s/veh] 39.57 34.98 7.32 5.65 43.21 2.46 X, volume / capacity 0.76 0.50 0.40 0.11 0.76 0.21
Lane Group Results
14 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 4: 4 Existing + Project PM Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 39.57 34.98 7.32 5.65 43.21 2.46 Movement LOS D C A A D A
d_A, Approach Delay [s/veh] 37.88 7.13 9.24
Approach LOS D A A
d_I, Intersection Delay [s/veh] 11.79
Intersection LOS B
Intersection V/C 0.474
Emissions
Vehicle Miles Traveled [mph] 15.32 8.93 365.46 45.24 29.35 147.00 Stops [stops/h] 149.25 80.62 273.16 28.33 111.87 54.66
Fuel consumption [US gal/h] 2.77 1.49 17.17 2.03 3.20 6.10 CO [g/h] 193.47 104.11 1200.19 142.05 223.46 426.48
NOx [g/h] 37.64 20.26 233.51 27.64 43.48 82.98
VOC [g/h] 44.84 24.13 278.15 32.92 51.79 98.84
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 0.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 31.51 0.00 31.51
I_p,int, Pedestrian LOS Score for Intersectio 2.096 0.000 2.750 Crosswalk LOS B F B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 550 700 1250 d_b, Bicycle Delay [s] 21.03 16.90 5.63
I_b,int, Bicycle LOS Score for Intersection 1.560 2.428 2.149 Bicycle LOS A B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - - - - - - - - - - - - - -
Ring 1 1 2 3 - - - - - - - - - - - - -
Sequence
15 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 4: 4 Existing + Project PM Intersection Level Of Service Report
Intersection 4: Magnolia Ave/Mast Blvd
Control Type: Signalized Delay (sec / veh): 21.5
Analysis Method: HCM 7th Edition Level Of Service: C
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.631 Crosswalk No No No No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 45.00 40.00 40.00 35.00
Exit Pocket Length [ft] 0.00 0.00 49.21 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 1 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 170.00 100.00 100.00 140.00 100.00 100.00 140.00 100.00 120.00 165.00 100.00 160.00 No. of Lanes in Entry Pocket 2 0 0 1 0 1 2 0 1 1 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Magnolia Avenue Magnolia Avenue Mast Boulevard Mast Boulevard Intersection Setup
16 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 4: 4 Existing + Project PM Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 313 503 140 61 382 279 377 238 265 66 119 29 Total 15-Minute Volume [veh/h] 78 126 35 15 95 70 94 59 66 17 30 7 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 Total Hourly Volume [veh/h] 299 480 134 58 364 266 360 227 253 63 114 28 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 7 0 0 17 0 0 4 0 0 8 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 299 473 134 58 347 266 360 223 253 63 106 28 Name Magnolia Avenue Magnolia Avenue Mast Boulevard Mast Boulevard Volumes
17 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 4: 4 Existing + Project PM Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 60
Signal Coordination Group -
Located in CBD No
Intersection Settings
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Advanced Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Advanced Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0.0 21.0 0.0 0.0 24.0 0.0 0.0 21.0 0.0 0.0 21.0 0.0 Walk [s] 0.0 5.0 0.0 0.0 5.0 0.0 0.0 5.0 0.0 0.0 5.0 0.0 All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 3 8 0 7 4 0
Flashing Yellow Arrow
Control Type Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing (Basic)
Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Minimum Green [s] 5 10 0 5 10 0 5 10 0 5 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Split [s] 13.0 20.0 0.0 12.0 19.0 0.0 14.0 18.0 0.0 10.0 14.0 0.0 Phasing & Timing: Pattern 1
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
18 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 4: 4 Existing + Project PM PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, 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 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 2.20 2.04 2.20 6.20 0.79 4.18 2.49 0.17 2.73 6.74 0.19 0.21 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.50 0.11 0.11 0.13 0.11 0.11 0.11 d1, Uniform Delay [s] 25.25 13.73 13.73 27.76 15.70 16.98 24.83 18.70 20.90 27.73 22.27 21.93 c, Capacity [veh/h] 437 733 679 99 1142 510 494 857 383 102 553 247 s, saturation flow rate [veh/h] 3514 1900 1759 1810 3618 1615 3514 3618 1615 1810 3618 1615 (v / s)_i Volume / Saturation Flow Rate 0.09 0.18 0.18 0.03 0.11 0.17 0.11 0.07 0.16 0.04 0.03 0.02 g / C, Green / Cycle 0.12 0.39 0.39 0.05 0.32 0.32 0.14 0.24 0.24 0.06 0.15 0.15 g_i, Effective Green Time [s] 7.5 23.2 23.2 3.2 19.0 19.0 8.4 14.2 14.2 3.4 9.2 9.2 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Calculated Cycle Length [s] 60 60 60 60 60 60 60 60 60 60 60 60 Lane Group L C C L C R L C R L C R
Lane Group Calculations
95th-Percentile Queue Length [ft/ln] 91.28 140.03 131.04 42.95 83.11 149.00 112.11 54.69 146.87 47.49 31.15 15.28 95th-Percentile Queue Length [veh/ln] 3.65 5.60 5.24 1.72 3.32 5.96 4.48 2.19 5.87 1.90 1.25 0.61 50th-Percentile Queue Length [ft/ln] 50.71 77.79 72.80 23.86 46.17 82.78 62.29 30.39 81.59 26.39 17.31 8.49 50th-Percentile Queue Length [veh/ln] 2.03 3.11 2.91 0.95 1.85 3.31 2.49 1.22 3.26 1.06 0.69 0.34 Critical Lane Group Yes No No No No Yes No No Yes Yes No No Lane Group LOS C B B C B C C B C C C C
d, Delay for Lane Group [s/veh] 27.45 15.77 15.93 33.96 16.49 21.16 27.32 18.87 23.63 34.47 22.46 22.14 X, volume / capacity 0.72 0.46 0.46 0.62 0.33 0.55 0.76 0.28 0.69 0.65 0.22 0.12 Lane Group Results
19 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 4: 4 Existing + Project PM Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 27.45 15.83 15.93 33.96 16.49 21.16 27.32 18.87 23.63 34.47 22.46 22.14 Movement LOS C B B C B C C B C C C C
d_A, Approach Delay [s/veh] 19.65 19.77 23.93 26.12
Approach LOS B B C C
d_I, Intersection Delay [s/veh] 21.54
Intersection LOS C
Intersection V/C 0.631
Emissions
Vehicle Miles Traveled [mph] 129.18 137.79 127.59 3.09 19.34 14.13 92.99 58.70 65.36 5.73 10.33 2.52 Stops [stops/h] 243.42 186.71 174.72 57.26 221.64 198.66 298.97 145.85 195.82 63.33 83.08 20.37 Fuel consumption [US gal/h] 9.20 8.12 7.55 1.09 4.15 3.66 8.36 4.45 5.54 1.16 1.56 0.38 CO [g/h] 643.31 567.31 527.64 76.52 290.26 255.77 584.64 311.04 387.21 80.92 109.23 26.55 NOx [g/h] 125.16 110.38 102.66 14.89 56.47 49.76 113.75 60.52 75.34 15.74 21.25 5.17 VOC [g/h] 149.09 131.48 122.29 17.73 67.27 59.28 135.50 72.09 89.74 18.75 25.31 6.15 Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 0.00 0.00
I_p,int, Pedestrian LOS Score for Intersectio 0.000 0.000 0.000 0.000 Crosswalk LOS F F F F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 533 500 467 333 d_b, Bicycle Delay [s] 16.13 16.88 17.63 20.83
I_b,int, Bicycle LOS Score for Intersection 2.348 2.155 2.286 1.736 Bicycle LOS B B B A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
20 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 4: 4 Existing + Project PM Intersection Level Of Service Report
Intersection 5: Magnolia Ave/Park Center Dr
Control Type: Signalized Delay (sec / veh): 11.3
Analysis Method: HCM 7th Edition Level Of Service: B
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.496 Crosswalk Yes No Yes
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 45.00 45.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0
Entry Pocket Length [ft] 120.00 100.00 100.00 100.00 100.00 140.00 100.00 No. of Lanes in Entry Pocket 1 0 1 0 1 1 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru U-turn Thru Right Left Right Lane Configuration
Approach Northbound Southbound Eastbound
Name Magnolia Avenue Magnolia Avenue Park Center Drive
Intersection Setup
21 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 4: 4 Existing + Project PM Bicycle Volume [bicycles/h] 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 277 1069 1 761 21 10 151
Total 15-Minute Volume [veh/h] 69 267 0 190 5 3 38
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9630 0.9630 0.9630 0.9630 0.9630 0.9630 0.9630 Total Hourly Volume [veh/h] 267 1029 1 733 20 10 145
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0 0
Diverted Trips [veh/h] 130 0 0 0 0 0 80
Site-Generated Trips [veh/h] 126 0 0 0 17 7 53
In-Process Volume [veh/h] 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 11 1029 1 733 3 3 12
Name Magnolia Avenue Magnolia Avenue Park Center Drive
Volumes
22 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 4: 4 Existing + Project PM Lost time [s] 10.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 80
Signal Coordination Group -
Located in CBD No
Intersection Settings
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Advanced Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Advanced Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0
l2, Clearance Lost Time [s] 2.0 2.0 2.0 2.0 0.0 2.0 2.0 l1, Start-Up Lost Time [s] 2.0 2.0 2.0 2.0 0.0 2.0 2.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 0.0 10.0 0.0 10.0 0.0 17.0 0.0 Walk [s] 0.0 5.0 0.0 5.0 0.0 5.0 0.0
All red [s] 1.0 1.0 1.0 1.0 0.0 1.0 1.0
Amber [s] 3.0 3.0 3.0 3.0 0.0 3.0 3.0
Maximum Green [s] 30 30 30 30 0 30 30
Auxiliary Signal Groups 1,3
Signal Group 1 6 5 2 0 3 1
Flashing Yellow Arrow
Control Type Protected Permissive Protected Permissive Permissive Permissive Overlap Phasing & Timing (Basic)
Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
Vehicle Extension [s] 3.0 3.0 3.0 3.0 0.0 3.0 3.0
Minimum Green [s] 5 10 5 10 0 5 5
Lead / Lag Lead - Lead - - Lead -
Split [s] 25.0 35.0 19.0 29.0 0.0 26.0 25.0
Phasing & Timing: Pattern 1
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
23 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 4: 4 Existing + Project PM PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 5.27 0.43 17.61 0.95 0.95 0.14 0.29 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.11 0.50 0.50 0.11 0.11 d1, Uniform Delay [s] 31.39 3.51 39.80 9.35 9.35 32.88 19.78 c, Capacity [veh/h] 334 2718 5 1082 1072 173 534
s, saturation flow rate [veh/h] 1810 3618 1810 1900 1882 1810 1615 (v / s)_i Volume / Saturation Flow Rate 0.15 0.30 0.00 0.21 0.21 0.01 0.09 g / C, Green / Cycle 0.18 0.75 0.00 0.57 0.57 0.10 0.33 g_i, Effective Green Time [s] 14.8 60.2 0.2 45.6 45.6 7.6 26.4 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 0.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Calculated Cycle Length [s] 80 80 80 80 80 80 80
Lane Group L C L C C L R
Lane Group Calculations
95th-Percentile Queue Length [ft/ln] 225.18 73.47 1.96 146.35 145.16 8.09 91.87 95th-Percentile Queue Length [veh/ln] 9.01 2.94 0.08 5.85 5.81 0.32 3.67 50th-Percentile Queue Length [ft/ln] 131.24 40.81 1.09 81.31 80.64 4.49 51.04 50th-Percentile Queue Length [veh/ln] 5.25 1.63 0.04 3.25 3.23 0.18 2.04 Critical Lane Group Yes No No No Yes No Yes
Lane Group LOS D A E B B C C
d, Delay for Lane Group [s/veh] 36.67 3.94 57.40 10.29 10.30 33.02 20.06 X, volume / capacity 0.83 0.39 0.20 0.36 0.36 0.06 0.28 Lane Group Results
24 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 4: 4 Existing + Project PM Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 36.67 3.94 57.40 10.30 10.30 33.02 20.06 Movement LOS D A E B B C C
d_A, Approach Delay [s/veh] 10.68 10.36 20.87
Approach LOS B B C
d_I, Intersection Delay [s/veh] 11.28
Intersection LOS B
Intersection V/C 0.496
Emissions
Vehicle Miles Traveled [mph] 214.46 827.65 0.41 162.11 160.64 0.87 13.14 Stops [stops/h] 236.24 146.93 1.96 146.35 145.16 8.09 91.87 Fuel consumption [US gal/h] 12.36 31.05 0.05 8.20 8.13 0.15 1.66 CO [g/h] 863.64 2170.68 3.51 573.12 568.10 10.32 116.38 NOx [g/h] 168.03 422.33 0.68 111.51 110.53 2.01 22.64
VOC [g/h] 200.16 503.07 0.81 132.83 131.66 2.39 26.97
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 0.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 31.51 0.00 31.51
I_p,int, Pedestrian LOS Score for Intersectio 2.956 0.000 2.085 Crosswalk LOS C F B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 775 625 550 d_b, Bicycle Delay [s] 15.01 18.91 21.03
I_b,int, Bicycle LOS Score for Intersection 2.670 2.206 1.560 Bicycle LOS B B A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - - - - - - - - - - - - - -
Ring 1 1 2 3 - - - - - - - - - - - - -
Sequence
25 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 4: 4 Existing + Project PM Intersection Level Of Service Report
Intersection 6: Magnolia Ave/Mission Gorge Rd-Woodside Ave Control Type: Signalized Delay (sec / veh): 26.3
Analysis Method: HCM 7th Edition Level Of Service: C
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.788 Crosswalk No No No No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 40.00 45.00 40.00 45.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 245.00 100.00 100.00 220.00 100.00 135.00 175.00 100.00 610.00 135.00 100.00 130.00 No. of Lanes in Entry Pocket 2 0 0 2 0 1 2 0 1 2 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Magnolia Avenue Magnolia Avenue Mission Gorge Road Woodside Avenue Intersection Setup
26 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 4: 4 Existing + Project PM Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 241 922 421 179 701 145 261 686 346 394 609 155 Total 15-Minute Volume [veh/h] 60 230 105 45 175 36 65 172 86 99 152 39 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9460 0.9460 0.9460 0.9460 0.9460 0.9460 0.9460 0.9460 0.9460 0.9460 0.9460 0.9460 Total Hourly Volume [veh/h] 228 872 398 169 663 137 247 649 327 373 576 147 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 84 0 11 35 7 17 0 0 0 0 25 In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 228 788 398 158 628 130 230 649 327 373 576 122 Name Magnolia Avenue Magnolia Avenue Mission Gorge Road Woodside Avenue Volumes
