Manteca City Council
September 1, 2026

January 14, 2025
Isaiah Medina
Precision Civil Engineering
Via Email to: [email protected]
Re: Native American Consultation, Pursuant to Senate Bill 18 (SB18), Government Codes §65352.3 and §65352.4, as well as Assembly Bill 52 (AB52), Public Resources Codes §21080.1, §21080.3.1 and §21080.3.2, Wawona Apartments Project, San Joaquin County Dear Mr. Medina:

Attached is a consultation list of tribes with traditional lands or cultural places located within the boundaries of the above referenced counties or projects.

Government Codes §65352.3 and §65352.4 require local governments to consult with California Native American tribes identified by the Native American Heritage Commission (NAHC) for the purpose of avoiding, protecting, and/or mitigating impacts to cultural places when creating or amending General Plans, Specific Plans and Community Plans.

Public Resources Codes §21080.3.1 and §21080.3.2 requires public agencies to consult with California Native American tribes identified by the Native American Heritage Commission (NAHC) for the purpose of avoiding, protecting, and/or mitigating impacts to tribal cultural resources as defined, for California Environmental Quality Act (CEQA) projects.

The law does not preclude local governments and agencies from initiating consultation with the tribes that are culturally and traditionally affiliated within your jurisdiction. The NAHC believes that this is the best practice to ensure that tribes are consulted commensurate with the intent of the law.

Best practice for the AB52 process and in accordance with Public Resources Code §21080.3.1(d), is to do the following:

Within 14 days of determining that an application for a project is complete or a decision by a public agency to undertake a project, the lead agency shall provide formal notification to the designated contact of, or a tribal representative of, traditionally and culturally affiliated California Native American tribes that have requested notice, which shall be accomplished by means of at least one written notification that includes a brief description of the proposed project and its location, the lead agency contact information, and a notification that the California Native American tribe has 30 days to request consultation pursuant to this section.

The NAHC also recommends, but does not require that lead agencies include in their notification letters, information regarding any cultural resources assessment that has been completed on the area of potential affect (APE), such as:

CHAIRPERSON
Reginald Pagaling
Chumash

VICE-CHAIRPERSON
Buffy McQuillen
Yokayo Pomo, Yuki,
Nomlaki

SECRETARY
Sara Dutschke
Miwok

PARLIAMENTARIAN
Wayne Nelson
Luiseño

COMMISSIONER
Isaac Bojorquez
Ohlone-Costanoan

COMMISSIONER
Stanley Rodriguez
Kumeyaay

COMMISSIONER
Laurena Bolden
Serrano

COMMISSIONER
Reid Milanovich
Cahuilla

COMMISSIONER
Bennae Calac
Pauma-Yuima Band of
Luiseño Indians

EXECUTIVE SECRETARY
Raymond C.

Hitchcock
Miwok, Nisenan

NAHC HEADQUARTERS
1550 Harbor Boulevard
Suite 100
West Sacramento,
California 95691
(916) 373-3710
[email protected]
NAHC.ca.gov
ATTACHMENT 12

1. The results of any record search that may have been conducted at an Information Center of the California Historical Resources Information System (CHRIS), including, but not limited to:
• A listing of any and all known cultural resources have already been recorded on or adjacent to the APE, such as known archaeological sites;
• Copies of any and all cultural resource records and study reports that may have been provided by the Information Center as part of the records search response; • Whether the records search indicates a low, moderate or high probability that unrecorded cultural resources are located in the APE; and
• If a survey is recommended by the Information Center to determine whether previously unrecorded cultural resources are present.

2. The results of any archaeological inventory survey that was conducted, including:
• Any report that may contain site forms, site significance, and suggested mitigation measures.

All information regarding site locations, Native American human remains, and associated funerary objects should be in a separate confidential addendum, and not be made available for public disclosure in accordance with Government Code Section 6254.10.

3. The result of the Sacred Lands File (SFL) check conducted through the Native American Heritage Commission was negative.

4. Any ethnographic studies conducted for any area including all or part of the potential APE; and

5. Any geotechnical reports regarding all or part of the potential APE.

Lead agencies should be aware that records maintained by the NAHC and CHRIS is not exhaustive, and a negative response to these searches does not preclude the existence of a tribal cultural resource. A tribe may be the only source of information regarding the existence of a tribal cultural resource.

This information will aid tribes in determining whether to request formal consultation. In the event, that they do, having the information beforehand well help to facilitate the consultation process.

If you receive notification of change of addresses and phone numbers from tribes, please notify the NAHC. With your assistance we can assure that our consultation list remains current.

If you have any questions, please contact me at my email address:

[email protected].

Sincerely,
Pricilla Torres-Fuentes
Cultural Resources Analyst
Attachment
ATTACHMENT 12

INITIAL STUDY / MITIGATED NEGATIVE DECLARATION
October 2025
CITY OF MANTECA – Wawona Apartments | 165

7.5 Appendix E: Acoustical Analysis
Prepared by WJV Acoustics dated 2/13/25.

ATTACHMENT 12
ACOUSTICAL ANALYSIS
WAWONA APARTMENTS
MANTECA, CALIFORNIA
WJVA Project No. 25-02
PREPARED FOR
PRECISION ENGINEERING
1234 O STREET
FRESNO, CALIFORNIA 93721
PREPARED BY
WJV ACOUSTICS, INC.

VISALIA, CALIFORNIA
FEBRUARY 13, 2025
113 N. Church Street, Suite 203 ∙ Visalia, CA 93291∙ (559) 627-4923 ATTACHMENT 12
25‐02 (Wawona Apartments, Manteca) 2‐13‐25  2

INTRODUCTION
MCR Engineering (Applicant) on behalf of Angraj and Baltej Chahal (Owner/Developer) requests General Plan Amendment (GPA) 24‐76, Rezone (REZ) 24‐79, Commercial Site Plan Review (SPA) 24‐76, Minor Zone Modification (MZM) 24‐##, and Lot Line Adjustment (LLA) 24‐78 to facilitate the  development  of  a  44‐unit  multi‐family  residential  development  and  related  on/off‐site improvements (e.g., parking, landscaping, curb, gutter, and sidewalk, etc.) on three (3) parcels identified by the San Joaquin County Assessor as APNs 222‐100‐15 (0.20 acres), 222‐100‐14 (0.22 acres), and 222‐100‐09 (1.25 acres), totaling approximately 1.67 acres located on the north side of Wawona Street between Airport Way and Fishback Road at 2005, 2019, and 2027 Wawona Street, Manteca, CA 95336.

GPA  24‐76  proposes  to  amend  the  General  Plan  land  use  designation  from  GC  (General Commercial) and VLDR (Very Low Density Residential) to HDR (High Density Residential) and REZ 24‐79 proposes to amend the zoning district from CG (General Commercial) and R‐E (Residential Estate) to R‐3 (Multiple‐Family Dwelling). SPA 24‐76 would facilitate the development of the 44‐ unit  multi‐family  residential  development  including  site  layout,  pedestrian  access,  vehicular circulation,  landscaping,  utilities, and  stormwater management,  in accordance with  the  City’s design  guidelines  and  development  standards.  MZM  24‐##  would  allow  a  reduction  in  the landscape buffer requirement along the west and south property lines to a five (5) foot minimum rather than a 10‐foot minimum. LLA 24‐78 proposes a merger of the three (3) parcels, APNs 222‐ 100‐15, 222‐100‐14, and 222‐100‐09, into one  (1) parcel  that  totals approximately 1.67 acres.

The site plan is provided as Figure 1.

Appendix  A  provides  a  description  of  the  acoustical  terminology  used  in  this  report.    Unless otherwise  stated,  all  sound  levels  reported  are  in  A‐weighted  decibels  (dB).  A‐weighting de‐emphasizes the very low and very high frequencies of sound in a manner similar to the human ear.  Most  community  noise  standards  utilize  A‐weighting,  as  it  provides  a  high  degree  of correlation with human annoyance and health effects. Appendix B provides typical A‐weighted sound levels for common noise sources.

ATTACHMENT 12
25‐02 (Wawona Apartments, Manteca) 2‐13‐25  3

NOISE EXPOSURE CRITERIA
General Plan‐
The  City  of  Manteca  (Draft)  2043  General  Plan  provides  noise  level  criteria  for  land  use compatibility  for  both  transportation and  non‐transportation  noise  sources. The General  Plan sets  noise  compatibility  standards  for  transportation  noise  sources  in  terms  of  the Day‐Night Average Level (Ldn). The Ldn represents the time‐weighted energy average noise level for a 24‐ hour day, with a 10 dB penalty added to noise levels occurring during the nighttime hours (10:00 p.m.‐7:00 a.m.). The Ldn represents cumulative exposure to noise over an extended period of time and are therefore calculated based upon annual average conditions. Table I provides the General Plan noise level standards for transportation noise sources.

TABLE I

CITY OF MANTECA GENERAL PLAN NOISE LEVEL STANDARDS

MAXIMUM ALLOWABLE NOISE EXPOSURE FROM MOBILE NOISE SOURCES Land Use1 Outdoor Activity Areas2,3 Interior Spaces
Ldn/CNEL, dB  Ldn/CNEL, dB  Leq dB4
Residential  60  45  ‐‐‐
Motels/Hotels  65  45  ‐‐‐
Mixed‐Use  65  45  ‐‐‐
Hospitals, Nursing Homes  60  45  ‐‐
Theaters, Auditoriums  ‐‐  ‐‐‐  35
Churches  60  ‐‐‐  40
Office Buildings  65  ‐‐‐  45
Schools, Libraries, Museums  70  ‐‐‐  45
Playgrounds, Neighborhood Parks  70  ‐‐‐  ‐‐
Industrial  75  ‐‐‐  45
Golf Courses, Water Recreation  70  ‐‐‐  ‐‐  1 Where a proposed use is not specifically listed, the use shall comply with the standards for the most similar use as determined by the City.
2 Outdoor activity areas for residential development are considered to be the back yard patios or decks of single family units and the common areas where people generally congregate for multi‐family developments. Where common outdoor activity areas for multi‐ family developments comply with the outdoor noise level standard, the standard will not be applied at patios or decks of individual units provided noise‐reducing measures are incorporated (e.g., orientation of patio/deck, screening of patio with masonry or other noise‐attenuating material). Outdoor activity areas for non‐residential developments are the common areas where people generally congregate, including pedestrian plazas, seating areas, and outside lunch facilities; not all residential developments include outdoor activity areas.
3 In areas where it is not possible to reduce exterior noise levels to achieve the outdoor activity area standard w using a practical application of the best noise‐reduction technology, an increase of up to 5 Ldn over the standard will be allowed provided that available exterior noise reduction measures have been implemented and interior noise levels are in compliance with this table 4Determined for a typical worst‐case hour during periods of use.

Source:  City of Manteca Draft General Plan
ATTACHMENT 12
25‐02 (Wawona Apartments, Manteca) 2‐13‐25  4

TABLE II

CITY OF MANTECA GENERAL PLAN NOISE LEVEL STANDARDS

PERFORMANCE STANDARDS FOR STATIONARY NOISE SOURCES,
INCLUDING AFFECTED PROJECTS1,2,3,4
Noise Level Descriptor  Daytime
7 am to 10 pm
Nighttime
10 pm to 7 am
Hourly Leq, dBA  55  45
1 Each of the noise levels specified above should be lowered by 5 dB for simple noise tones, noises consisting primarily of speech or music, or recurring impulsive noises. Such noises are generally considered to be particularly annoying and are a primary source of noise complaints.
2 No standards have been included for interior noise levels. Standard construction practices should, with the exterior noise levels identified, result in acceptable interior noise levels. 3 Stationary noise sources which are typically of concern include, but are not limited to, the following: HVAC Systems Cooling Towers/Evaporative Condensers Pump Stations Lift Stations Emergency Generators Boilers Steam Valves Steam Turbines Generators Fans Air Compressors Heavy Equipment Conveyor Systems Transformers Pile Drivers Grinders Drill Rigs Gas or Diesel Motors Welders Cutting Equipment Outdoor Speakers Blowers
4The types of uses which may typically produce the noise sources described above include but are not limited to: industrial facilities, pump stations, trucking operations, tire shops, auto maintenance shops, metal fabricating shops, shopping centers, drive‐up windows, car washes, loading docks, public works projects, batch plants, bottling and canning plants, recycling centers, electric generating stations, race tracks, landfills, sand and gravel operations, and athletic fields.

Source:  City of Manteca Draft General Plan
Construction Noise and Vibration ‐
Section 17.58.050 (Noise Standards) of The City of Manteca Code of Ordinances provides hourly limitations on construction activities, for noise purposes. The following is provided in the City’s municipal code:
 Construction Noise. Operating or causing the operation of tools or equipment on private property used in alteration, construction, demolition, drilling, or repair work daily between the hours of 7:00 p.m. and 7:00 a.m., so that the sound creates a noise disturbance across a residential property line, except for emergency work of public service utilities.

Section 17.58.070 (Vibration) of the City of Manteca Code of Ordinances provides some guidance regarding vibration levels within the city.