27 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 4: 4 Existing + Project PM Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 70
Signal Coordination Group -
Located in CBD No
Intersection Settings
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Advanced Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Advanced Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 l2, Clearance Lost Time [s] 2.0 2.0 2.0 2.0 2.0 0.0 2.0 2.0 2.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 2.0 2.0 2.0 0.0 2.0 2.0 2.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0.0 24.0 24.0 0.0 24.0 0.0 0.0 24.0 24.0 0.0 24.0 0.0 Walk [s] 0.0 5.0 5.0 0.0 5.0 0.0 0.0 5.0 5.0 0.0 5.0 0.0 All red [s] 1.0 1.0 1.0 1.0 1.0 0.0 1.0 1.0 1.0 1.0 1.0 0.0 Amber [s] 3.0 3.0 3.0 3.0 3.0 0.0 3.0 3.0 3.0 3.0 3.0 0.0 Maximum Green [s] 30 30 30 30 30 0 30 30 30 30 30 0
Auxiliary Signal Groups 6,7 1,8
Signal Group 1 6 6 5 2 0 3 8 8 7 4 0
Flashing Yellow Arrow
Control Type Protecte Permiss Overlap Protecte Permiss Permiss Protecte Permiss Overlap Protecte Permiss Permiss Phasing & Timing (Basic)
Pedestrian Recall No No No No No No No No No No
Maximum Recall No No No No No No No No No No
Minimum Recall No No No No No No No No No No
Vehicle Extension [s] 3.0 3.0 3.0 3.0 3.0 0.0 3.0 3.0 3.0 3.0 3.0 0.0 Minimum Green [s] 5 10 10 5 10 0 5 10 10 5 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Split [s] 14.0 24.0 24.0 11.0 21.0 0.0 15.0 20.0 20.0 15.0 20.0 0.0 Phasing & Timing: Pattern 1
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
28 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 4: 4 Existing + Project PM PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, 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 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.61 5.97 2.00 2.61 7.11 2.60 2.39 3.06 2.61 1.73 0.66 0.49 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.50 0.11 0.11 0.50 0.11 0.11 0.11 d1, Uniform Delay [s] 27.12 21.88 10.38 31.34 24.73 21.91 30.21 26.37 14.67 28.00 22.45 20.65 c, Capacity [veh/h] 529 1149 859 275 887 396 373 791 688 552 975 435 s, saturation flow rate [veh/h] 3514 3618 1615 3514 3618 1615 3514 3618 1615 3514 3618 1615 (v / s)_i Volume / Saturation Flow Rate 0.07 0.25 0.26 0.05 0.19 0.09 0.07 0.19 0.21 0.11 0.17 0.10 g / C, Green / Cycle 0.15 0.32 0.53 0.08 0.24 0.24 0.10 0.22 0.43 0.16 0.27 0.27 g_i, Effective Green Time [s] 10.6 22.3 37.3 5.4 17.1 17.1 7.3 15.3 29.9 11.0 19.0 19.0 l2, Clearance Lost Time [s] 2.00 2.00 0.00 2.00 2.00 2.00 2.00 2.00 0.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Calculated Cycle Length [s] 70 70 70 70 70 70 70 70 70 70 70 70 Lane Group L C R L C R L C R L C R
Lane Group Calculations
95th-Percentile Queue Length [ft/ln] 78.63 286.35 168.79 65.46 240.88 92.67 94.81 228.80 177.04 134.01 178.92 84.58 95th-Percentile Queue Length [veh/ln] 3.15 11.45 6.75 2.62 9.64 3.71 3.79 9.15 7.08 5.36 7.16 3.38 50th-Percentile Queue Length [ft/ln] 43.68 177.19 93.77 36.37 142.87 51.48 52.67 133.91 98.36 74.45 99.40 46.99 50th-Percentile Queue Length [veh/ln] 1.75 7.09 3.75 1.45 5.71 2.06 2.11 5.36 3.93 2.98 3.98 1.88 Critical Lane Group No Yes No Yes No No No Yes No Yes No No Lane Group LOS C C B C C C C C B C C C
d, Delay for Lane Group [s/veh] 27.73 27.84 12.37 33.95 31.84 24.51 32.60 29.43 17.28 29.73 23.11 21.15 X, volume / capacity 0.46 0.80 0.49 0.65 0.79 0.37 0.70 0.87 0.50 0.71 0.62 0.36 Lane Group Results
29 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 4: 4 Existing + Project PM Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 27.73 27.84 12.37 33.95 31.84 24.51 32.60 29.43 17.28 29.73 23.11 21.15 Movement LOS C C B C C C C C B C C C
d_A, Approach Delay [s/veh] 23.72 31.17 26.82 25.10
Approach LOS C C C C
d_I, Intersection Delay [s/veh] 26.34
Intersection LOS C
Intersection V/C 0.788
Emissions
Vehicle Miles Traveled [mph] 24.64 94.26 43.04 138.59 542.74 112.26 39.42 103.60 52.25 39.53 61.10 15.55 Stops [stops/h] 179.73 729.03 192.91 149.63 587.79 105.91 216.72 550.94 202.33 306.31 408.97 96.67 Fuel consumption [US gal/h] 4.01 15.76 4.50 7.85 30.45 5.89 5.27 13.23 5.08 7.55 10.04 2.40 CO [g/h] 280.18 1101.80 314.33 548.54 2128.73 411.58 368.53 924.94 354.81 527.58 702.05 167.90 NOx [g/h] 54.51 214.37 61.16 106.73 414.17 80.08 71.70 179.96 69.03 102.65 136.59 32.67 VOC [g/h] 64.93 255.35 72.85 127.13 493.35 95.39 85.41 214.36 82.23 122.27 162.71 38.91 Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 0.00 0.00
I_p,int, Pedestrian LOS Score for Intersectio 0.000 0.000 0.000 0.000 Crosswalk LOS F F F F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 571 486 457 457 d_b, Bicycle Delay [s] 17.86 20.06 20.83 20.83
I_b,int, Bicycle LOS Score for Intersection 2.866 2.405 2.626 2.515 Bicycle LOS C B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
30 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 4: 4 Existing + Project PM Intersection Level Of Service Report
Intersection 7: Park Center Dr/Riverwalk Dr - H & H Svc Driveway Control Type: All-way stop Delay (sec / veh): 9.4
Analysis Method: HCM 7th Edition Level Of Service: A
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.310 Crosswalk Yes Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 25.00 25.00 25.00 10.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Project Driveway #1 Park Center Drive Riverwalk He & Intersection Setup
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 14 180 0 5 151 96 130 5 37 1 8 16 Total 15-Minute Volume [veh/h] 4 45 0 1 38 24 32 1 9 0 2 4 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.8330 0.8330 0.8330 0.8330 0.8330 0.8330 0.8330 0.8330 0.8330 0.8330 0.8330 0.8330 Total Hourly Volume [veh/h] 12 150 0 4 126 80 108 4 31 1 7 13 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 130 0 0 80 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 4 8 0 0 16 0 0 0 8 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 8 12 0 4 30 80 108 4 23 1 7 13 Name Project Driveway #1 Park Center Drive Riverwalk He & Volumes
31 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 4: 4 Existing + Project PM Intersection Settings
Degree of Utilization, x 0.25 0.31 0.24 0.03
Capacity per Entry Lane [veh/h] 762 813 721 746
Lanes
Intersection LOS A
Intersection Delay [s/veh] 9.37
Approach LOS A A A A
Approach Delay [s/veh] 9.33 9.41 9.55 7.99
95th-Percentile Queue Length [ft] 25.25 33.09 23.18 2.60 95th-Percentile Queue Length [veh] 1.01 1.32 0.93 0.10
Movement, Approach, & Intersection Results
32 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 4: 4 Existing + Project PM Intersection Level Of Service Report
Intersection 8: Park Center Dr/Project Dwy #1-Project Dwy #2 Control Type: Roundabout Delay (sec / veh): 4.0
Analysis Method: HCM 7th Edition Level Of Service: A
Analysis Period: 15 minutes
Crosswalk Yes Yes Yes
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 25.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name Park Center Drive Project Driveway #1 Project Driveway #2 Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 19 36 127 12 85 175
Total 15-Minute Volume [veh/h] 5 9 32 3 21 44
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.8330 0.8330 0.8330 0.8330 0.8330 0.8330 Total Hourly Volume [veh/h] 16 30 106 10 71 146
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 80 0 0 130
Site-Generated Trips [veh/h] 0 0 24 0 0 12
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 16 30 2 10 71 4
Name Park Center Drive Project Driveway #1 Project Driveway #2 Volumes
33 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 4: 4 Existing + Project PM Adjusted Demand Flow Rate [veh/h] 19 36 127 12 85 175
Demand Flow Rate [veh/h] 16 30 106 10 71 146
Exiting Flow Rate [veh/h] 97 194 163
Circulating Flow Rate [veh/h] 127 85 19
Number of Conflicting Circulating Lanes 1 1 1
Intersection Settings
X, volume / capacity 0.05 0.11 0.19
Capacity per Entry Lane [veh/h] 1213 1266 1354
Pedestrian Impedance 1.00 1.00 1.00
Capacity of Entry and Bypass Lanes [veh/h] 1213 1266 1354 Entry Flow Rate [veh/h] 55 139 260
HV Adjustment Factor 1.00 1.00 1.00
B (coefficient) 0.00102 0.00102 0.00102
A (intercept) 1380.00 1380.00 1380.00
User-Defined Follow-Up Time [s] 3.00 3.00 3.00
Overwrite Calculated Follow-Up Time No No No
User-Defined Critical Headway [s] 4.00 4.00 4.00
Overwrite Calculated Critical Headway No No No
Lanes
Intersection LOS A
Intersection Delay [s/veh] 3.99
Approach LOS A A A
Approach Delay [s/veh] 3.34 3.74 4.25
95th-Percentile Queue Length [ft] 3.56 9.23 17.74
95th-Percentile Queue Length [veh] 0.14 0.37 0.71
Lane LOS A A A
Movement, Approach, & Intersection Results
34 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 4: 4 Existing + Project PM Intersection Level Of Service Report
Intersection 9: Cottonwood Ave/Park Center Dr-Project Dwy #3 Control Type: Two-way stop Delay (sec / veh): 14.3
Analysis Method: HCM 7th Edition Level Of Service: B
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.020 Crosswalk Yes Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 25.00 25.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Cottonwood Avenue Cottonwood Avenue Project Driveway #2 Park Center Drive Intersection Setup
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 0 0 38 8 0 0 0 144 0 72 257 0 Total 15-Minute Volume [veh/h] 0 0 10 2 0 0 0 36 0 18 64 0 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 0 0 38 8 0 0 0 144 0 72 257 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 80 0 0 130 0
Site-Generated Trips [veh/h] 0 0 30 0 0 0 0 30 0 72 72 0 In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 0 0 8 8 0 0 0 34 0 0 55 0
Name Cottonwood Avenue Cottonwood Avenue Project Driveway #2 Park Center Drive Volumes
35 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 4: 4 Existing + Project PM Number of Storage Spaces in Median 0 0 0 0
Two-Stage Gap Acceptance No No
Storage Area [veh] 0 0 0 0
Flared Lane No No
Priority Scheme Stop Stop Free Free
Intersection Settings
Intersection LOS B
d_I, Intersection Delay [s/veh] 1.94
Approach LOS A B A A
d_A, Approach Delay [s/veh] 9.13 14.26 0.00 1.66
95th-Percentile Queue Length [ft/ln] 3.27 3.27 3.27 1.54 1.54 1.54 0.00 0.00 0.00 3.12 3.12 3.12 95th-Percentile Queue Length [veh/ln] 0.13 0.13 0.13 0.06 0.06 0.06 0.00 0.00 0.00 0.12 0.12 0.12 Movement LOS B B A B B A A A A A A A
d_M, Delay for Movement [s/veh] 13.62 13.69 9.13 14.26 13.71 9.76 7.73 0.00 0.00 7.56 0.00 0.00 V/C, Movement V/C Ratio 0.00 0.00 0.04 0.02 0.00 0.00 0.00 0.00 0.00 0.05 0.00 0.00 Movement, Approach, & Intersection Results
36 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 4: 4 Existing + Project PM Intersection Level Of Service Report
Intersection 10: Cottonwood/River Bluff Dr-Project Dwy #4 Control Type: Two-way stop Delay (sec / veh): 8.9
Analysis Method: HCM 7th Edition Level Of Service: A
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.031 Crosswalk Yes Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 25.00 25.00 30.00 25.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Cottonwood Avenue Cottonwood Avenue Project Driveway #4 River Bluff Drive Intersection Setup
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 0 0 0 0 0 72 30 0 0 0 0 8 Total 15-Minute Volume [veh/h] 0 0 0 0 0 18 8 0 0 0 0 2 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 0 0 0 0 0 72 30 0 0 0 0 8
Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 72 30 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 0 0 0 0 0 0 0 0 0 0 0 8
Name Cottonwood Avenue Cottonwood Avenue Project Driveway #4 River Bluff Drive Volumes
37 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 4: 4 Existing + Project PM Number of Storage Spaces in Median 0 0 0 0
Two-Stage Gap Acceptance No No
Storage Area [veh] 0 0 0 0
Flared Lane No No
Priority Scheme Free Free Stop Stop
Intersection Settings
Intersection LOS A
d_I, Intersection Delay [s/veh] 3.02
Approach LOS A A A A
d_A, Approach Delay [s/veh] 2.45 0.00 8.86 8.32
95th-Percentile Queue Length [ft/ln] 0.00 0.00 0.00 0.00 0.00 0.00 2.41 2.41 2.41 0.55 0.55 0.55 95th-Percentile Queue Length [veh/ln] 0.00 0.00 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.02 0.02 0.02 Movement LOS A A A A A A A A A A A A
d_M, Delay for Movement [s/veh] 7.34 0.00 0.00 7.20 0.00 0.00 8.86 9.30 8.57 8.72 9.40 8.32 V/C, Movement V/C Ratio 0.00 0.00 0.00 0.00 0.00 0.00 0.03 0.00 0.00 0.00 0.00 0.01 Movement, Approach, & Intersection Results
38 8/4/2025
NEAR-TERM PLUS PROJECT TRAFFIC CONDITIONS (NTP)
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 5: 5 Opening + Project AM Intersection Level Of Service Report
Intersection 1: Cuyamaca St/Mast Blvd
Control Type: Signalized Delay (sec / veh): 32.2
Analysis Method: HCM 7th Edition Level Of Service: C
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.676 Crosswalk No No No No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 35.00 35.00 40.00 40.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 170.00 100.00 120.00 115.00 100.00 100.00 80.00 100.00 70.00 195.00 100.00 100.00 No. of Lanes in Entry Pocket 2 0 1 1 0 0 1 0 1 2 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Cuyamaca Street Cuyamaca Street Mast Boulevard Mast Boulevard Intersection Setup