Uses that generate vibrations that may be considered a public nuisance or hazard on any adjacent property shall be cushioned or isolated to prevent generation of vibrations. Uses shall be operated in compliance with the following provisions:

 No vibration shall be produced that is transmitted through the ground and is discernible without the aid of instruments at the points of measurement specified in Section 17.58.030 (Points of Measurement) of this Chapter, nor shall any vibration produced exceed 0.002g peak at up to 50 CPS frequency, measured at the point of measurement specified in Section

17.58.030  (Points  of  Measurement)  of  this  Chapter,  using  either  seismic  or  electronic vibration measuring equipment. Vibrations occurring at higher than 50 CPS frequency of a  periodic  vibration  shall  not  induce  accelerations  exceeding  0.001g.  Single  impulse ATTACHMENT 12
25‐02 (Wawona Apartments, Manteca) 2‐13‐25  5
periodic vibrations occurring at an average interval greater  than  five minutes shall not induce accelerations exceeding 0.01g.
 Uses,  activities,  and  processes  shall  not  generate  vibrations  that  cause  discomfort  or annoyance  to  reasonable persons of normal sensitivity or which endanger  the comfort, repose, health, or peace of residents whose property abuts the property line of the parcel.  Uses shall not generate ground vibration that interferes with the operations of equipment and facilities of adjoining parcels.
 Vibrations from temporary construction/demolition and vehicles that leave the subject parcel (e.g., trucks, trains, and aircraft) are exempt from the provisions of this Section.

Some additional vibration guidance is provided by the Caltrans Transportation and Construction Vibration Guidance Manual.  The Manual provides guidance for determining annoyance potential criteria and damage potential threshold criteria. These criteria are provided below in Table III and Table IV, and are presented in terms of peak particle velocity (PPV) in inches per second (in/sec).

TABLE III

GUIDELINE VIBRATION ANNOYANCE POTENTIAL CRITERIA
Human Response
Maximum PPV (in/sec)
Transient Sources  Continuous/Frequent
Intermittent Sources
Barely Perceptible   0.04  0.01
Distinctly Perceptible  0.25  0.04
Strongly Perceptible  0.9  0.1
Severe  2.0  0.4
Source:  Caltrans

TABLE IV

GUIDELINE VIBRATION DAMAGE POTENTIAL THRESHOLD CRITERIA Structure and Condition
Maximum PPV (in/sec)
Transient Sources  Continuous/Frequent
Intermittent Sources
Extremely fragile, historic buildings, 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:  Caltrans
ATTACHMENT 12
25‐02 (Wawona Apartments, Manteca) 2‐13‐25  6

PROJECT SITE NOISE EXPOSURE
The project site is in the  jurisdiction of the City of Manteca, San Joaquin County, California and comprises  three  (3)  parcels  identified  by  the  San  Joaquin  County  Assessor as  Assessor  Parcel Numbers (APNs) 222‐100‐15 (0.20 acres), 222‐100‐14 (0.22 acres), and 222‐100‐09 (1.25 acres), totaling approximately 1.67 acres located on the north side  of Wawona Street between Airport Way and Fishback Road at 2005, 2019, and 2027 Wawona Street, Manteca, CA 95336.

Background Noise Level Measurements
Existing  noise  sources  in  the  project  vicinity  include  traffic  noise  from  vehicles  traveling  on Wawona  Street  and  Airport Way,  as  well  as  noise  associated  with  rural  residential  land  uses (landscaping  activities,  construction  activities,  barking  dogs,  birds,  human  voices,  etc.),  noise associated with nearby commercial/industrial land uses, and occasional aircraft overflights.

Measurements  of  existing  ambient  noise  levels  in  the  project  vicinity  were  conducted  on February 11 & 12, 2025. Long‐term (24‐hour) ambient noise level measurements were conducted at one (1) location (site LT‐1). Ambient noise levels were measured for a period of 24 continuous hours at site LT‐1. Site LT‐1 was located within the northwest portion of the project site, in the vicinity of rural residential land uses adjacent  to  the project site. Site LT‐1 was predominantly exposed  to  noise  sources  typical  of  a  rural  residential  environment,  including  traffic  on  local roadways (Wawona Street and Airport Way), HVAC units, construction and landscaping activities, barking dogs, birds, human voices, etc. The location of the 24‐hour ambient noise monitoring site is provided on Figure 2.

Noise monitoring equipment consisted of a Larson‐Davis Laboratories Model LDL‐820 sound level analyzer equipped with a B&K Type 4176 1/2” microphone. The equipment complies with the specifications of the American National Standards Institute  (ANSI)  for Type I  (Precision) sound level meters. The meter was calibrated with a B&K Type 4230 acoustic calibrator to ensure the accuracy of the measurements.

Measured  hourly energy  average  noise  levels  (Leq)  at  site  LT‐1  ranged  from  a  low  of  40.2  dB between 2:00 a.m. and 3:00 a.m. to a high of 54.9 dBA between 11:00 a.m. and noon. Hourly maximum (Lmax) noise levels at site LT‐1 ranged from 55.0 to 84.4 dBA. Residual noise levels at the monitoring site, as defined by the L90, ranged from 33.3 to 46.0 dBA. The L90 is a statistical descriptor that defines the noise level exceeded 90% of the time during each hour of the sample period. The L90 is generally considered to represent the residual (or background) noise level in the absence of identifiable single noise events from traffic, aircraft, and other local noise sources.

The measured Ldn value at site LT‐1 was 54.5 dB Ldn. Figure 3 graphically depicts hourly variations in ambient noise levels at site LT‐1. Figure 4 provides a photograph of measurement site LT‐1.

Additionally,  short‐term  (15‐minute)  ambient  noise  level  measurements  were  conducted  at three (3) locations (Sites ST‐1, ST‐2, and ST‐3). Two (2) individual measurements were taken at each of the three short‐term sites to quantify ambient noise levels in the morning and afternoon hours. The locations of the three short‐term noise ambient measurement sites are provided on ATTACHMENT 12
25‐02 (Wawona Apartments, Manteca) 2‐13‐25  7
Figure 2. A photograph of the three short‐term ambient noise measurement sites ST‐1, ST‐2, and ST‐3 are provided as Figure 5, Figure 6, and Figure 7, respectively.

Short‐term noise measurements were conducted for 15‐minute periods at each of the three sites.

Site ST‐1 was located at the northwest corner of the project site boundary. Site ST‐2 was located at the southeast corner of the project site boundary, near the project site entrance access point and  in  the  vicinity  of  existing  rural  residential  land  uses  along Wawona  Street.  Site  ST‐3  was located west of the project site, in the vicinity of existing rural residential land uses along Airport Way.

Noise  sources  observed  at  sites  ST‐1  include  traffic  noise  associated  with  Airport  Way  and Wawona  Street,  as  well  as  noise  associated  with  rural  residential  land  uses,  and  occasional aircraft  overflights.  Site  ST‐2  was  predominantly  impacted  by  traffic  noise  associated  with Wawona  Street,  and  Site  ST‐3  was  predominantly  impacted  by  traffic  noise  associated  with Airport Way.

Table  V  summarizes  short‐term  noise  measurement  results.  The  noise  measurement  data included energy average (Leq) maximum (Lmax) as well as five (5) individual statistical parameters.

Observations  were  made  of  the  dominant  noise  sources  affecting  the  measurements.  The statistical  parameters  describe  the  percent  of  time  a  noise  level  was  exceeded  during  the measurement period. For instance, the L90 describes the noise level exceeded 90 percent of the time during the measurement period, and is generally considered to represent the residual (or background) noise level in the absence of identifiable single noise events from traffic, aircraft, and other local noise sources.

TABLE V

SUMMARY OF SHORT-TERM NOISE MEASUREMENT DATA

WAWONA APARTMENTS, MANTECA
FEBRUARY 11 & 12, 2025
Site  Time  A‐Weighted Decibels, dBA  Sources
Leq  Lmax  L2  L8  L25  L50  L90
ST‐1  9:45 a.m.  44.9  55.5  47.3  46.3  45.5  44.7  42.9  TR, B, D, AC ST‐1  4:00 p.m.  46.2  63.1  49.0  47.8  46.6  45.1  43.0  TR, AC, L ST‐2  10:05 a.m.  57.5  75.2  68.0  63.9  55.3  49.2  46.1  TR, AC ST‐2  4:20 p.m.  60.2  79.4  69.2  65.1  57.8  51.6  47.5  TR ST‐3  10:25 a.m.  68.3  79.6  76.0  73.2  69.6  63.3  48.2  TR, B, D ST‐3  4:45 p.m.  69.0  81.4  76.5  74.8  70.2  64.8  51.0  TR, D TR: Traffic   AC: Aircraft  AG: Agricultural Activities  C: Construction Activities  B: Birds  D: Barking Dogs  V:Voices   L: Landscaping Activities Source: WJV Acoustics, Inc.

ATTACHMENT 12
25‐02 (Wawona Apartments, Manteca) 2‐13‐25  8
Exterior Noise Compliance:

The  City  of Manteca  has established an exterior  noise  compatibility  standard  of  60  dB  Ldn, in outdoor activity areas of residential land uses. Outdoor activity areas are typically considered to be backyards of single‐family residential land uses and individual balconies, decks and patios as well as outdoor common use spaces for multi‐family residential land uses.

The results of the ambient noise survey indicate that project site noise exposure is approximately 55 dB Ldn, in the vicinity of the proposed apartment building (and any individual unit balconies, patios  or  decks).  Such  levels  do  not  exceed  the  City  of Manteca  exterior  noise  compatibility standard of 60 dB Ldn for residential land uses, as described above in Table I. Mitigation measures are therefore not required for exterior noise compliance at the proposed multi‐family residential development.

The  project would also include  two  (2)  outdoor common  use area, indicated on  the  site  plan (Figure  1)  as  “Trellis  at  Community  Open  Space”.  One  common  use  area  is  located  in  the northeast portion of the project site, where noise levels would be expected to be similar as those measured at the LT‐1 24‐hour ambient nose measurement site, approximately 55 dB Ldn.

The second outdoor common use area is located near the southern portion of the overall project area,  in  the  vicinity  of  the  proposed  office.  This  outdoor  activity  area  would  be  located approximately 70 feet from the centerline of Wawona Street. WJVA utilized FHWA traffic model (discussed in detail below in the following section on Project‐Related Traffic Noise) to calculated noise exposure within this common use outdoor activity area. Using the FHWA model, and traffic data  provided  by  the  project  traffic engineer, WJVA  calculated  exterior  noise exposure  to  be approximately 52 dB Ldn at this common use outdoor area. Such levels do not exceed the City of Manteca exterior noise compatibility standard of 60 dB Ldn. Mitigation measures are therefore not required for exterior noise compliance at the proposed multi‐family residential development.

Interior Noise Compliance:

The City of Manteca interior noise level standard is 45 dB Ldn. Exterior noise exposure levels within the  proposed  residential  development  were  determined  to  be  approximately  55  dB  Ldn.  This means  that  the  proposed  residential  construction  must  be  capable  of  providing  a  minimum outdoor‐to‐indoor noise level reduction (NLR) of approximately 10 dB (55‐45=10).

A specific analysis of interior noise levels was not performed. However, it may be assumed that residential construction methods complying with current building code requirements will reduce exterior  noise  levels  by  approximately  25  dB  if  windows  and  doors  are  closed.  This  will  be sufficient for compliance with the City’s 45 dB Ldn interior standard at all proposed lots. Requiring that it be possible for windows and doors to remain closed for sound insulation means that air conditioning or mechanical ventilation will be required.

ATTACHMENT 12
25‐02 (Wawona Apartments, Manteca) 2‐13‐25  9

PROJECT-RELATED INCREASES IN TRAFFIC NOISE EXPOSURE
WJVA utilized the FHWA Traffic Noise Model to quantify expected project‐related increases in traffic  noise  exposure  along  roadways  in  the  project  vicinity.  The  FHWA Model  is  a  standard analytical  method  used  by  state  and  local  agencies  for  roadway traffic  noise  prediction.  The model is based upon reference energy emission levels for automobiles, medium trucks (2 axles) and heavy trucks (3 or more axles), with consideration given to vehicle volume, speed, roadway configuration, distance to the receiver, and the acoustical characteristics of the site. The FHWA Model  was  developed  to  predict  hourly  Leq  values  for  free‐flowing  traffic  conditions,  and  is generally  considered  to  be  accurate  within  ±1.5  dB.  To  predict  Ldn  values,  it  is  necessary  to determine the hourly distribution of traffic for a typical day and adjust the traffic volume input data to yield an equivalent hourly traffic volume.

Traffic  noise  exposure  levels  for  Existing  and  Existing  Plus  Project  traffic  conditions  were calculated  based  upon  the  FHWA  Model  and  traffic  volumes  provided  by  the  project  traffic engineer, Wood Rodgers. The day/night distribution of traffic and the percentages of used for modeling  were  estimated  based  upon  previous  studies  WJVA  has  conducted  along  similar roadways  as  such  data  was  not  available  from  governmental  sources.  The  Noise  modeling assumptions used to calculate project traffic noise are provided as Appendix C.

Project‐related significant impacts would occur if an increase in traffic noise associated with the project would result in noise levels exceeding the City’s applicable noise level standards at the location(s)  of  sensitive  receptors.  For  the  purpose  of  this  analysis  a  significant  impact  is  also assumed to occur if traffic noise levels were to increase by 3 dB at sensitive receptor locations where  noise  levels  already  exceed  the  City’s  applicable  noise  level  standards  (without  the project), as 3 dB generally represents the threshold of perception in change for the human ear.

This analysis of project traffic noise focuses on residential land uses, as they represent the most restrictive noise level criteria by land use type provided in the General Plan.