1 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 5: 5 Opening + Project AM Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 275 124 246 7 276 364 89 385 257 328 760 3 Total 15-Minute Volume [veh/h] 69 31 61 2 69 91 22 96 64 82 190 1 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.8950 0.8950 0.8950 0.8950 0.8950 0.8950 0.8950 0.8950 0.8950 0.8950 0.8950 0.8950 Total Hourly Volume [veh/h] 246 111 220 6 247 326 80 345 230 294 680 3 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 9 7 6 0 11 0 0 4 11 10 9 0 In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 232 102 210 6 231 320 78 334 215 278 658 3 Name Cuyamaca Street Cuyamaca Street Mast Boulevard Mast Boulevard Volumes
2 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 5: 5 Opening + Project AM Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Advanced Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Advanced Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 l2, Clearance Lost Time [s] 2.0 2.0 2.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 2.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0.0 21.0 21.0 0.0 21.0 0.0 0.0 24.0 0.0 0.0 17.0 0.0 Walk [s] 0.0 5.0 5.0 0.0 5.0 0.0 0.0 5.0 0.0 0.0 5.0 0.0 All red [s] 1.0 1.0 1.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 3.0 3.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Maximum Green [s] 30 30 30 30 30 0 30 30 0 30 30 0
Auxiliary Signal Groups 6,7
Signal Group 1 6 6 5 2 0 3 8 0 7 4 0
Flashing Yellow Arrow
Control Type Protecte Permiss Overlap Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing (Basic)
Pedestrian Recall No No No No No No No No No
Maximum Recall No No No No No No No No No
Minimum Recall No No No No No No No No No
Vehicle Extension [s] 3.0 3.0 3.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Minimum Green [s] 5 10 10 5 10 0 5 10 0 5 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Split [s] 17.0 24.0 24.0 23.0 30.0 0.0 15.0 25.0 0.0 18.0 28.0 0.0 Phasing & Timing: Pattern 1
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
3 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 5: 5 Opening + Project AM PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, 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 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 3.05 0.07 0.49 11.48 1.28 3.31 10.25 0.74 8.41 3.02 5.57 5.58 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.50 0.11 0.11 0.15 0.11 0.17 0.17 d1, Uniform Delay [s] 39.13 11.53 5.86 44.23 18.43 20.33 41.47 33.18 35.26 38.36 32.08 32.08 c, Capacity [veh/h] 368 1818 1079 19 776 660 116 681 304 425 466 465 s, saturation flow rate [veh/h] 3514 3618 1615 1810 1900 1615 1810 3618 1615 3514 1900 1897 (v / s)_i Volume / Saturation Flow Rate 0.08 0.03 0.15 0.00 0.15 0.23 0.05 0.11 0.16 0.09 0.20 0.20 g / C, Green / Cycle 0.10 0.50 0.67 0.01 0.41 0.41 0.06 0.19 0.19 0.12 0.25 0.25 g_i, Effective Green Time [s] 9.4 45.3 60.2 0.9 36.8 36.8 5.7 16.9 16.9 10.9 22.1 22.1 l2, Clearance Lost Time [s] 2.00 2.00 0.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Calculated Cycle Length [s] 90 90 90 90 90 90 90 90 90 90 90 90 Lane Group L C R L C C L C R L C C
Lane Group Calculations
95th-Percentile Queue Length [ft/ln] 136.39 27.70 74.20 9.57 182.02 253.51 99.35 167.50 246.84 159.77 320.47 320.15 95th-Percentile Queue Length [veh/ln] 5.46 1.11 2.97 0.38 7.28 10.14 3.97 6.70 9.87 6.39 12.82 12.81 50th-Percentile Queue Length [ft/ln] 75.77 15.39 41.22 5.32 101.12 152.31 55.19 93.06 147.32 88.76 203.50 203.25 50th-Percentile Queue Length [veh/ln] 3.03 0.62 1.65 0.21 4.04 6.09 2.21 3.72 5.89 3.55 8.14 8.13 Critical Lane Group Yes No No No No Yes No No Yes Yes No No Lane Group LOS D B A E B C D C D D D D
d, Delay for Lane Group [s/veh] 42.18 11.60 6.35 55.71 19.70 23.64 51.73 33.92 43.67 41.38 37.64 37.65 X, volume / capacity 0.75 0.07 0.23 0.37 0.36 0.55 0.77 0.57 0.84 0.77 0.82 0.82 Lane Group Results
4 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 5: 5 Opening + Project AM Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 42.18 11.60 6.35 55.71 19.70 23.64 51.73 33.92 43.67 41.38 37.65 37.65 Movement LOS D B A E B C D C D D D D
d_A, Approach Delay [s/veh] 22.64 22.31 39.51 38.77
Approach LOS C C D D
d_I, Intersection Delay [s/veh] 32.18
Intersection LOS C
Intersection V/C 0.676
Emissions
Vehicle Miles Traveled [mph] 15.39 6.94 13.76 0.41 16.05 21.17 4.93 21.31 14.22 20.28 23.60 23.57 Stops [stops/h] 242.47 49.24 65.96 8.51 161.80 243.70 88.31 297.78 235.71 284.04 325.60 325.19 Fuel consumption [US gal/h] 4.77 0.93 1.34 0.16 2.94 4.39 1.98 6.35 5.11 6.28 6.97 6.96 CO [g/h] 333.46 64.84 93.57 11.10 205.19 306.93 138.45 443.55 357.10 438.87 487.09 486.50 NOx [g/h] 64.88 12.62 18.20 2.16 39.92 59.72 26.94 86.30 69.48 85.39 94.77 94.65 VOC [g/h] 77.28 15.03 21.68 2.57 47.55 71.13 32.09 102.80 82.76 101.71 112.89 112.75 Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 0.00 0.00
I_p,int, Pedestrian LOS Score for Intersectio 0.000 0.000 0.000 0.000 Crosswalk LOS F F F F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 444 578 467 533 d_b, Bicycle Delay [s] 27.22 22.76 26.45 24.20
I_b,int, Bicycle LOS Score for Intersection 2.092 2.093 2.163 2.460 Bicycle LOS B B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
5 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 5: 5 Opening + Project AM Intersection Level Of Service Report
Intersection 2: Cuyamaca St/Riverwalk Dr
Control Type: Signalized Delay (sec / veh): 17.6
Analysis Method: HCM 7th Edition Level Of Service: B
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.517 Crosswalk No No No No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 35.00 35.00 10.00 25.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 95.00 95.00 100.00 100.00 25.00 100.00 100.00 60.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 1 1 0 1 1 0 0 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Cuyamaca Street Cuyamaca Street Riverwalk Riverwalk Intersection Setup
6 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 5: 5 Opening + Project AM Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 209 719 130 132 870 5 1 1 5 125 1 102 Total 15-Minute Volume [veh/h] 52 180 33 33 217 1 0 0 1 31 0 25 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.7750 0.7750 0.7750 0.7750 0.7750 0.7750 0.7750 0.7750 0.7750 0.7750 0.7750 0.7750 Total Hourly Volume [veh/h] 162 557 101 102 674 4 1 1 4 97 1 79 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 25 4 0 31 0 0 0 0 14 0 0 In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 159 522 95 100 630 4 1 1 4 81 1 77 Name Cuyamaca Street Cuyamaca Street Riverwalk Riverwalk Volumes
7 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 5: 5 Opening + Project AM Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 70
Signal Coordination Group -
Located in CBD No
Intersection Settings
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Advanced Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Advanced Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0.0 10.0 0.0 0.0 10.0 0.0 0.0 21.0 0.0 0.0 17.0 0.0 Walk [s] 0.0 5.0 0.0 0.0 5.0 0.0 0.0 5.0 0.0 0.0 5.0 0.0 All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Maximum Green [s] 30 30 0 30 30 0 0 30 0 0 30 0
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 0 8 0 0 4 0
Flashing Yellow Arrow
Control Type Protecte Permiss Permiss Protecte Permiss Permiss Split Split Split Split Split Split Phasing & Timing (Basic)
Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Minimum Green [s] 5 10 0 5 10 0 0 10 0 0 10 0
Lead / Lag Lead - - Lead - - - - - - - -
Split [s] 18.0 24.0 0.0 18.0 24.0 0.0 0.0 14.0 0.0 0.0 14.0 0.0 Phasing & Timing: Pattern 1
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
8 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 5: 5 Opening + Project AM PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 5.85 0.60 0.40 6.85 1.12 0.02 0.33 2.84 1.45 1.39 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.50 0.11 0.11 0.11 0.11 d1, Uniform Delay [s] 29.04 10.25 8.93 30.89 13.05 9.94 33.69 33.79 27.73 27.57 c, Capacity [veh/h] 259 1865 833 173 1692 756 35 32 255 228 s, saturation flow rate [veh/h] 1810 3618 1615 1810 3618 1615 1810 1656 1810 1617 (v / s)_i Volume / Saturation Flow Rate 0.12 0.20 0.08 0.07 0.24 0.00 0.00 0.00 0.07 0.06 g / C, Green / Cycle 0.14 0.52 0.52 0.10 0.47 0.47 0.02 0.02 0.14 0.14 g_i, Effective Green Time [s] 10.0 36.1 36.1 6.7 32.8 32.8 1.3 1.3 9.9 9.9 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Calculated Cycle Length [s] 70 70 70 70 70 70 70 70 70 70 Lane Group L C R L C R L C L C
Lane Group Calculations
95th-Percentile Queue Length [ft/ln] 163.02 134.10 44.20 107.59 196.06 1.78 0.91 5.76 89.47 73.48 95th-Percentile Queue Length [veh/ln] 6.52 5.36 1.77 4.30 7.84 0.07 0.04 0.23 3.58 2.94 50th-Percentile Queue Length [ft/ln] 90.57 74.50 24.55 59.77 110.04 0.99 0.51 3.20 49.71 40.82 50th-Percentile Queue Length [veh/ln] 3.62 2.98 0.98 2.39 4.40 0.04 0.02 0.13 1.99 1.63 Critical Lane Group Yes No No No Yes No No Yes Yes No
Lane Group LOS C B A D B A C D C C
d, Delay for Lane Group [s/veh] 34.89 10.85 9.33 37.74 14.17 9.96 34.02 36.63 29.18 28.96 X, volume / capacity 0.81 0.39 0.16 0.76 0.51 0.01 0.03 0.19 0.49 0.45 Lane Group Results
9 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 5: 5 Opening + Project AM Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 34.89 10.85 9.33 37.74 14.17 9.96 34.02 36.63 36.63 29.18 28.96 28.96 Movement LOS C B A D B A C D D C C C
d_A, Approach Delay [s/veh] 15.41 17.24 36.26 29.08
Approach LOS B B D C
d_I, Intersection Delay [s/veh] 17.63
Intersection LOS B
Intersection V/C 0.517
Emissions
Vehicle Miles Traveled [mph] 18.55 63.83 11.54 20.61 135.87 0.78 0.02 0.10 57.64 47.50 Stops [stops/h] 186.31 306.52 50.51 122.96 452.75 2.04 1.04 6.58 102.25 83.98 Fuel consumption [US gal/h] 3.59 6.33 1.07 2.72 11.09 0.06 0.01 0.06 3.73 3.07 CO [g/h] 251.11 442.20 74.56 190.42 775.39 3.86 0.60 3.85 260.50 214.26 NOx [g/h] 48.86 86.04 14.51 37.05 150.86 0.75 0.12 0.75 50.68 41.69 VOC [g/h] 58.20 102.48 17.28 44.13 179.70 0.89 0.14 0.89 60.37 49.66 Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 0.00 0.00
I_p,int, Pedestrian LOS Score for Intersectio 0.000 0.000 0.000 0.000 Crosswalk LOS F F F F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 571 571 286 286 d_b, Bicycle Delay [s] 17.86 17.86 25.71 25.71
I_b,int, Bicycle LOS Score for Intersection 2.432 2.390 1.571 1.936 Bicycle LOS B B A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - - - - - - - - - - - - - -
Ring 1 1 2 4 8 - - - - - - - - - - - -
Sequence
10 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 5: 5 Opening + Project AM Intersection Level Of Service Report
Intersection 3: Park Center Dr/Mast Blvd
Control Type: Signalized Delay (sec / veh): 9.0
Analysis Method: HCM 7th Edition Level Of Service: A
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.403 Crosswalk Yes No Yes
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 40.00 40.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 200.00 100.00 100.00 105.00 90.00 100.00 No. of Lanes in Entry Pocket 1 0 0 1 1 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Right Thru Right Left Thru
Lane Configuration
Approach Northbound Eastbound Westbound
Name Park Center Drive Mast Boulevard Mast Boulevard
Intersection Setup
11 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 5: 5 Opening + Project AM Bicycle Volume [bicycles/h] 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 125 71 674 199 139 1000
Total 15-Minute Volume [veh/h] 31 18 168 50 35 250
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.8490 0.8490 0.8490 0.8490 0.8490 0.8490 Total Hourly Volume [veh/h] 106 60 572 169 118 849
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 80 0 0 130 0 0
Site-Generated Trips [veh/h] 8 23 8 2 6 19
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 18 36 553 36 110 814
Name Park Center Drive Mast Boulevard Mast Boulevard
Volumes
12 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 5: 5 Opening + Project AM Lost time [s] 10.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 70
Signal Coordination Group -
Located in CBD No
Intersection Settings
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 Advanced Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Advanced Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0
l2, Clearance Lost Time [s] 2.0 0.0 2.0 0.0 2.0 2.0
l1, Start-Up Lost Time [s] 2.0 0.0 2.0 0.0 2.0 2.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 17.0 0.0 10.0 0.0 0.0 10.0
Walk [s] 5.0 0.0 5.0 0.0 0.0 5.0
All red [s] 1.0 0.0 1.0 0.0 1.0 1.0
Amber [s] 3.0 0.0 3.0 0.0 3.0 3.0
Maximum Green [s] 30 0 30 0 30 30
Auxiliary Signal Groups
Signal Group 3 0 2 0 1 6
Flashing Yellow Arrow
Control Type Permissive Permissive Permissive Permissive Protected Permissive Phasing & Timing (Basic)
Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
Vehicle Extension [s] 3.0 0.0 3.0 0.0 3.0 3.0
Minimum Green [s] 5 0 10 0 5 10
Lead / Lag Lead - - - Lead -
Split [s] 26.0 0.0 24.0 0.0 20.0 44.0
Phasing & Timing: Pattern 1
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
13 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 5: 5 Opening + Project AM PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 4.72 1.90 0.33 0.43 6.48 0.34 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.50 0.50 0.11 0.50
d1, Uniform Delay [s] 30.48 29.68 5.94 5.52 30.66 2.21
c, Capacity [veh/h] 180 161 2273 1015 182 2844
s, saturation flow rate [veh/h] 1810 1615 3618 1615 1810 3618 (v / s)_i Volume / Saturation Flow Rate 0.07 0.04 0.19 0.12 0.08 0.28 g / C, Green / Cycle 0.10 0.10 0.63 0.63 0.10 0.79