The City’s exterior noise level standard  for residential land uses is 60 dB Ldn. Traffic noise was modeled at six (6) receptor locations. The six modeled receptors are located at roadway setback distances  representative  of  the  sensitive  receptors  (residences) along each analyzed  roadway segment. The modeled traffic noise receptors are described below and provided graphically as Figure 8.
 R‐1: Residence located approximately 150 feet from the centerline of Airport Wy.  R‐2: Residence located approximately 100 feet from the centerline of Airport Wy.  R‐3: Residence located approximately 95 feet from the centerline of Wawona St.  R‐4: Residence located approximately 85 feet from the centerline of Fishback Rd.  R‐5: Residence located approximately 80 feet from the centerline of Fishback Rd  R‐6: Residence located approximately 70 feet from the centerline of Wawona St.

ATTACHMENT 12
25‐02 (Wawona Apartments, Manteca) 2‐13‐25  10
Table VI provides Existing and Existing Plus Project traffic noise exposure levels at the six analyzed receptor locations. Noise levels described in Table VI do not include any acoustic shielding that may be provided by existing buildings, fences, or walls, and therefore represents a worst‐case assessment of traffic noise exposure levels.

TABLE VI
PROJECT-RELATED INCREASES IN TRAFFIC NOISE, dB, Ldn

WAWONA APARTMENTS, MANTECA

EXISTING CONDITIONS
Modeled
Receptor   Existing  Existing Plus Project  Change (Maximum) Significant
Impact?
R‐1   59  59  0  No
R‐2  62  62  0  No
R‐3  49  50  +1  No
R‐4  51  51  0  No
R‐5  51  51  0  No
R‐6  51  51  0  No
Source:  WJV Acoustics, Inc.

Wood Rodgers
Reference  to Table VI indicates  that project‐related  traffic increases would not  result in noise levels at any sensitive receptors to exceed the City’s noise level standard, nor result in an increase of 3 dB in any sensitive receptor locations where noise levels already exceed the City’s noise level standard without the implementation of the project.

ATTACHMENT 12
25‐02 (Wawona Apartments, Manteca) 2‐13‐25  11

CONSTRUCTION NOISE AND VIBRATION
Construction noise would occur at various locations within the project site through the buildout period.  Existing  sensitive  receptors  could  be  located  as  close  as  100  feet  from  construction activities. Table VII provides typical construction‐related noise levels at distances of 50, 100 feet, 200 feet, and 300 feet.

Construction noise is not considered to be a significant impact if construction is limited to the allowed hours and construction equipment is adequately maintained and muffled. Extraordinary noise‐producing activities (e.g., pile driving) are not anticipated. The City of Manteca limits hours of construction activities to occur between 7:00 a.m. and 7:00 p.m., daily. A noise impact could occur if construction activities were  to occur outside  the allowable hours of 7:00 a.m.  to 7:00 p.m.

TABLE VII

TYPICAL CONSTRUCTION EQUIPMENT
MAXIMUM NOISE LEVELS, dBA
Type of Equipment 50 Ft. 100 Ft. 200 Ft. 300 Ft.

Concrete Saw  90  84  78  74
Crane  81  75  69  65
Excavator  81  75  69  65
Front End Loader  79  73  67  63
Jackhammer  89  83  77  73
Paver  77  71  65  61
Pneumatic Tools  85  79  73  69
Dozer  81  76  70  66
Rollers  80  74  68  64
Trucks   86  80  72  70
Pumps  80  74  68  64
Scrapers  87  81  75  71
Portable Generators  81  74  68  64
Backhoe  86  80  74  70
Grader  86  80  74  70
Source: FHWA
Noise Control for Buildings and Manufacturing Plants, Bolt, Beranek & Newman, 1987 The dominant sources of man‐made vibration are sonic booms, blasting, pile driving, pavement breaking, diesel locomotives, and  rail‐car coupling. None of  these activities are anticipated  to occur  with  construction  or  operation  of  the  proposed  project.  Vibration  from  construction activities could be detected at the closest sensitive land uses, especially during movements by heavy equipment or loaded trucks and during some paving activities. Typical vibration levels at distances of 25, 100 feet and 300 feet are summarized by Table VIII. These levels would not be ATTACHMENT 12
25‐02 (Wawona Apartments, Manteca) 2‐13‐25  12
expected to exceed any significant threshold levels for annoyance or damage, as provided above in Table III and Table IV.

TABLE VIII

TYPICAL VIBRATION LEVELS DURING CONSTRUCTION
PPV (in/sec)
Equipment @ 25´ @ 100´ @ 300´
Bulldozer (Large)  0.089  0.019  0.006
Bulldozer (Small)  0.003  0.0006  0.0002
Loaded Truck  0.076  0.017  0.005
Jackhammer  0.035  0.008  0.002
Vibratory Roller  0.210  0.046  0.013
Caisson Drilling   0.089  0.019  0.006
Source:  Caltrans
ATTACHMENT 12
25‐02 (Wawona Apartments, Manteca) 2‐13‐25  13

CONCLUSIONS AND RECOMMENDATIONS
The proposed 44‐unit multi‐family residential development will comply with all City of Manteca exterior and interior noise level  standards, provided  the  following measures are incorporated into final project design.
 Mechanical  ventilation  or  air  conditioning  must  be  provided  for  all  homes  so  that windows and doors can remain closed for sound insulation purposes.

The  conclusions  and  recommendations  of  this  acoustical  analysis  are  based  upon  the  best information  known  to  WJV  Acoustics  Inc.  (WJVA)  at  the  time  the  analysis  was  prepared concerning  the  proposed  lot  layout  plan,  project  site  elevation,  traffic  volumes  and  roadway configurations. Any significant changes in these factors will require a reevaluation of the findings of  this  report.  Additionally,  any  significant  future  changes  in motor  vehicle  technology,  noise regulations or other factors beyond WJVA’s control may result in long‐term noise results different from those described by this analysis.

Respectfully submitted,

Walter J. Van Groningen
President
WJV:wjv
ATTACHMENT 12
25‐02 (Wawona Apartments, Manteca) 2‐13‐25  14
FIGURE 1: SITE PLAN
ATTACHMENT 12
25‐02 (Wawona Apartments, Manteca) 2‐13‐25
FIGURE 2: PROJECT SITE VICINITY AND NOISE MEASUREMENT LOCATIONS ATTACHMENT 12
25‐02 (Wawona Apartments, Manteca) 2‐13‐25
FIGURE 3: 24-HOUR NOISE LEVELS AT SITE LT-1
2030405060708090
100
Levels, dBA
Time
Site LT‐1
February 11, 2025
LmaxLeqL90
ATTACHMENT 12
25‐02 (Wawona Apartments, Manteca) 2‐13‐25
FIGURE 4: AMBIENT NOISE MEASUREMENT SITE LT-1
ATTACHMENT 12
25‐02 (Wawona Apartments, Manteca) 2‐13‐25
FIGURE 5: AMBIENT NOISE MEASUREMENT SITE ST-1
ATTACHMENT 12
25‐02 (Wawona Apartments, Manteca) 2‐13‐25
FIGURE 6: AMBIENT NOISE MEASUREMENT SITE ST-2
ATTACHMENT 12
25‐02 (Wawona Apartments, Manteca) 2‐13‐25
FIGURE 7: AMBIENT NOISE MEASUREMENT SITE ST-3
ATTACHMENT 12
25‐02 (Wawona Apartments, Manteca) 2‐13‐25
FIGURE 8: MODELED TRAFFIC NOISE RECEPTOR LOCAITONS
ATTACHMENT 12
25‐02 (Wawona Apartments, Manteca) 2‐13‐25

APPENDIX A

ACOUSTICAL TERMINOLOGY
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.

CNEL:  Community  Noise  Equivalent  Level.    The  average  equivalent sound  level  during  a  24‐hour  day,  obtained  after  addition  of approximately five decibels to sound levels in the evening from 7:00 p.m. to 10:00 p.m. and ten decibels to sound levels in the night before 7:00 a.m. and after 10:00 p.m.

DECIBEL, dB:  A unit for describing the amplitude of 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 micropascals (20 micronewtons per square meter).

DNL/Ldn:  Day/Night Average Sound Level.  The average equivalent sound level during a 24‐hour day, obtained after addition of ten decibels to sound levels in the night after 10:00 p.m. and before 7:00 a.m.

Leq:  Equivalent  Sound  Level.    The  sound  level  containing  the  same total energy as a time varying signal over a given sample period.

Leq is typically computed over 1, 8 and 24‐hour sample periods.

NOTE:    The  CNEL  and  DNL  represent  daily  levels  of  noise  exposure averaged  on  an  annual  basis,  while  Leq  represents  the  average noise exposure for a shorter time period, typically one hour.

Lmax:      The maximum noise level recorded during a noise event.

Ln:      The sound level exceeded "n" percent of the time during a sample interval  (L90,  L50,  L10,  etc.).    For  example,  L10  equals  the  level exceeded 10 percent of the time.

ATTACHMENT 12
25‐02 (Wawona Apartments, Manteca) 2‐13‐25
A-2

ACOUSTICAL TERMINOLOGY
NOISE EXPOSURE
CONTOURS:    Lines  drawn  about  a  noise  source  indicating  constant  levels  of noise exposure.  CNEL and DNL contours are frequently utilized to describe community exposure to noise.

NOISE LEVEL
REDUCTION (NLR):  The noise reduction between indoor and outdoor environments or  between  two  rooms  that  is  the  numerical  difference,  in decibels, of the average sound pressure levels in  those areas or rooms.  A measurement of “noise level reduction” combines the effect of the transmission loss performance of the structure plus the effect of acoustic absorption present in the receiving room.

SEL or SENEL:    Sound Exposure Level or Single Event Noise Exposure Level.  The level of noise accumulated during a single noise event, such as an aircraft  overflight,  with  reference  to  a  duration  of  one  second.

More  specifically,  it  is  the  time‐integrated  A‐weighted  squared sound  pressure  for  a  stated  time  interval  or  event,  based  on  a reference pressure of 20 micropascals and a reference duration of one second.

SOUND LEVEL:    The sound pressure level in decibels as measured on a sound level meter using the A‐weighting 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 and gives good correlation with subjective reactions to noise.

SOUND TRANSMISSION
CLASS (STC):    The  single‐number  rating  of  sound  transmission  loss  for  a construction element (window, door, etc.) over a frequency range where speech intelligibility largely occurs.

ATTACHMENT 12
ATTACHMENT 12

APPENDIX C

TRAFFIC NOISE MODELING CALCULATIONS
ATTACHMENT 12
WJV Acoustics, Inc
FHWA-RD-77-108Calculation Sheets
February 13, 2025
Project #: 25-02 Wawona Apartment Contour Levels (dB) 60 65 70 75Description: ExistingLdn/Cnel: LdnSite Type: SoftSegment Roadway Name Segment Description ADT %Day %Evening %Night %Med %Heavy Speed Distance Offset 1 Airport Way R-1 12030 90 10 2 1 40 150
2 Airport Way R-2 13380 90 10 2 1 40 1003 Wawona Street R-3 1930 90 10 2 1 25 95 4 Fishback Road R-4 2300 90 10 2 1 25 85
5 Fishback Road R-5 2180 90 10 2 1 25 80
6 Wawona Street R-6 1940 90 10 2 1 25 70
ATTACHMENT 12
WJV Acoustics, Inc
FHWA-RD-77-108Calculation Sheets
February 13, 2025
Project #: 25-02 Wawona Apartment Contour Levels (dB) 60 65 70 75Description: Existing + ProjectLdn/Cnel: LdnSite Type: SoftSegment Roadway Name Segment Description ADT %Day %Evening %Night %Med %Heavy Speed Distance Offset 1 Airport Way R-1 12070 90 10 2 1 40 150
2 Airport Way R-2 13570 90 10 2 1 40 1003 Wawona Street R-3 2130 90 10 2 1 25 95 4 Fishback Road R-4 2380 90 10 2 1 25 85
5 Fishback Road R-5 2220 90 10 2 1 25 80
6 Wawona Street R-6 2040 90 10 2 1 25 70
ATTACHMENT 12

INITIAL STUDY / MITIGATED NEGATIVE DECLARATION
October 2025
CITY OF MANTECA – Wawona Apartments | 166

7.6 Appendix F: Local Transportation Analysis
Prepared by Wood Rodgers dated 4/9/25.

ATTACHMENT 12
Wawona Apartments Local Transportation Analysis 1 of 15 Memorandum
To: Toben Barnum, Associate Planner
City of Manteca – Development Services Department
From: Mario Tambellini, PE, TE
Nicole Scappaticci, PE
Date: April 9, 2025
Subject: Wawona Apartments Local Transportation Analysis

INTRODUCTION
This memorandum has been prepared to present the results of a Local Transportation Analysis (LTA) for the proposed Wawona Apartments Project (Project) located in the City of Manteca (City). The Project proposes to develop a 44-unit multifamily housing building.

The purpose of this LTA is to evaluate the Project’s on-site and off-site traffic operations, consistent with City Engineering traffic comments on the Project’s proposed CEQA Scoping received via email dated December 11, 2024. This LTA includes the following sections:
• Project Description
• Study Facilities and Analysis Scenarios
• Analysis Methodology
• Intersection Operations and Project Trips
• Operational Deficiencies
• Existing Plus Project With Signal Conditions
• Project Access Gate Queueing
• Conclusion
This LTA has been prepared consistent with policies in the Manteca General Plan Update (adopted February 2024) and the Manteca Transportation Impact Analysis Guidelines.