g_i, Effective Green Time [s] 6.9 6.9 44.0 44.0 7.0 55.1 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 C, Calculated Cycle Length [s] 70 70 70 70 70 70
Lane Group L R C R L C
Lane Group Calculations
95th-Percentile Queue Length [ft/ln] 99.06 52.72 76.94 45.05 110.66 31.31 95th-Percentile Queue Length [veh/ln] 3.96 2.11 3.08 1.80 4.43 1.25 50th-Percentile Queue Length [ft/ln] 55.03 29.29 42.74 25.03 61.48 17.40 50th-Percentile Queue Length [veh/ln] 2.20 1.17 1.71 1.00 2.46 0.70 Critical Lane Group Yes No No No No Yes
Lane Group LOS D C A A D A
d, Delay for Lane Group [s/veh] 35.20 31.57 6.28 5.95 37.14 2.56 X, volume / capacity 0.69 0.44 0.30 0.20 0.76 0.35
Lane Group Results
14 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 5: 5 Opening + Project AM Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 35.20 31.57 6.28 5.95 37.14 2.56 Movement LOS D C A A D A
d_A, Approach Delay [s/veh] 33.89 6.20 6.78
Approach LOS C A A
d_I, Intersection Delay [s/veh] 8.96
Intersection LOS A
Intersection V/C 0.403
Emissions
Vehicle Miles Traveled [mph] 11.75 6.67 262.88 77.62 34.28 246.65 Stops [stops/h] 113.21 60.25 175.86 51.49 126.47 71.57
Fuel consumption [US gal/h] 2.00 1.06 12.01 3.53 3.52 10.06 CO [g/h] 140.12 74.36 839.16 246.53 246.12 703.09
NOx [g/h] 27.26 14.47 163.27 47.97 47.89 136.79
VOC [g/h] 32.47 17.23 194.48 57.14 57.04 162.95
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 0.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 26.58 0.00 26.58
I_p,int, Pedestrian LOS Score for Intersectio 2.103 0.000 2.779 Crosswalk LOS B F C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 629 571 1143 d_b, Bicycle Delay [s] 16.46 17.86 6.43
I_b,int, Bicycle LOS Score for Intersection 1.560 2.280 2.499 Bicycle LOS A B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - - - - - - - - - - - - - -
Ring 1 1 2 3 - - - - - - - - - - - - -
Sequence
15 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 5: 5 Opening + Project AM Intersection Level Of Service Report
Intersection 4: Magnolia Ave/Mast Blvd
Control Type: Signalized Delay (sec / veh): 28.3
Analysis Method: HCM 7th Edition Level Of Service: C
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.785 Crosswalk No No No No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 45.00 40.00 40.00 35.00
Exit Pocket Length [ft] 0.00 0.00 49.21 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 1 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 170.00 100.00 100.00 140.00 100.00 100.00 140.00 100.00 120.00 165.00 100.00 160.00 No. of Lanes in Entry Pocket 2 0 0 1 0 1 2 0 1 1 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Magnolia Avenue Magnolia Avenue Mast Boulevard Mast Boulevard Intersection Setup
16 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 5: 5 Opening + Project AM Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 409 623 54 47 621 426 280 142 290 123 247 31 Total 15-Minute Volume [veh/h] 102 156 14 12 155 106 70 36 72 31 62 8 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9070 0.9070 0.9070 0.9070 0.9070 0.9070 0.9070 0.9070 0.9070 0.9070 0.9070 0.9070 Total Hourly Volume [veh/h] 371 565 49 43 563 386 254 129 263 112 224 28 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 9 17 2 0 6 7 3 11 17 2 9 0 In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 355 537 46 42 546 372 246 116 241 108 211 27 Name Magnolia Avenue Magnolia Avenue Mast Boulevard Mast Boulevard Volumes
17 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 5: 5 Opening + Project AM Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 80
Signal Coordination Group -
Located in CBD No
Intersection Settings
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Advanced Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Advanced Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0.0 21.0 0.0 0.0 24.0 0.0 0.0 21.0 0.0 0.0 21.0 0.0 Walk [s] 0.0 5.0 0.0 0.0 5.0 0.0 0.0 5.0 0.0 0.0 5.0 0.0 All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 3 8 0 7 4 0
Flashing Yellow Arrow
Control Type Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing (Basic)
Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Minimum Green [s] 5 10 0 5 10 0 5 10 0 5 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Split [s] 16.0 28.0 0.0 17.0 29.0 0.0 18.0 22.0 0.0 13.0 17.0 0.0 Phasing & Timing: Pattern 1
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
18 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 5: 5 Opening + Project AM PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, 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 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 3.07 1.28 1.32 7.67 1.21 7.58 2.86 0.12 13.90 8.45 0.35 0.15 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.50 0.11 0.11 0.23 0.11 0.11 0.11 d1, Uniform Delay [s] 33.14 13.91 13.91 37.66 19.52 21.97 34.61 26.31 30.81 35.82 28.60 27.17 c, Capacity [veh/h] 508 886 861 77 1317 588 378 742 331 156 665 297 s, saturation flow rate [veh/h] 3514 1900 1847 1810 3618 1615 3514 3618 1615 1810 3618 1615 (v / s)_i Volume / Saturation Flow Rate 0.12 0.18 0.18 0.03 0.17 0.26 0.08 0.04 0.18 0.07 0.07 0.02 g / C, Green / Cycle 0.14 0.47 0.47 0.04 0.36 0.36 0.11 0.21 0.21 0.09 0.18 0.18 g_i, Effective Green Time [s] 11.6 37.4 37.4 3.3 29.1 29.1 8.6 16.4 16.4 6.9 14.7 14.7 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Calculated Cycle Length [s] 80 80 80 80 80 80 80 80 80 80 80 80 Lane Group L C C L C R L C R L C R
Lane Group Calculations
95th-Percentile Queue Length [ft/ln] 170.61 170.11 165.85 46.36 191.35 299.20 119.70 48.22 261.85 118.62 91.05 21.94 95th-Percentile Queue Length [veh/ln] 6.82 6.80 6.63 1.85 7.65 11.97 4.79 1.93 10.47 4.74 3.64 0.88 50th-Percentile Queue Length [ft/ln] 94.78 94.50 92.14 25.76 106.67 187.05 66.50 26.79 158.59 65.90 50.58 12.19 50th-Percentile Queue Length [veh/ln] 3.79 3.78 3.69 1.03 4.27 7.48 2.66 1.07 6.34 2.64 2.02 0.49 Critical Lane Group Yes No No No No Yes No No Yes Yes No No Lane Group LOS D B B D C C D C D D C C
d, Delay for Lane Group [s/veh] 36.21 15.19 15.23 45.33 20.74 29.55 37.46 26.44 44.72 44.27 28.95 27.33 X, volume / capacity 0.81 0.39 0.39 0.61 0.47 0.72 0.74 0.19 0.88 0.79 0.37 0.10 Lane Group Results
19 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 5: 5 Opening + Project AM Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 36.21 15.21 15.23 45.33 20.74 29.55 37.46 26.44 44.72 44.27 28.95 27.33 Movement LOS D B B D C C D C D D C C
d_A, Approach Delay [s/veh] 23.12 25.22 38.22 33.52
Approach LOS C C D C
d_I, Intersection Delay [s/veh] 28.35
Intersection LOS C
Intersection V/C 0.785
Emissions
Vehicle Miles Traveled [mph] 168.80 141.65 137.77 2.38 31.44 21.57 69.06 35.02 71.53 10.68 21.45 2.69 Stops [stops/h] 341.21 170.11 165.85 46.36 383.99 336.69 239.40 96.45 285.45 118.62 182.10 21.94 Fuel consumption [US gal/h] 13.04 8.03 7.82 0.97 7.52 6.64 6.96 2.97 8.01 2.41 3.64 0.44 CO [g/h] 911.65 561.39 546.55 68.10 525.58 464.24 486.52 207.32 559.56 168.27 254.59 30.75 NOx [g/h] 177.37 109.23 106.34 13.25 102.26 90.32 94.66 40.34 108.87 32.74 49.53 5.98 VOC [g/h] 211.28 130.11 126.67 15.78 121.81 107.59 112.75 48.05 129.68 39.00 59.00 7.13 Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 0.00 0.00
I_p,int, Pedestrian LOS Score for Intersectio 0.000 0.000 0.000 0.000 Crosswalk LOS F F F F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 600 625 450 325 d_b, Bicycle Delay [s] 19.60 18.91 24.03 28.06
I_b,int, Bicycle LOS Score for Intersection 2.456 2.462 2.147 1.890 Bicycle LOS B B B A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
20 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 5: 5 Opening + Project AM Intersection Level Of Service Report
Intersection 5: Magnolia Ave/Park Center Dr
Control Type: Signalized Delay (sec / veh): 17.9
Analysis Method: HCM 7th Edition Level Of Service: B
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.675 Crosswalk Yes No Yes
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 45.00 45.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0
Entry Pocket Length [ft] 120.00 100.00 100.00 100.00 100.00 140.00 100.00 No. of Lanes in Entry Pocket 1 0 1 0 1 1 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru U-turn Thru Right Left Right Lane Configuration
Approach Northbound Southbound Eastbound
Name Magnolia Avenue Magnolia Avenue Park Center Drive
Intersection Setup
21 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 5: 5 Opening + Project AM Bicycle Volume [bicycles/h] 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 154 973 9 1194 9 23 305
Total 15-Minute Volume [veh/h] 39 243 2 298 2 6 76
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9390 0.9390 0.9390 0.9390 0.9390 0.9390 0.9390 Total Hourly Volume [veh/h] 145 914 8 1121 8 22 286
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0 0
Diverted Trips [veh/h] 80 0 0 0 0 0 130
Site-Generated Trips [veh/h] 45 13 0 21 4 15 153
In-Process Volume [veh/h] 0 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 20 883 8 1078 4 7 3
Name Magnolia Avenue Magnolia Avenue Park Center Drive
Volumes
22 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 5: 5 Opening + Project AM Lost time [s] 10.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 80
Signal Coordination Group -
Located in CBD No
Intersection Settings
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Advanced Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Advanced Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0
l2, Clearance Lost Time [s] 2.0 2.0 2.0 2.0 0.0 2.0 2.0 l1, Start-Up Lost Time [s] 2.0 2.0 2.0 2.0 0.0 2.0 2.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 0.0 10.0 0.0 10.0 0.0 17.0 0.0 Walk [s] 0.0 5.0 0.0 5.0 0.0 5.0 0.0
All red [s] 1.0 1.0 1.0 1.0 0.0 1.0 1.0
Amber [s] 3.0 3.0 3.0 3.0 0.0 3.0 3.0
Maximum Green [s] 30 25 30 25 0 30 30
Auxiliary Signal Groups
Signal Group 1 6 5 2 0 3 1
Flashing Yellow Arrow
Control Type Protected Permissive Protected Permissive Permissive Permissive Permissive Phasing & Timing (Basic)
Pedestrian Recall No No No No No
Maximum Recall No No No No No
Minimum Recall No No No No No
Vehicle Extension [s] 3.0 3.0 3.0 3.0 0.0 3.0 3.0
Minimum Green [s] 5 10 5 10 0 5 5
Lead / Lag Lead - Lead - - Lead -
Split [s] 19.0 34.0 20.0 35.0 0.0 26.0 19.0
Phasing & Timing: Pattern 1
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
23 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 5: 5 Opening + Project AM PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 7.06 0.60 10.28 2.64 2.65 0.06 13.26 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.11 0.50 0.50 0.11 0.21 d1, Uniform Delay [s] 34.83 7.76 39.18 13.00 13.00 25.05 30.49 c, Capacity [veh/h] 195 2256 23 1005 1002 387 345
s, saturation flow rate [veh/h] 1810 3618 1810 1900 1895 1810 1615 (v / s)_i Volume / Saturation Flow Rate 0.09 0.27 0.00 0.32 0.32 0.01 0.19 g / C, Green / Cycle 0.11 0.62 0.01 0.53 0.53 0.21 0.21 g_i, Effective Green Time [s] 8.6 49.9 1.0 42.3 42.3 17.1 17.1 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Calculated Cycle Length [s] 80 80 80 80 80 80 80
Lane Group L C L C C L R
Lane Group Calculations
95th-Percentile Queue Length [ft/ln] 140.42 151.78 10.46 277.65 277.18 15.60 275.52 95th-Percentile Queue Length [veh/ln] 5.62 6.07 0.42 11.11 11.09 0.62 11.02 50th-Percentile Queue Length [ft/ln] 78.01 84.32 5.81 170.56 170.20 8.67 168.94 50th-Percentile Queue Length [veh/ln] 3.12 3.37 0.23 6.82 6.81 0.35 6.76 Critical Lane Group Yes No No No Yes No Yes
Lane Group LOS D A D B B C D
d, Delay for Lane Group [s/veh] 41.89 8.36 49.46 15.64 15.65 25.11 43.75 X, volume / capacity 0.79 0.43 0.39 0.60 0.60 0.06 0.88 Lane Group Results
24 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 5: 5 Opening + Project AM Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 41.89 8.36 49.46 15.65 15.65 25.11 43.75 Movement LOS D A D B B C D
d_A, Approach Delay [s/veh] 12.94 15.90 42.44
Approach LOS B B D
d_I, Intersection Delay [s/veh] 17.91
Intersection LOS B
Intersection V/C 0.675
Emissions
Vehicle Miles Traveled [mph] 119.23 753.33 3.71 248.56 247.94 2.00 26.54 Stops [stops/h] 140.42 303.56 10.46 307.00 306.36 15.60 304.09 Fuel consumption [US gal/h] 7.15 31.25 0.35 14.25 14.22 0.29 5.49 CO [g/h] 499.47 2184.52 24.32 996.41 994.11 20.00 383.60 NOx [g/h] 97.18 425.03 4.73 193.86 193.42 3.89 74.63
VOC [g/h] 115.76 506.28 5.64 230.93 230.40 4.64 88.90
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 0.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 31.51 0.00 31.51
I_p,int, Pedestrian LOS Score for Intersectio 3.064 0.000 2.095 Crosswalk LOS C F B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 750 775 550 d_b, Bicycle Delay [s] 15.63 15.01 21.03
I_b,int, Bicycle LOS Score for Intersection 2.489 2.560 1.560 Bicycle LOS B B A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - - - - - - - - - - - - - -
Ring 1 1 2 3 - - - - - - - - - - - - -
Sequence
25 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 5: 5 Opening + Project AM Intersection Level Of Service Report
Intersection 6: Magnolia Ave/Mission Gorge Rd
Control Type: Signalized Delay (sec / veh): 21.8
Analysis Method: HCM 7th Edition Level Of Service: C
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.728 Crosswalk No No No No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 40.00 45.00 40.00 45.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 245.00 100.00 100.00 220.00 100.00 135.00 175.00 100.00 610.00 135.00 100.00 130.00 No. of Lanes in Entry Pocket 2 0 0 2 0 1 2 0 1 2 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Magnolia Avenue Magnolia Avenue Mission Gorge Road Mission Gorge Road Intersection Setup
26 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 5: 5 Opening + Project AM Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 214 733 349 245 909 189 137 280 161 342 660 213 Total 15-Minute Volume [veh/h] 54 183 87 61 227 47 34 70 40 86 165 53 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 Total Hourly Volume [veh/h] 208 711 339 238 882 183 133 272 156 332 640 207 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 32 34 0 31 109 34 14 23 23 0 32 10 In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 173 664 332 203 758 146 117 244 130 325 596 193 Name Magnolia Avenue Magnolia Avenue Mission Gorge Road Mission Gorge Road Volumes
27 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 5: 5 Opening + Project AM Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 60
Signal Coordination Group -
Located in CBD No
Intersection Settings
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Advanced Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Advanced Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 l2, Clearance Lost Time [s] 2.0 2.0 2.0 2.0 2.0 0.0 2.0 2.0 2.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 2.0 2.0 2.0 0.0 2.0 2.0 2.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0.0 24.0 24.0 0.0 24.0 0.0 0.0 24.0 24.0 0.0 24.0 0.0 Walk [s] 0.0 5.0 5.0 0.0 5.0 0.0 0.0 5.0 5.0 0.0 5.0 0.0 All red [s] 1.0 1.0 1.0 1.0 1.0 0.0 1.0 1.0 1.0 1.0 1.0 0.0 Amber [s] 3.0 3.0 3.0 3.0 3.0 0.0 3.0 3.0 3.0 3.0 3.0 0.0 Maximum Green [s] 30 30 30 30 30 0 30 30 30 30 30 0
Auxiliary Signal Groups 6,7 1,8
Signal Group 1 6 6 5 2 0 3 8 8 7 4 0
Flashing Yellow Arrow
Control Type Protecte Permiss Overlap Protecte Permiss Permiss Protecte Permiss Overlap Protecte Permiss Permiss Phasing & Timing (Basic)
Pedestrian Recall No No No No No No No No No No
Maximum Recall No No No No No No No No No No
Minimum Recall No No No No No No No No No No
Vehicle Extension [s] 3.0 3.0 3.0 3.0 3.0 0.0 3.0 3.0 3.0 3.0 3.0 0.0 Minimum Green [s] 5 10 10 5 10 0 5 10 10 5 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Split [s] 10.0 14.0 14.0 20.0 24.0 0.0 9.0 14.0 14.0 12.0 17.0 0.0 Phasing & Timing: Pattern 1
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
28 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 5: 5 Opening + Project AM PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, 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 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 1.70 2.48 1.47 1.86 4.40 1.80 1.59 0.56 0.86 2.20 2.01 1.62 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.50 0.11 0.11 0.30 0.11 0.11 0.12 d1, Uniform Delay [s] 25.87 17.11 8.61 25.67 17.81 15.10 26.71 22.59 14.81 24.96 22.04 20.76 c, Capacity [veh/h] 352 1178 849 379 1206 538 263 603 538 469 814 363 s, saturation flow rate [veh/h] 3514 3618 1615 3514 3618 1615 3514 3618 1615 3514 3618 1615 (v / s)_i Volume / Saturation Flow Rate 0.06 0.20 0.22 0.07 0.25 0.12 0.04 0.08 0.10 0.10 0.18 0.13 g / C, Green / Cycle 0.10 0.33 0.53 0.11 0.33 0.33 0.07 0.17 0.33 0.13 0.22 0.22 g_i, Effective Green Time [s] 6.0 19.6 31.6 6.4 20.0 20.0 4.5 10.0 20.0 8.0 13.5 13.5 l2, Clearance Lost Time [s] 2.00 2.00 0.00 2.00 2.00 2.00 2.00 2.00 0.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Calculated Cycle Length [s] 60 60 60 60 60 60 60 60 60 60 60 60 Lane Group L C R L C R L C R L C R
Lane Group Calculations
95th-Percentile Queue Length [ft/ln] 63.53 181.40 106.85 71.47 227.46 84.78 41.36 74.17 68.33 99.19 180.06 110.62 95th-Percentile Queue Length [veh/ln] 2.54 7.26 4.27 2.86 9.10 3.39 1.65 2.97 2.73 3.97 7.20 4.42 50th-Percentile Queue Length [ft/ln] 35.29 100.78 59.36 39.71 132.92 47.10 22.98 41.20 37.96 55.11 100.03 61.46 50th-Percentile Queue Length [veh/ln] 1.41 4.03 2.37 1.59 5.32 1.88 0.92 1.65 1.52 2.20 4.00 2.46 Critical Lane Group Yes No No No Yes No Yes No No No Yes No Lane Group LOS C B B C C B C C B C C C
d, Delay for Lane Group [s/veh] 27.57 19.59 10.08 27.53 22.20 16.90 28.30 23.15 15.67 27.17 24.05 22.38 X, volume / capacity 0.61 0.62 0.41 0.65 0.75 0.35 0.52 0.46 0.30 0.73 0.81 0.59 Lane Group Results
29 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 5: 5 Opening + Project AM Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 27.57 19.59 10.08 27.53 22.20 16.90 28.30 23.15 15.67 27.17 24.05 22.38 Movement LOS C B B C C B C C B C C C
d_A, Approach Delay [s/veh] 18.35 22.43 22.28 24.63
Approach LOS B C C C
d_I, Intersection Delay [s/veh] 21.82
Intersection LOS C
Intersection V/C 0.728
Emissions
Vehicle Miles Traveled [mph] 21.88 74.94 35.68 189.69 703.78 146.33 20.69 42.29 24.31 34.31 66.22 21.37 Stops [stops/h] 169.41 483.72 142.47 190.60 638.01 113.04 110.30 197.78 91.11 264.52 480.16 147.49 Fuel consumption [US gal/h] 3.65 10.36 3.39 10.24 36.16 7.07 2.61 4.78 2.28 6.36 11.47 3.54 CO [g/h] 255.04 724.05 237.23 716.08 2527.86 494.29 182.70 333.88 159.33 444.27 801.76 247.21 NOx [g/h] 49.62 140.87 46.16 139.32 491.83 96.17 35.55 64.96 31.00 86.44 155.99 48.10 VOC [g/h] 59.11 167.81 54.98 165.96 585.86 114.56 42.34 77.38 36.93 102.96 185.82 57.29 Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 0.00 0.00
I_p,int, Pedestrian LOS Score for Intersectio 0.000 0.000 0.000 0.000 Crosswalk LOS F F F F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 333 667 333 433 d_b, Bicycle Delay [s] 20.83 13.33 20.83 18.41
I_b,int, Bicycle LOS Score for Intersection 2.629 2.668 2.036 2.562 Bicycle LOS B B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
30 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 5: 5 Opening + Project AM Intersection Level Of Service Report
Intersection 7: Park Center Dr/Riverwalk Dr
Control Type: All-way stop Delay (sec / veh): 11.5
Analysis Method: HCM 7th Edition Level Of Service: B
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.539 Crosswalk Yes Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 25.00 25.00 25.00 10.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Park Center Drive Park Center Drive Riverwalk Riverwalk Intersection Setup
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 22 159 0 19 222 193 157 15 21 0 4 4 Total 15-Minute Volume [veh/h] 6 40 0 5 55 48 39 4 5 0 1 1 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.6680 0.6680 0.6680 0.6680 0.6680 0.6680 0.6680 0.6680 0.6680 0.6680 0.6680 0.6680 Total Hourly Volume [veh/h] 15 106 0 13 148 129 105 10 14 0 3 3 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 80 0 0 130 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 8 16 0 0 4 6 2 0 2 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 7 10 0 13 14 121 101 10 12 0 3 3 Name Park Center Drive Park Center Drive Riverwalk Riverwalk Volumes
31 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 5: 5 Opening + Project AM Intersection Settings
Degree of Utilization, x 0.25 0.54 0.29 0.01
Capacity per Entry Lane [veh/h] 716 806 661 664
Lanes
Intersection LOS B
Intersection Delay [s/veh] 11.45
Approach LOS A B B A
Approach Delay [s/veh] 9.72 12.56 10.69 8.48
95th-Percentile Queue Length [ft] 25.01 81.83 30.36 0.91 95th-Percentile Queue Length [veh] 1.00 3.27 1.21 0.04
Movement, Approach, & Intersection Results
32 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 5: 5 Opening + Project AM Intersection Level Of Service Report
Intersection 8: Park Center Dr/Project Roundabout
Control Type: Roundabout Delay (sec / veh): 4.0
Analysis Method: HCM 7th Edition Level Of Service: A
Analysis Period: 15 minutes
Crosswalk Yes Yes Yes
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 25.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name Project Roundabout Park Center Drive Project Roundabout Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 15 99 210 24 24 159
Total 15-Minute Volume [veh/h] 4 25 52 6 6 40
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.6680 0.6680 0.6680 0.6680 0.6680 0.6680 Total Hourly Volume [veh/h] 10 66 140 16 16 106
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 130 0 0 80
Site-Generated Trips [veh/h] 0 0 6 0 0 24
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 10 65 4 16 16 2
Name Project Roundabout Park Center Drive Project Roundabout Volumes
33 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 5: 5 Opening + Project AM Adjusted Demand Flow Rate [veh/h] 15 99 210 24 24 159
Demand Flow Rate [veh/h] 10 66 140 16 16 106
Exiting Flow Rate [veh/h] 48 174 309
Circulating Flow Rate [veh/h] 210 24 15
Number of Conflicting Circulating Lanes 1 1 1
Intersection Settings
X, volume / capacity 0.10 0.17 0.13
Capacity per Entry Lane [veh/h] 1114 1347 1360
Pedestrian Impedance 1.00 1.00 1.00
Capacity of Entry and Bypass Lanes [veh/h] 1114 1347 1360 Entry Flow Rate [veh/h] 114 234 183
HV Adjustment Factor 1.00 1.00 1.00
B (coefficient) 0.00102 0.00102 0.00102
A (intercept) 1380.00 1380.00 1380.00
User-Defined Follow-Up Time [s] 3.00 3.00 3.00
Overwrite Calculated Follow-Up Time No No No
User-Defined Critical Headway [s] 4.00 4.00 4.00
Overwrite Calculated Critical Headway No No No
Lanes
Intersection LOS A
Intersection Delay [s/veh] 3.98
Approach LOS A A A
Approach Delay [s/veh] 4.11 4.10 3.73
95th-Percentile Queue Length [ft] 8.53 15.70 11.63
95th-Percentile Queue Length [veh] 0.34 0.63 0.47
Lane LOS A A A
Movement, Approach, & Intersection Results
34 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 5: 5 Opening + Project AM Intersection Level Of Service Report
Intersection 9: Cottonwood Ave/Project Dwy #2-Walker Trail Drive Control Type: Two-way stop Delay (sec / veh): 12.7
Analysis Method: HCM 7th Edition Level Of Service: B
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.011 Crosswalk Yes Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 25.00 25.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Cottonwood Avenue Cottonwood Avenue Project Driveway #2 Walker Trail Drive Intersection Setup
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 0 0 70 5 0 0 0 230 0 17 153 0 Total 15-Minute Volume [veh/h] 0 0 18 1 0 0 0 58 0 4 38 0 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 0 0 70 5 0 0 0 230 0 17 153 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 130 0 0 80 0
Site-Generated Trips [veh/h] 0 0 65 0 0 0 0 65 0 17 17 0 In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 0 0 5 5 0 0 0 34 0 0 55 0
Name Cottonwood Avenue Cottonwood Avenue Project Driveway #2 Walker Trail Drive Volumes
35 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 5: 5 Opening + Project AM Number of Storage Spaces in Median 0 0 0 0
Two-Stage Gap Acceptance No No
Storage Area [veh] 0 0 0 0
Flared Lane No No
Priority Scheme Stop Stop Free Free
Intersection Settings
Intersection LOS B
d_I, Intersection Delay [s/veh] 1.86
Approach LOS A B A A
d_A, Approach Delay [s/veh] 9.84 12.74 0.00 0.77
95th-Percentile Queue Length [ft/ln] 7.03 7.03 7.03 0.81 0.81 0.81 0.00 0.00 0.00 0.71 0.71 0.71 95th-Percentile Queue Length [veh/ln] 0.28 0.28 0.28 0.03 0.03 0.03 0.00 0.00 0.00 0.03 0.03 0.03 Movement LOS B B A B B A A A A A A A
d_M, Delay for Movement [s/veh] 12.06 12.31 9.84 12.74 11.97 9.09 7.50 0.00 0.00 7.69 0.00 0.00 V/C, Movement V/C Ratio 0.00 0.00 0.09 0.01 0.00 0.00 0.00 0.00 0.00 0.01 0.00 0.00 Movement, Approach, & Intersection Results
36 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 5: 5 Opening + Project AM Intersection Level Of Service Report
Intersection 10: Cottonwood/River Bluff Dr-Project Dwy #3 Control Type: Two-way stop Delay (sec / veh): 8.8
Analysis Method: HCM 7th Edition Level Of Service: A
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.065 Crosswalk Yes Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 25.00 25.00 30.00 25.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Cottonwood Avenue Cottonwood Avenue Project Driveway #3 River Bluff Drive Intersection Setup
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 0 0 0 0 0 17 65 0 0 0 0 5 Total 15-Minute Volume [veh/h] 0 0 0 0 0 4 16 0 0 0 0 1 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 0 0 0 0 0 17 65 0 0 0 0 5
Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 17 65 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 0 0 0 0 0 0 0 0 0 0 0 5
Name Cottonwood Avenue Cottonwood Avenue Project Driveway #3 River Bluff Drive Volumes
37 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 5: 5 Opening + Project AM Number of Storage Spaces in Median 0 0 0 0
Two-Stage Gap Acceptance No No
Storage Area [veh] 0 0 0 0
Flared Lane No No
Priority Scheme Free Free Stop Stop
Intersection Settings
Intersection LOS A
d_I, Intersection Delay [s/veh] 7.07
Approach LOS A A A A
d_A, Approach Delay [s/veh] 2.41 0.00 8.82 8.32
95th-Percentile Queue Length [ft/ln] 0.00 0.00 0.00 0.00 0.00 0.00 5.16 5.16 5.16 0.35 0.35 0.35 95th-Percentile Queue Length [veh/ln] 0.00 0.00 0.00 0.00 0.00 0.00 0.21 0.21 0.21 0.01 0.01 0.01 Movement LOS A A A A A A A A A A A A
d_M, Delay for Movement [s/veh] 7.23 0.00 0.00 7.20 0.00 0.00 8.82 9.29 8.58 8.56 9.10 8.32 V/C, Movement V/C Ratio 0.00 0.00 0.00 0.00 0.00 0.00 0.06 0.00 0.00 0.00 0.00 0.00 Movement, Approach, & Intersection Results
38 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 6: 6 Opening + Project PM Intersection Level Of Service Report
Intersection 1: Cuyamaca St/Mast Blvd
Control Type: Signalized Delay (sec / veh): 33.1
Analysis Method: HCM 7th Edition Level Of Service: C
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.604 Crosswalk No No No No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 35.00 35.00 40.00 40.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 170.00 100.00 120.00 115.00 100.00 100.00 80.00 100.00 70.00 195.00 100.00 100.00 No. of Lanes in Entry Pocket 2 0 1 1 0 0 1 0 1 2 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Cuyamaca Street Cuyamaca Street Mast Boulevard Mast Boulevard Intersection Setup