PROJECT DESCRIPTION
The Project is comprised of three (3) parcels identified by the San Joaquin County Assessor as Assessor Parcel Numbers (APNs) 222-100-15 (0.20 acres), 222-100-14 (0.22 acres), and 222-100-09 (1.25 acres), totaling approximately 1.67 acres located on the north side of Wawona Street between Airport Way and Fishback Road at 2005, 2019, and 2027 Wawona Street, Manteca, CA 95336. The Project would construct 44 multifamily housing units. The Project site currently contains one single-family residential unit that would be removed with development of the Project.

The Project proposes to amend the General Plan land use designation from GC (General Commercial) and VLDR (Very Low Density Residential) to HDR (High Density Residential) and proposes to amend the zoning district from CG (General Commercial) and R-E (Residential Estate) to R-3 (Multiple-Family Dwelling).

The Project would gain access to the surrounding roadway network via a new driveway intersection with Wawona Street, located across from Depot Drive. The Project site plan is included in Figure 1 and the Project location map is shown in Figure 2.

ATTACHMENT 12
Wawona Apartments Local Transportation Analysis 2 of 15 Figure 1. Project Site Plan
ATTACHMENT 12
Milo
Candini Dr
Ulta Beauty
Fishback Rd
Westport St
Fishback St
Ashford Ave
Thomas St
Rail St
Box Car Dr
Avo Way
Wawona St
S Airport Way
Mister Car
Wash
W Atherton Dr
Daniels St
Junction Dr
Mary Augusta St
S Airport Way
State Route 120
State Route 120 3
Chili's
Ross
Petco
Starbucks
Sizzler
Arco
Winters
Dr
Marino Way
Thomas St
Elean
Roberts Estates
or Ln
Park
W A
Winters Dr
Arnell Pl
Goldpoppy St
!(
1 !(
2 Legend
!( Study Intersection
Project Site
#

PROJECT LOCATION AND STUDY FACILITIES

WAWONA APARTMENTS LTA

MANTECA, CA
APRIL 2025
\\woodrodgers.loc\ProductionData\Jobs\4000-s\4557001_Manteca_Wawona_Apartments\GIS\Wawona_Apartments\Wawona_Apartments.aprx 4/9/2025 2:13 PM nscappaticci FIGURE 2
NORTH
0 300 600
Feet
ATTACHMENT 12
Wawona Apartments Local Transportation Analysis 4 of 15

STUDY FACILITIES AND ANALYSIS SCENARIOS
Traffic operations analyses were performed under the following scenarios:
• Typical Weekday Scenarios (AM and PM Peak Hour):
o “Existing” Conditions
o “Existing Plus Project” Conditions
The following two (2) intersections were included in this analysis:

1. Airport Way & Wawona Street

2. Fishback Road & Wawona Street
The locations of the above study intersections are shown in Figure 2.

The Airport Way & Wawona Street intersection was analyzed under an additional scenario referred to as “Existing Plus Project With Signal”. This scenario includes trips from the proposed Rotten Robbie fuel station located within the southeast quadrant of the Airport Way & Wawona Street intersection. The Rotten Robbie project has an agreement with the City to construct a traffic signal at the Airport Way & Wawona Street intersection. This scenario was analyzed to confirm that a signalized Airport Way & Wawona Street intersection would operate acceptably with the addition of Project and Rotten Robbie traffic.

ANALYSIS METHODOLOGY

LEVEL OF SERVICE METHODOLOGY
Synchro 12 software and Highway Capacity Manual, 7th Edition (HCM 7th Edition) methodology were used to determine intersection delay and level of service (LOS) operations under all study conditions.

For all-way stop-controlled (AWSC) intersections, the intersection delays and LOS reported are the average values for the whole intersection. For two-way stop-controlled (TWSC) intersections, the worst approach/movement delay and LOS are reported. The delay-based HCM 7th Edition LOS criteria for different types of intersection controls are outlined in Table 1.

Table 1. HCM 7th Edition Intersection LOS Thresholds
Level of
Service Description
Intersection Control Delay
(seconds/vehicle)
Unsignalized
A Free-flow conditions with negligible to minimal delays. delay ≤ 10.0 B Good progression with slight delays. 10.0 < delay ≤ 15.0 C Relatively higher delays. 15.0 < delay ≤ 25.0
D Somewhat congested conditions with longer but tolerable delays. 25.0 < delay ≤ 35.0 E Congested conditions with significant delays. 35.0 < delay ≤ 50.0 F Jammed or grid-lock type operating conditions. delay > 50.0 Source: HCM 7th Edition Exhibit 19-8 and 20-2.

HCM 7th Edition reports were generated to determine the delay and LOS at the study intersections in Synchro 12 software.

Signal Warrants
California Manual on Uniform Traffic Control Devices (CA MUTCD) Peak Hour Signal Warrant #3 was used to determine if a traffic signal is warranted at the study intersections.

ATTACHMENT 12
Wawona Apartments Local Transportation Analysis 5 of 15

LEVEL OF SERVICE CRITERIA
The City’s General Plan Circulation Element Policy C-1.2 states the following:
“To the extent feasible, strive for a vehicular LOS of D or better during weekday AM and PM peak hours at all streets and intersections, except in the Downtown area or in accordance with Policy C-1.3.” Therefore, the minimum acceptable LOS for the study intersections is considered to be LOS D.

INTERSECTION OPERATIONS AND PROJECT TRIPS

EXISTING CONDITIONS
Existing Traffic Counts
Weekday AM and PM peak hour turning movement counts were collected at the two study intersections, as well as the intersection of Depot Drive & Wawona Street, on Thursday, January 9, 2025, between 7:00 AM to 9:00 AM and between 4:00 PM to 6:00 PM. 24-hr Average daily traffic (ADT) data was collected on Wawona Street between Airport Way and Fishback Road on Thursday, January 9, 2025. ADT on Wawona Street was shown to be 2,676. Traffic data count sheets are included in Attachment A.

Existing conditions lane geometrics and control are presented in Figure 3 and Existing conditions traffic volumes are shown in Figure 4.

Existing Intersection Level of Service
Table 2 presents a summary of the intersection LOS operations under weekday AM and PM peak hour Existing conditions.

Table 2. Existing Intersection Operations
#
Intersection Control
Type1
LOS
Criteria
Peak
Hour
Existing
Delay
(sec/veh)
2 LOS Warrant
Met?3
1 Airport Way & Wawona Street TWSC D
AM 28.3 D No
PM 45.4 E No
2 Fishback Road & Wawona Street AWSC D
AM 16.0 C No
PM 9.0 A No
Notes: Bold values indicate unacceptable LOS.
1TWSC = Two-Way Stop-Controlled, AWSC = All-Way Stop-Controlled 2 For TWSC, the worst approach/movement delay and LOS is reported. For AWSC, average delay and LOS are reported.
3CA MUTCD Peak Hour Signal Warrant #3
As shown in Table 2, the Airport Way & Wawona Street intersection is currently operating at unacceptable LOS E under PM peak hour conditions. CA MUTCD Peak Hour Signal Warrant #3 is currently unmet at the study intersections. Synchro software HCM 7th Edition intersection LOS output reports are included in Attachment B and CA MUTCD Peak Hour Warrant #3 worksheets are included in Attachment C.