1 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 6: 6 Opening + Project PM Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 283 234 445 14 186 121 193 642 298 319 312 13 Total 15-Minute Volume [veh/h] 71 58 111 3 46 30 48 160 74 80 78 3 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9410 0.9410 0.9410 0.9410 0.9410 0.9410 0.9410 0.9410 0.9410 0.9410 0.9410 0.9410 Total Hourly Volume [veh/h] 266 220 419 13 175 114 182 604 280 300 294 12 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 8 9 8 0 7 0 0 10 8 8 8 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 253 207 403 13 165 112 178 582 267 286 280 12 Name Cuyamaca Street Cuyamaca Street Mast Boulevard Mast Boulevard Volumes
2 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 6: 6 Opening + Project PM Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Advanced Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Advanced Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 l2, Clearance Lost Time [s] 2.0 2.0 2.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 2.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0.0 10.0 10.0 0.0 10.0 0.0 0.0 10.0 0.0 0.0 10.0 0.0 Walk [s] 0.0 5.0 5.0 0.0 5.0 0.0 0.0 5.0 0.0 0.0 5.0 0.0 All red [s] 1.0 1.0 1.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 3.0 3.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Maximum Green [s] 15 18 18 15 18 0 21 25 0 16 20 0
Auxiliary Signal Groups 6,7
Signal Group 1 6 6 5 2 0 3 8 0 7 4 0
Flashing Yellow Arrow
Control Type Protecte Permiss Overlap Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing (Basic)
Pedestrian Recall No No No No No No No No No
Maximum Recall No No No No No No No No No
Minimum Recall No No No No No No No No No
Vehicle Extension [s] 3.0 3.0 3.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Minimum Green [s] 5 10 10 5 10 0 5 10 0 5 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Split [s] 22.0 25.0 25.0 21.0 24.0 0.0 28.0 31.0 0.0 23.0 26.0 0.0 Phasing & Timing: Pattern 1
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
3 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 6: 6 Opening + Project PM PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, 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 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 3.31 0.19 1.27 10.62 0.83 1.03 8.03 2.21 9.28 0.82 0.41 0.42 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.50 0.11 0.11 0.18 0.11 0.11 0.11 d1, Uniform Delay [s] 43.53 16.65 8.60 48.72 22.83 22.95 42.67 37.33 37.66 38.34 30.41 30.41 c, Capacity [veh/h] 370 1599 1045 30 671 586 230 783 349 580 484 477 s, saturation flow rate [veh/h] 3514 3618 1615 1810 1900 1660 1810 3618 1615 3514 1900 1873 (v / s)_i Volume / Saturation Flow Rate 0.08 0.06 0.28 0.01 0.08 0.09 0.11 0.18 0.18 0.09 0.09 0.09 g / C, Green / Cycle 0.11 0.44 0.65 0.02 0.35 0.35 0.13 0.22 0.22 0.16 0.25 0.25 g_i, Effective Green Time [s] 10.5 44.3 64.7 1.6 35.4 35.4 12.7 21.6 21.6 16.4 25.4 25.4 l2, Clearance Lost Time [s] 2.00 2.00 0.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Calculated Cycle Length [s] 100 100 100 100 100 100 100 100 100 100 100 100 Lane Group L C R L C C L C R L C C
Lane Group Calculations
95th-Percentile Queue Length [ft/ln] 158.23 71.55 198.74 19.39 123.15 115.73 217.74 297.57 304.16 159.84 142.44 140.73 95th-Percentile Queue Length [veh/ln] 6.33 2.86 7.95 0.78 4.93 4.63 8.71 11.90 12.17 6.39 5.70 5.63 50th-Percentile Queue Length [ft/ln] 87.90 39.75 111.97 10.77 68.42 64.29 125.78 185.80 190.87 88.80 79.13 78.18 50th-Percentile Queue Length [veh/ln] 3.52 1.59 4.48 0.43 2.74 2.57 5.03 7.43 7.63 3.55 3.17 3.13 Critical Lane Group No No Yes Yes No No No No Yes Yes No No Lane Group LOS D B A E C C D D D D C C
d, Delay for Lane Group [s/veh] 46.84 16.84 9.87 59.34 23.66 23.98 50.69 39.54 46.94 39.15 30.82 30.83 X, volume / capacity 0.76 0.15 0.43 0.46 0.24 0.25 0.84 0.82 0.85 0.55 0.34 0.34 Lane Group Results
4 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 6: 6 Opening + Project PM Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 46.84 16.84 9.87 59.34 23.71 23.98 50.69 39.54 46.94 39.15 30.82 30.83 Movement LOS D B A E C C D D D D C C
d_A, Approach Delay [s/veh] 22.44 25.36 43.39 34.95
Approach LOS C C D C
d_I, Intersection Delay [s/veh] 33.14
Intersection LOS C
Intersection V/C 0.604
Emissions
Vehicle Miles Traveled [mph] 15.83 13.09 24.90 0.81 9.27 8.59 10.68 35.53 16.49 19.72 10.11 9.98 Stops [stops/h] 253.16 114.48 161.23 15.51 98.52 92.58 181.12 535.09 274.86 255.75 113.95 112.58 Fuel consumption [US gal/h] 5.20 2.16 3.06 0.32 1.86 1.74 4.15 11.69 6.14 5.76 2.51 2.48 CO [g/h] 363.80 151.13 213.60 22.14 130.13 121.90 290.28 817.47 428.98 402.64 175.23 173.11 NOx [g/h] 70.78 29.40 41.56 4.31 25.32 23.72 56.48 159.05 83.46 78.34 34.09 33.68 VOC [g/h] 84.31 35.03 49.50 5.13 30.16 28.25 67.27 189.46 99.42 93.32 40.61 40.12 Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 0.00 0.00
I_p,int, Pedestrian LOS Score for Intersectio 0.000 0.000 0.000 0.000 Crosswalk LOS F F F F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 420 400 540 440 d_b, Bicycle Delay [s] 31.21 32.00 26.65 30.42
I_b,int, Bicycle LOS Score for Intersection 2.353 1.824 2.494 2.091 Bicycle LOS B A B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
5 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 6: 6 Opening + Project PM Intersection Level Of Service Report
Intersection 2: Cuyamaca St/Riverwalk Dr
Control Type: Signalized Delay (sec / veh): 14.2
Analysis Method: HCM 7th Edition Level Of Service: B
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.431 Crosswalk No No No No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 35.00 35.00 10.00 25.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 95.00 95.00 100.00 100.00 25.00 100.00 100.00 60.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 1 1 0 1 1 0 0 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Cuyamaca Street Cuyamaca Street Riverwalk Riverwalk Intersection Setup
6 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 6: 6 Opening + Project PM Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 39 850 140 90 727 2 7 1 16 112 0 50 Total 15-Minute Volume [veh/h] 10 213 35 23 182 1 2 0 4 28 0 13 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9760 0.9760 0.9760 0.9760 0.9760 0.9760 0.9760 0.9760 0.9760 0.9760 0.9760 0.9760 Total Hourly Volume [veh/h] 38 830 137 88 710 2 7 1 16 109 0 49 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 24 14 0 27 0 0 0 0 7 0 0 In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 37 790 121 86 670 2 7 1 16 100 0 48 Name Cuyamaca Street Cuyamaca Street Riverwalk Riverwalk Volumes
7 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 6: 6 Opening + Project PM Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 70
Signal Coordination Group -
Located in CBD No
Intersection Settings
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Advanced Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Advanced Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0.0 10.0 0.0 0.0 10.0 0.0 0.0 21.0 0.0 0.0 17.0 0.0 Walk [s] 0.0 5.0 0.0 0.0 5.0 0.0 0.0 5.0 0.0 0.0 5.0 0.0 All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Maximum Green [s] 30 30 0 30 30 0 0 30 0 0 30 0
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 0 8 0 0 4 0
Flashing Yellow Arrow
Control Type Protecte Permiss Permiss Protecte Permiss Permiss Split Split Split Split Split Split Phasing & Timing (Basic)
Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Minimum Green [s] 5 10 0 5 10 0 0 10 0 0 10 0
Lead / Lag Lead - - Lead - - - - - - - -
Split [s] 9.0 14.0 0.0 28.0 33.0 0.0 0.0 14.0 0.0 0.0 14.0 0.0 Phasing & Timing: Pattern 1
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
8 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 6: 6 Opening + Project PM PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 7.01 0.82 0.44 8.31 0.54 0.00 0.31 1.06 1.29 0.51 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.50 0.11 0.11 0.11 0.11 d1, Uniform Delay [s] 33.09 10.84 9.08 32.02 9.17 7.34 31.45 31.65 27.80 26.91 c, Capacity [veh/h] 69 1856 829 122 1962 876 98 88 248 221 s, saturation flow rate [veh/h] 1810 3618 1615 1810 3618 1615 1810 1629 1810 1615 (v / s)_i Volume / Saturation Flow Rate 0.02 0.23 0.09 0.05 0.20 0.00 0.00 0.01 0.06 0.03 g / C, Green / Cycle 0.04 0.51 0.51 0.07 0.54 0.54 0.05 0.05 0.14 0.14 g_i, Effective Green Time [s] 2.7 36.0 36.0 4.7 38.0 38.0 3.8 3.8 9.6 9.6 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Calculated Cycle Length [s] 70 70 70 70 70 70 70 70 70 70 Lane Group L C R L C R L C L C
Lane Group Calculations
95th-Percentile Queue Length [ft/ln] 34.03 167.78 48.25 76.78 124.86 0.57 5.57 13.85 79.89 34.22 95th-Percentile Queue Length [veh/ln] 1.36 6.71 1.93 3.07 4.99 0.02 0.22 0.55 3.20 1.37 50th-Percentile Queue Length [ft/ln] 18.91 93.21 26.81 42.65 69.37 0.32 3.09 7.70 44.39 19.01 50th-Percentile Queue Length [veh/ln] 0.76 3.73 1.07 1.71 2.77 0.01 0.12 0.31 1.78 0.76 Critical Lane Group No Yes No Yes No No No Yes Yes No
Lane Group LOS D B A D A A C C C C
d, Delay for Lane Group [s/veh] 40.10 11.66 9.52 40.33 9.71 7.34 31.75 32.71 29.09 27.43 X, volume / capacity 0.56 0.46 0.17 0.74 0.37 0.00 0.07 0.19 0.45 0.23 Lane Group Results
9 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 6: 6 Opening + Project PM Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 40.10 11.66 9.52 40.33 9.71 7.34 31.75 32.71 32.71 29.09 27.43 27.43 Movement LOS D B A D A A C C C C C C
d_A, Approach Delay [s/veh] 12.45 13.07 32.43 28.58
Approach LOS B B C C
d_I, Intersection Delay [s/veh] 14.22
Intersection LOS B
Intersection V/C 0.431
Emissions
Vehicle Miles Traveled [mph] 3.46 75.46 12.43 14.06 113.54 0.31 0.12 0.29 51.87 23.16 Stops [stops/h] 38.90 383.49 55.14 87.75 285.39 0.65 6.36 15.83 91.31 39.11 Fuel consumption [US gal/h] 0.74 7.78 1.16 1.93 7.91 0.02 0.06 0.14 3.35 1.47 CO [g/h] 51.92 543.66 81.07 135.21 552.95 1.38 3.94 9.83 233.87 102.78 NOx [g/h] 10.10 105.78 15.77 26.31 107.58 0.27 0.77 1.91 45.50 20.00 VOC [g/h] 12.03 126.00 18.79 31.34 128.15 0.32 0.91 2.28 54.20 23.82 Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 0.00 0.00
I_p,int, Pedestrian LOS Score for Intersectio 0.000 0.000 0.000 0.000 Crosswalk LOS F F F F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 286 829 286 286 d_b, Bicycle Delay [s] 25.71 12.01 25.71 25.71
I_b,int, Bicycle LOS Score for Intersection 2.409 2.235 1.599 1.827 Bicycle LOS B B A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - - - - - - - - - - - - - -
Ring 1 1 2 4 8 - - - - - - - - - - - -
Sequence
10 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 6: 6 Opening + Project PM Intersection Level Of Service Report
Intersection 3: Park Center Dr/Mast Blvd
Control Type: Signalized Delay (sec / veh): 12.2
Analysis Method: HCM 7th Edition Level Of Service: B
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.498 Crosswalk Yes No Yes
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 40.00 40.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 200.00 100.00 100.00 105.00 90.00 100.00 No. of Lanes in Entry Pocket 1 0 0 1 1 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Right Thru Right Left Thru
Lane Configuration
Approach Northbound Eastbound Westbound
Name Park Center Drive Mast Boulevard Mast Boulevard
Intersection Setup
11 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 6: 6 Opening + Project PM Bicycle Volume [bicycles/h] 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 163 103 978 116 136 623
Total 15-Minute Volume [veh/h] 41 26 244 29 34 156
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9490 0.9490 0.9490 0.9490 0.9490 0.9490 Total Hourly Volume [veh/h] 155 98 928 110 129 591
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 130 0 0 80 0 0
Site-Generated Trips [veh/h] 4 10 21 8 22 14
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 21 86 889 22 105 566
Name Park Center Drive Mast Boulevard Mast Boulevard
Volumes
12 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 6: 6 Opening + Project PM Lost time [s] 10.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 80
Signal Coordination Group -
Located in CBD No
Intersection Settings
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 Advanced Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Advanced Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0
l2, Clearance Lost Time [s] 2.0 0.0 2.0 0.0 2.0 2.0
l1, Start-Up Lost Time [s] 2.0 0.0 2.0 0.0 2.0 2.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 17.0 0.0 10.0 0.0 0.0 10.0
Walk [s] 5.0 0.0 5.0 0.0 0.0 5.0
All red [s] 1.0 0.0 1.0 0.0 1.0 1.0
Amber [s] 3.0 0.0 3.0 0.0 3.0 3.0
Maximum Green [s] 30 0 30 0 30 30
Auxiliary Signal Groups
Signal Group 3 0 2 0 1 6
Flashing Yellow Arrow
Control Type Permissive Permissive Permissive Permissive Protected Permissive Phasing & Timing (Basic)
Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
Vehicle Extension [s] 3.0 0.0 3.0 0.0 3.0 3.0
Minimum Green [s] 5 0 10 0 5 10
Lead / Lag Lead - - - Lead -
Split [s] 26.0 0.0 32.0 0.0 22.0 54.0
Phasing & Timing: Pattern 1
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
13 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 6: 6 Opening + Project PM PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 5.36 2.31 0.58 0.22 7.03 0.18 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.50 0.50 0.11 0.50
d1, Uniform Delay [s] 34.12 33.16 7.35 5.78 35.25 2.32
c, Capacity [veh/h] 215 192 2293 1023 176 2825
s, saturation flow rate [veh/h] 1810 1615 3618 1615 1810 3618 (v / s)_i Volume / Saturation Flow Rate 0.09 0.06 0.27 0.07 0.08 0.17 g / C, Green / Cycle 0.12 0.12 0.63 0.63 0.10 0.78
g_i, Effective Green Time [s] 9.5 9.5 50.7 50.7 7.8 62.5 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 C, Calculated Cycle Length [s] 80 80 80 80 80 80
Lane Group L R C R L C
Lane Group Calculations
95th-Percentile Queue Length [ft/ln] 149.06 88.24 152.73 29.80 126.17 28.95 95th-Percentile Queue Length [veh/ln] 5.96 3.53 6.11 1.19 5.05 1.16 50th-Percentile Queue Length [ft/ln] 82.81 49.02 84.85 16.55 70.10 16.08 50th-Percentile Queue Length [veh/ln] 3.31 1.96 3.39 0.66 2.80 0.64 Critical Lane Group Yes No Yes No Yes No
Lane Group LOS D D A A D A
d, Delay for Lane Group [s/veh] 39.48 35.47 7.94 6.01 42.28 2.50 X, volume / capacity 0.76 0.54 0.43 0.11 0.77 0.22
Lane Group Results
14 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 6: 6 Opening + Project PM Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 39.48 35.47 7.94 6.01 42.28 2.50 Movement LOS D D A A D A
d_A, Approach Delay [s/veh] 37.93 7.73 9.63
Approach LOS D A A
d_I, Intersection Delay [s/veh] 12.20
Intersection LOS B
Intersection V/C 0.498
Emissions
Vehicle Miles Traveled [mph] 15.32 9.68 381.45 45.24 33.54 153.66 Stops [stops/h] 149.06 88.24 305.46 29.80 126.17 57.89
Fuel consumption [US gal/h] 2.76 1.63 18.24 2.06 3.61 6.39 CO [g/h] 193.20 113.91 1275.26 143.66 252.41 446.64
NOx [g/h] 37.59 22.16 248.12 27.95 49.11 86.90
VOC [g/h] 44.78 26.40 295.55 33.29 58.50 103.51
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 0.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 31.51 0.00 31.51
I_p,int, Pedestrian LOS Score for Intersectio 2.104 0.000 2.774 Crosswalk LOS B F C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 550 700 1250 d_b, Bicycle Delay [s] 21.03 16.90 5.63
I_b,int, Bicycle LOS Score for Intersection 1.560 2.462 2.186 Bicycle LOS A B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - - - - - - - - - - - - - -
Ring 1 1 2 3 - - - - - - - - - - - - -
Sequence
15 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 6: 6 Opening + Project PM Intersection Level Of Service Report
Intersection 4: Magnolia Ave/Mast Blvd
Control Type: Signalized Delay (sec / veh): 22.0
Analysis Method: HCM 7th Edition Level Of Service: C
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.667 Crosswalk No No No No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 45.00 40.00 40.00 35.00
Exit Pocket Length [ft] 0.00 0.00 49.21 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 1 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 170.00 100.00 100.00 140.00 100.00 100.00 140.00 100.00 120.00 165.00 100.00 160.00 No. of Lanes in Entry Pocket 2 0 0 1 0 1 2 0 1 1 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Magnolia Avenue Magnolia Avenue Mast Boulevard Mast Boulevard Intersection Setup
16 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 6: 6 Opening + Project PM Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 339 514 145 62 390 289 392 249 284 68 127 30 Total 15-Minute Volume [veh/h] 85 128 36 15 97 72 98 62 71 17 32 8 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 Total Hourly Volume [veh/h] 323 490 138 59 372 276 374 238 271 65 121 29 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 18 8 1 0 18 5 7 11 13 1 13 0 In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 299 473 134 58 347 266 360 223 253 63 106 28 Name Magnolia Avenue Magnolia Avenue Mast Boulevard Mast Boulevard Volumes
17 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 6: 6 Opening + Project PM Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 60
Signal Coordination Group -
Located in CBD No
Intersection Settings
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Advanced Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Advanced Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0.0 21.0 0.0 0.0 24.0 0.0 0.0 21.0 0.0 0.0 21.0 0.0 Walk [s] 0.0 5.0 0.0 0.0 5.0 0.0 0.0 5.0 0.0 0.0 5.0 0.0 All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 3 8 0 7 4 0
Flashing Yellow Arrow
Control Type Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing (Basic)
Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Minimum Green [s] 5 10 0 5 10 0 5 10 0 5 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Split [s] 10.0 15.0 0.0 9.0 14.0 0.0 21.0 14.0 0.0 22.0 15.0 0.0 Phasing & Timing: Pattern 1
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
18 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 6: 6 Opening + Project PM PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, 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 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 2.02 2.37 2.56 6.68 1.00 5.93 1.92 0.16 2.28 6.39 0.20 0.21 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.50 0.11 0.11 0.11 0.11 0.11 0.11 d1, Uniform Delay [s] 24.84 14.44 14.44 27.81 16.91 18.38 24.23 18.16 20.52 27.64 22.21 21.84 c, Capacity [veh/h] 474 706 654 98 1052 470 537 901 402 106 560 250 s, saturation flow rate [veh/h] 3514 1900 1758 1810 3618 1615 3514 3618 1615 1810 3618 1615 (v / s)_i Volume / Saturation Flow Rate 0.10 0.18 0.18 0.03 0.11 0.18 0.11 0.07 0.18 0.04 0.04 0.02 g / C, Green / Cycle 0.14 0.37 0.37 0.05 0.29 0.29 0.15 0.25 0.25 0.06 0.15 0.15 g_i, Effective Green Time [s] 8.1 22.3 22.3 3.2 17.5 17.5 9.2 15.0 15.0 3.4 9.3 9.3 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Calculated Cycle Length [s] 60 60 60 60 60 60 60 60 60 60 60 60 Lane Group L C C L C R L C R L C R
Lane Group Calculations
95th-Percentile Queue Length [ft/ln] 97.57 150.51 140.81 44.06 90.02 169.16 113.52 56.07 153.59 48.49 33.23 15.77 95th-Percentile Queue Length [veh/ln] 3.90 6.02 5.63 1.76 3.60 6.77 4.54 2.24 6.14 1.94 1.33 0.63 50th-Percentile Queue Length [ft/ln] 54.21 83.62 78.23 24.48 50.01 93.98 63.07 31.15 85.33 26.94 18.46 8.76 50th-Percentile Queue Length [veh/ln] 2.17 3.34 3.13 0.98 2.00 3.76 2.52 1.25 3.41 1.08 0.74 0.35 Critical Lane Group Yes No No No No Yes No No Yes Yes No No Lane Group LOS C B B C B C C B C C C C
d, Delay for Lane Group [s/veh] 26.87 16.81 17.00 34.48 17.92 24.31 26.15 18.33 22.80 34.02 22.42 22.05 X, volume / capacity 0.71 0.48 0.48 0.64 0.37 0.62 0.73 0.28 0.71 0.64 0.23 0.12 Lane Group Results
19 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 6: 6 Opening + Project PM Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 26.87 16.87 17.00 34.48 17.92 24.31 26.15 18.33 22.80 34.02 22.42 22.05 Movement LOS C B B C B C C B C C C C
d_A, Approach Delay [s/veh] 20.29 21.80 23.02 25.88
Approach LOS C C C C
d_I, Intersection Delay [s/veh] 21.98
Intersection LOS C
Intersection V/C 0.667
Emissions
Vehicle Miles Traveled [mph] 139.91 141.27 130.72 3.14 19.75 14.63 96.69 61.42 70.05 5.91 11.03 2.61 Stops [stops/h] 260.18 200.68 187.75 58.75 240.06 225.55 302.73 149.53 204.79 64.66 88.61 21.02 Fuel consumption [US gal/h] 9.88 8.51 7.91 1.12 4.49 4.17 8.52 4.60 5.84 1.18 1.67 0.39 CO [g/h] 690.92 594.74 552.96 78.61 313.70 291.46 595.81 321.37 408.12 82.63 116.47 27.40 NOx [g/h] 134.43 115.72 107.59 15.30 61.04 56.71 115.92 62.53 79.40 16.08 22.66 5.33 VOC [g/h] 160.13 137.84 128.15 18.22 72.70 67.55 138.09 74.48 94.58 19.15 26.99 6.35 Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 0.00 0.00
I_p,int, Pedestrian LOS Score for Intersectio 0.000 0.000 0.000 0.000 Crosswalk LOS F F F F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 367 333 333 367 d_b, Bicycle Delay [s] 20.01 20.83 20.83 20.01
I_b,int, Bicycle LOS Score for Intersection 2.383 2.171 2.323 1.745 Bicycle LOS B B B A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
20 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 6: 6 Opening + Project PM Intersection Level Of Service Report
Intersection 5: Magnolia Ave/Park Center Dr
Control Type: Signalized Delay (sec / veh): 14.5
Analysis Method: HCM 7th Edition Level Of Service: B
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.573 Crosswalk Yes No Yes
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 45.00 45.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0
Entry Pocket Length [ft] 120.00 100.00 100.00 100.00 100.00 140.00 100.00 No. of Lanes in Entry Pocket 1 0 1 0 1 1 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru U-turn Thru Right Left Right Lane Configuration
Approach Northbound Southbound Eastbound
Name Magnolia Avenue Magnolia Avenue Park Center Drive
Intersection Setup
21 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 6: 6 Opening + Project PM Bicycle Volume [bicycles/h] 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 326 1111 1 792 21 10 171
Total 15-Minute Volume [veh/h] 82 278 0 198 5 3 43
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9630 0.9630 0.9630 0.9630 0.9630 0.9630 0.9630 Total Hourly Volume [veh/h] 314 1070 1 763 20 10 165
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0 0
Diverted Trips [veh/h] 130 0 0 0 0 0 80
Site-Generated Trips [veh/h] 173 20 0 15 17 7 73
In-Process Volume [veh/h] 0 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 11 1029 1 733 3 3 12
Name Magnolia Avenue Magnolia Avenue Park Center Drive
Volumes
22 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 6: 6 Opening + Project PM Lost time [s] 10.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 80
Signal Coordination Group -
Located in CBD No
Intersection Settings
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Advanced Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Advanced Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0
l2, Clearance Lost Time [s] 2.0 2.0 2.0 2.0 0.0 2.0 2.0 l1, Start-Up Lost Time [s] 2.0 2.0 2.0 2.0 0.0 2.0 2.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 0.0 10.0 0.0 10.0 0.0 17.0 0.0 Walk [s] 0.0 5.0 0.0 5.0 0.0 5.0 0.0
All red [s] 1.0 1.0 1.0 1.0 0.0 1.0 1.0
Amber [s] 3.0 3.0 3.0 3.0 0.0 3.0 3.0
Maximum Green [s] 30 30 10 30 0 30 30
Auxiliary Signal Groups
Signal Group 1 6 5 2 0 3 1
Flashing Yellow Arrow
Control Type Protected Permissive Protected Permissive Permissive Permissive Permissive Phasing & Timing (Basic)
Pedestrian Recall No No No No No
Maximum Recall No No No No No
Minimum Recall No No No No No
Vehicle Extension [s] 3.0 3.0 3.0 3.0 0.0 3.0 3.0
Minimum Green [s] 5 10 5 10 0 5 5
Lead / Lag Lead - Lead - - Lead -
Split [s] 26.0 35.0 19.0 28.0 0.0 26.0 26.0
Phasing & Timing: Pattern 1
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
23 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 6: 6 Opening + Project PM PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 6.15 0.52 33.20 0.29 0.29 0.07 7.45 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.11 0.11 0.11 0.11 0.11 d1, Uniform Delay [s] 30.63 4.60 39.85 12.12 12.12 30.44 33.86 c, Capacity [veh/h] 376 2597 4 973 965 235 210
s, saturation flow rate [veh/h] 1810 3618 1810 1900 1883 1810 1615 (v / s)_i Volume / Saturation Flow Rate 0.18 0.31 0.00 0.21 0.21 0.01 0.11 g / C, Green / Cycle 0.21 0.72 0.00 0.51 0.51 0.13 0.13 g_i, Effective Green Time [s] 16.6 57.5 0.1 41.0 41.0 10.4 10.4 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Calculated Cycle Length [s] 80 80 80 80 80 80 80
Lane Group L C L C C L R
Lane Group Calculations
95th-Percentile Queue Length [ft/ln] 257.97 105.60 2.42 173.63 172.14 7.66 161.13 95th-Percentile Queue Length [veh/ln] 10.32 4.22 0.10 6.95 6.89 0.31 6.45 50th-Percentile Queue Length [ft/ln] 155.66 58.66 1.34 96.46 95.63 4.26 89.52 50th-Percentile Queue Length [veh/ln] 6.23 2.35 0.05 3.86 3.83 0.17 3.58 Critical Lane Group Yes No No No Yes No Yes
Lane Group LOS D A E B B C D
d, Delay for Lane Group [s/veh] 36.79 5.11 73.06 12.41 12.41 30.51 41.31 X, volume / capacity 0.87 0.43 0.26 0.42 0.42 0.04 0.81 Lane Group Results
24 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 6: 6 Opening + Project PM Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 36.79 5.11 73.06 12.41 12.41 30.51 41.31 Movement LOS D A E B B C D
d_A, Approach Delay [s/veh] 12.30 12.48 40.71
Approach LOS B B D
d_I, Intersection Delay [s/veh] 14.47
Intersection LOS B
Intersection V/C 0.573
Emissions
Vehicle Miles Traveled [mph] 252.40 860.17 0.41 168.52 167.03 0.87 14.88 Stops [stops/h] 280.19 211.19 2.42 173.63 172.14 7.66 161.13 Fuel consumption [US gal/h] 14.58 33.27 0.06 8.97 8.89 0.14 2.94 CO [g/h] 1018.84 2325.34 4.13 626.73 621.25 9.80 205.51 NOx [g/h] 198.23 452.43 0.80 121.94 120.87 1.91 39.98
VOC [g/h] 236.13 538.92 0.96 145.25 143.98 2.27 47.63
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 0.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 31.51 0.00 31.51
I_p,int, Pedestrian LOS Score for Intersectio 2.998 0.000 2.107 Crosswalk LOS C F B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 775 600 550 d_b, Bicycle Delay [s] 15.01 19.60 21.03
I_b,int, Bicycle LOS Score for Intersection 2.745 2.231 1.560 Bicycle LOS B B A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - - - - - - - - - - - - - -
Ring 1 1 2 3 - - - - - - - - - - - - -
Sequence
25 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 6: 6 Opening + Project PM Intersection Level Of Service Report
Intersection 6: Magnolia Ave/Mission Gorge Rd-Woodside Ave Control Type: Signalized Delay (sec / veh): 25.9
Analysis Method: HCM 7th Edition Level Of Service: C
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.875 Crosswalk No No No No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 40.00 45.00 40.00 45.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 245.00 100.00 100.00 220.00 100.00 135.00 175.00 100.00 610.00 135.00 100.00 130.00 No. of Lanes in Entry Pocket 2 0 0 2 0 1 2 0 1 2 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Magnolia Avenue Magnolia Avenue Mission Gorge Road Woodside Avenue Intersection Setup
26 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 6: 6 Opening + Project PM Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 271 978 429 189 734 159 289 726 379 402 646 167 Total 15-Minute Volume [veh/h] 68 244 107 47 183 40 72 182 95 100 161 42 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9460 0.9460 0.9460 0.9460 0.9460 0.9460 0.9460 0.9460 0.9460 0.9460 0.9460 0.9460 Total Hourly Volume [veh/h] 256 925 406 179 694 150 273 687 359 380 611 158 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 23 121 0 18 53 17 38 25 25 0 23 34 In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 228 788 398 158 628 130 230 649 327 373 576 122 Name Magnolia Avenue Magnolia Avenue Mission Gorge Road Woodside Avenue Volumes
27 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 6: 6 Opening + Project PM Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 60
Signal Coordination Group -
Located in CBD No
Intersection Settings
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Advanced Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Advanced Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 l2, Clearance Lost Time [s] 2.0 2.0 2.0 2.0 2.0 0.0 2.0 2.0 2.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 2.0 2.0 2.0 0.0 2.0 2.0 2.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0.0 24.0 24.0 0.0 24.0 0.0 0.0 24.0 24.0 0.0 24.0 0.0 Walk [s] 0.0 5.0 5.0 0.0 5.0 0.0 0.0 5.0 5.0 0.0 5.0 0.0 All red [s] 1.0 1.0 1.0 1.0 1.0 0.0 1.0 1.0 1.0 1.0 1.0 0.0 Amber [s] 3.0 3.0 3.0 3.0 3.0 0.0 3.0 3.0 3.0 3.0 3.0 0.0 Maximum Green [s] 30 30 30 30 30 0 30 30 30 30 30 0
Auxiliary Signal Groups 6,7 1,8
Signal Group 1 6 6 5 2 0 3 8 8 7 4 0
Flashing Yellow Arrow
Control Type Protecte Permiss Overlap Protecte Permiss Permiss Protecte Permiss Overlap Protecte Permiss Permiss Phasing & Timing (Basic)
Pedestrian Recall No No No No No No No No No No
Maximum Recall No No No No No No No No No No
Minimum Recall No No No No No No No No No No
Vehicle Extension [s] 3.0 3.0 3.0 3.0 3.0 0.0 3.0 3.0 3.0 3.0 3.0 0.0 Minimum Green [s] 5 10 10 5 10 0 5 10 10 5 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Split [s] 10.0 14.0 14.0 17.0 21.0 0.0 11.0 17.0 17.0 12.0 18.0 0.0 Phasing & Timing: Pattern 1
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
28 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 6: 6 Opening + Project PM PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, 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 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 3.60 13.93 2.59 1.86 4.29 2.08 2.63 5.36 4.48 4.67 1.35 0.78 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.50 0.11 0.11 0.50 0.11 0.11 0.11 d1, Uniform Delay [s] 26.33 20.49 10.46 26.30 19.33 17.09 25.75 23.03 14.91 25.44 21.23 19.45 c, Capacity [veh/h] 351 1064 798 314 1025 458 395 784 619 469 859 384 s, saturation flow rate [veh/h] 3514 3618 1615 3514 3618 1615 3514 3618 1615 3514 3618 1615 (v / s)_i Volume / Saturation Flow Rate 0.08 0.27 0.27 0.05 0.20 0.10 0.08 0.20 0.23 0.11 0.18 0.10 g / C, Green / Cycle 0.10 0.30 0.50 0.09 0.28 0.28 0.11 0.22 0.38 0.13 0.24 0.24 g_i, Effective Green Time [s] 6.0 17.7 29.7 5.3 17.0 17.0 6.7 13.0 23.0 8.0 14.3 14.3 l2, Clearance Lost Time [s] 2.00 2.00 0.00 2.00 2.00 2.00 2.00 2.00 0.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Calculated Cycle Length [s] 60 60 60 60 60 60 60 60 60 60 60 60 Lane Group L C R L C R L C R L C R
Lane Group Calculations
95th-Percentile Queue Length [ft/ln] 84.97 305.90 159.05 55.96 198.37 78.40 87.65 216.58 189.25 124.80 169.02 80.35 95th-Percentile Queue Length [veh/ln] 3.40 12.24 6.36 2.24 7.93 3.14 3.51 8.66 7.57 4.99 6.76 3.21 50th-Percentile Queue Length [ft/ln] 47.20 192.22 88.36 31.09 111.70 43.55 48.70 124.93 105.16 69.33 93.90 44.64 50th-Percentile Queue Length [veh/ln] 1.89 7.69 3.53 1.24 4.47 1.74 1.95 5.00 4.21 2.77 3.76 1.79 Critical Lane Group No Yes No Yes No No No No Yes Yes No No Lane Group LOS C C B C C B C C B C C C
d, Delay for Lane Group [s/veh] 29.93 34.42 13.05 28.16 23.62 19.17 28.38 28.39 19.38 30.12 22.58 20.23 X, volume / capacity 0.77 0.92 0.54 0.60 0.72 0.35 0.73 0.93 0.61 0.86 0.75 0.44 Lane Group Results
29 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 6: 6 Opening + Project PM Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 29.93 34.42 13.05 28.16 23.62 19.17 28.38 28.39 19.38 30.12 22.58 20.23 Movement LOS C C B C C B C C B C C C
d_A, Approach Delay [s/veh] 28.23 23.76 25.94 24.75
Approach LOS C C C C
d_I, Intersection Delay [s/veh] 25.95
Intersection LOS C
Intersection V/C 0.875
Emissions
Vehicle Miles Traveled [mph] 27.70 99.98 43.86 146.33 568.28 123.10 43.65 109.64 57.24 40.33 64.81 16.75 Stops [stops/h] 226.58 922.64 212.06 149.24 536.18 104.53 233.74 599.66 252.38 332.79 450.71 107.14 Fuel consumption [US gal/h] 4.87 19.50 4.79 7.95 29.67 6.14 5.53 14.01 6.02 7.98 10.79 2.59 CO [g/h] 340.35 1362.79 335.06 556.01 2074.20 429.17 386.44 979.53 421.12 558.09 754.53 181.31 NOx [g/h] 66.22 265.15 65.19 108.18 403.56 83.50 75.19 190.58 81.93 108.58 146.80 35.28 VOC [g/h] 78.88 315.84 77.65 128.86 480.72 99.46 89.56 227.02 97.60 129.34 174.87 42.02 Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 0.00 0.00
I_p,int, Pedestrian LOS Score for Intersectio 0.000 0.000 0.000 0.000 Crosswalk LOS F F F F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 333 567 433 467 d_b, Bicycle Delay [s] 20.83 15.41 18.41 17.63
I_b,int, Bicycle LOS Score for Intersection 2.944 2.452 2.710 2.562 Bicycle LOS C B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
30 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 6: 6 Opening + Project PM Intersection Level Of Service Report
Intersection 7: Park Center Dr/Riverwalk Dr - H & H Svc Driveway Control Type: All-way stop Delay (sec / veh): 9.5
Analysis Method: HCM 7th Edition Level Of Service: A
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.320 Crosswalk Yes Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 25.00 25.00 25.00 10.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Project Driveway #1 Park Center Drive Riverwalk He & Intersection Setup
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 14 180 0 5 152 102 139 5 37 1 8 16 Total 15-Minute Volume [veh/h] 4 45 0 1 38 26 35 1 9 0 2 4 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.8330 0.8330 0.8330 0.8330 0.8330 0.8330 0.8330 0.8330 0.8330 0.8330 0.8330 0.8330 Total Hourly Volume [veh/h] 12 150 0 4 127 85 116 4 31 1 7 13 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 130 0 0 80 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 4 8 0 0 16 3 6 0 8 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 8 12 0 4 30 80 108 4 23 1 7 13 Name Project Driveway #1 Park Center Drive Riverwalk He & Volumes
31 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 6: 6 Opening + Project PM Intersection Settings
Degree of Utilization, x 0.26 0.32 0.25 0.03
Capacity per Entry Lane [veh/h] 756 809 717 740
Lanes
Intersection LOS A
Intersection Delay [s/veh] 9.49
Approach LOS A A A A
Approach Delay [s/veh] 9.40 9.54 9.71 8.03
95th-Percentile Queue Length [ft] 25.52 34.65 24.97 2.62 95th-Percentile Queue Length [veh] 1.02 1.39 1.00 0.10
Movement, Approach, & Intersection Results
32 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 6: 6 Opening + Project PM Intersection Level Of Service Report
Intersection 8: Park Center Dr/Project Dwy #1-Project Dwy #2 Control Type: Roundabout Delay (sec / veh): 4.0
Analysis Method: HCM 7th Edition Level Of Service: A
Analysis Period: 15 minutes
Crosswalk Yes Yes Yes
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 25.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name Park Center Drive Project Driveway #1 Project Driveway #2 Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 19 37 127 12 86 175
Total 15-Minute Volume [veh/h] 5 9 32 3 22 44
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.8330 0.8330 0.8330 0.8330 0.8330 0.8330 Total Hourly Volume [veh/h] 16 31 106 10 72 146
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 80 0 0 130
Site-Generated Trips [veh/h] 0 0 24 0 0 12
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 16 30 2 10 71 4
Name Park Center Drive Project Driveway #1 Project Driveway #2 Volumes
33 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 6: 6 Opening + Project PM Adjusted Demand Flow Rate [veh/h] 19 37 127 12 86 175
Demand Flow Rate [veh/h] 16 31 106 10 72 146
Exiting Flow Rate [veh/h] 98 194 164
Circulating Flow Rate [veh/h] 127 86 19
Number of Conflicting Circulating Lanes 1 1 1
Intersection Settings
X, volume / capacity 0.05 0.11 0.19
Capacity per Entry Lane [veh/h] 1213 1265 1354
Pedestrian Impedance 1.00 1.00 1.00
Capacity of Entry and Bypass Lanes [veh/h] 1213 1265 1354 Entry Flow Rate [veh/h] 56 139 261
HV Adjustment Factor 1.00 1.00 1.00
B (coefficient) 0.00102 0.00102 0.00102
A (intercept) 1380.00 1380.00 1380.00
User-Defined Follow-Up Time [s] 3.00 3.00 3.00
Overwrite Calculated Follow-Up Time No No No
User-Defined Critical Headway [s] 4.00 4.00 4.00
Overwrite Calculated Critical Headway No No No
Lanes
Intersection LOS A
Intersection Delay [s/veh] 3.99
Approach LOS A A A
Approach Delay [s/veh] 3.34 3.75 4.26
95th-Percentile Queue Length [ft] 3.63 9.24 17.82
95th-Percentile Queue Length [veh] 0.15 0.37 0.71
Lane LOS A A A
Movement, Approach, & Intersection Results
34 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 6: 6 Opening + Project PM Intersection Level Of Service Report
Intersection 9: Cottonwood Ave/Project Drw #2-Walker Trails Drive Control Type: Two-way stop Delay (sec / veh): 13.0
Analysis Method: HCM 7th Edition Level Of Service: B
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.018 Crosswalk Yes Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 25.00 25.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Cottonwood Avenue Cottonwood Avenue Project Driveway #2 Walker Trails Drive Intersection Setup
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 0 0 38 8 0 0 0 110 0 72 202 0 Total 15-Minute Volume [veh/h] 0 0 10 2 0 0 0 28 0 18 51 0 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 0 0 38 8 0 0 0 110 0 72 202 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 80 0 0 130 0
Site-Generated Trips [veh/h] 0 0 30 0 0 0 0 30 0 72 72 0 In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 0 0 8 8 0 0 0 0 0 0 0 0
Name Cottonwood Avenue Cottonwood Avenue Project Driveway #2 Walker Trails Drive Volumes
35 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 6: 6 Opening + Project PM Number of Storage Spaces in Median 0 0 0 0
Two-Stage Gap Acceptance No No
Storage Area [veh] 0 0 0 0
Flared Lane No No
Priority Scheme Stop Stop Free Free
Intersection Settings
Intersection LOS B
d_I, Intersection Delay [s/veh] 2.29
Approach LOS A B A A
d_A, Approach Delay [s/veh] 8.95 13.02 0.00 1.97
95th-Percentile Queue Length [ft/ln] 3.13 3.13 3.13 1.34 1.34 1.34 0.00 0.00 0.00 3.12 3.12 3.12 95th-Percentile Queue Length [veh/ln] 0.13 0.13 0.13 0.05 0.05 0.05 0.00 0.00 0.00 0.12 0.12 0.12 Movement LOS B B A B B A A A A A A A
d_M, Delay for Movement [s/veh] 12.51 12.72 8.95 13.02 12.70 9.41 7.60 0.00 0.00 7.49 0.00 0.00 V/C, Movement V/C Ratio 0.00 0.00 0.04 0.02 0.00 0.00 0.00 0.00 0.00 0.05 0.00 0.00 Movement, Approach, & Intersection Results
36 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 6: 6 Opening + Project PM Intersection Level Of Service Report
Intersection 10: Cottonwood/River Bluff-Project Dwy #3
Control Type: Two-way stop Delay (sec / veh): 8.9
Analysis Method: HCM 7th Edition Level Of Service: A
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.031 Crosswalk Yes Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 25.00 25.00 30.00 25.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Cottonwood Avenue Cottonwood Avenue Project Driveway #3 River Bluff Drive Intersection Setup
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 0 0 0 0 0 72 30 0 0 0 0 8 Total 15-Minute Volume [veh/h] 0 0 0 0 0 18 8 0 0 0 0 2 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 0 0 0 0 0 72 30 0 0 0 0 8
Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 72 30 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 0 0 0 0 0 0 0 0 0 0 0 8
Name Cottonwood Avenue Cottonwood Avenue Project Driveway #3 River Bluff Drive Volumes
37 8/4/2025
Generated with Cottonwood and Park
Version 2025 (SP 0-5) TJW Engineering, Inc. Scenario 6: 6 Opening + Project PM Number of Storage Spaces in Median 0 0 0 0
Two-Stage Gap Acceptance No No
Storage Area [veh] 0 0 0 0
Flared Lane No No
Priority Scheme Free Free Stop Stop
Intersection Settings
Intersection LOS A
d_I, Intersection Delay [s/veh] 3.02
Approach LOS A A A A
d_A, Approach Delay [s/veh] 2.45 0.00 8.86 8.32
95th-Percentile Queue Length [ft/ln] 0.00 0.00 0.00 0.00 0.00 0.00 2.41 2.41 2.41 0.55 0.55 0.55 95th-Percentile Queue Length [veh/ln] 0.00 0.00 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.02 0.02 0.02 Movement LOS A A A A A A A A A A A A
d_M, Delay for Movement [s/veh] 7.34 0.00 0.00 7.20 0.00 0.00 8.86 9.30 8.57 8.72 9.40 8.32 V/C, Movement V/C Ratio 0.00 0.00 0.00 0.00 0.00 0.00 0.03 0.00 0.00 0.00 0.00 0.01 Movement, Approach, & Intersection Results
38 8/4/2025