ATTACHMENT 12
!"$
!"$
!"$
!"$
Wawona St Wawona St Fishback Rd Fishback Rd
!"$
!"$
Wawona St
Airport Way
Driveway
Airport Way
Fishback Rd
Westport St
Fishback St
Thomas St
Rail St
Box Car Dr
Avo Way
Wawona St
S Airport Way
Mister Car
Wash
Fishback
Rd
Thomas St Eleanor Ln
Roberts Estates
Park
Arn
!(
1 !(
2 Airport Way & Wawona St 1
Existing Lane Geometrics and Control
April 2025
Figure 3
NORTH
0 250 500
Feet
Fishback Rd & Wawona St 2
Manteca, CA
Wawona Apartments LTA
!"$ Stop
!(# Study Intersection
Project Area
Turning Movement
Legend
ATTACHMENT 12
91(32)
60(7)
74(29) 113(76) 37(31)
5(3)
56(21)
99(71)
23(11)
73(84)
4(8)
169(44)
Wawona St Wawona St Fishback Rd Fishback Rd
0(1)
58(12)
98(39) 392(571) 209(108)
303(587)
32(33)
Wawona St
Airport Way
Driveway
Airport Way
Mil
o Candini Dr
Fishback Rd
Westport St
Fishback St
Thomas St
Rail St
Box Car Dr
Avo Way
Wawona St
S Airport Way
Mister Car
Wash
Fishback
Rd
Thomas S
Roberts Estates
Park
!(
1 !(
2 Airport Way & Wawona St 1
Existing Traffic Volumes
April 2025
Figure 4
NORTH
0 250 500
Feet
Fishback Rd & Wawona St 2
Manteca, CA
Wawona Apartments LTA
!(# Study Intersection
Project Area
XX(XX) AM(PM) Peak Hour Volumes
Turning Movement
Legend
ATTACHMENT 12
Wawona Apartments Local Transportation Analysis 8 of 15

EXISTING PLUS PROJECT CONDITIONS
Project Trip Generation and Distribution
The trip generation data contained in the ITE Trip Generation Manual, 11th Edition, was used to approximate the number of trips generated by the Project. The ITE land use category of Multifamily Housing (Low-Rise) (ITE Code 220) was used to represent the proposed multifamily housing building. Table 3 shows the Project trip generation estimate.

Table 3. Project Trip Generation
Land Use
ITE
Code Quantity Units Daily1
AM Peak Hour1 PM Peak Hour1
In Out Total In Out Total
Multifamily Housing (Low-Rise) 220 44 DU2 357 9 27 36 25 14 39 Notes:
1Trip rates are calculated based on ITE Trip Generation (11th Edition) fitted curve equations. 2DU = Dwelling Units
As shown in Table 3, the proposed Project is anticipated to generate a total of 357 weekday daily trips, 36 AM peak hour trips (9 inbound, 27 outbound) and 39 PM peak hour trips (25 inbound, 14 outbound) under typical weekday traffic conditions.

Project trips would access the site via one new full-access driveway on Wawona Street, located across from Depot Drive. Project trip distribution at the study intersections was determined based on existing traffic counts and engineering judgement. Project trip distribution and assignment are shown in Figure 5. Project trips were added to Existing volumes to obtain Existing Plus Project peak hour volumes, which are shown in Figure 6.

Existing Plus Project Intersection Level of Service
Table 4 presents a summary of the intersection LOS operations under weekday AM and PM peak hour Existing and Existing Plus Project conditions.

Table 4. Existing Plus Project Intersection Operations
#
Intersection Control
Type1
LOS
Criteria
Peak
Hour
Existing Existing Plus Project
Delay
(sec/veh)
2 LOS Warrant
Met?3
Delay
(sec/veh)
LOS Warrant
Met?
1 Airport Way &
Wawona Street TWSC D
AM 28.3 D No 30.5 D No
PM 45.4 E No 49.3 E No
2 Fishback Road &
Wawona Street AWSC D
AM 16.0 C No 16.4 C No
PM 9.0 A No 9.1 A No
Notes: Bold values indicate unacceptable LOS.
1TWSC = Two-Way Stop-Controlled, AWSC = All-Way Stop-Controlled 2 For TWSC, the worst approach/movement delay and LOS is reported. For AWSC, average delay and LOS are reported. 3CA MUTCD Peak Hour Signal Warrant #3
As shown in Table 4, the Airport Way & Wawona Street intersection is projected to operate at unacceptable LOS E under Existing Plus Project PM peak hour conditions. CA MUTCD Peak Hour Signal Warrant #3 is not projected to be met at either study intersection. Synchro software HCM 7th Edition intersection LOS output reports are included in Attachment B and CA MUTCD Peak Hour Warrant #3 worksheets are included in Attachment C.

ATTACHMENT 12
2(6)
0(1)
2(5)
7(4)
1(1)
5(3)
Wawona St Wawona St Fishback Rd Fishback Rd
3(1)
11(6)4(10)
1(3)
Wawona St
Airport Way
Driveway
Airport Way
Mil
o Candini Dr
Fishback Rd
Westport St
Fishback St
Thomas St
Rail St
Box Car Dr
Avo Way
Wawona St
S Airport Way
Mister Car
Wash
Fishback
Rd
Thomas S
Roberts Estates
Park
!(
1 !(
2 Airport Way & Wawona St 1
Project Only Traffic Volumes and Distribution
April 2025
Figure 5
NORTH
0 250 500
Feet
Fishback Rd & Wawona St 2
Manteca, CA
Wawona Apartments LTA
!(# Study Intersection
Project Area
XX(XX) AM(PM) Peak Hour Volumes
Turning Movement
Legend
10%
40%
20%
25%
5%
Project Trip Distribution %
ATTACHMENT 12
93(38)
60(7)
74(29) 113(76) 37(31)
5(4)
58(26)
99(71)
23(11)
80(88)
5(9)
174(47)
Wawona St Wawona St Fishback Rd Fishback Rd
0(1)
61(13)
109(45) 392(571) 213(118)
303(587)
33(36)
Wawona St
Airport Way
Driveway
Airport Way
Mil
o Candini Dr
Fishback Rd
Westport St
Fishback St
Thomas St
Rail St
Box Car Dr
Avo Way
Wawona St
S Airport Way
Mister Car
Wash
Fishback
Rd
Thomas S
Roberts Estates
Park
!(
1 !(
2 Airport Way & Wawona St 1
Existing Plus Project Traffic Volumes
April 2025
Figure 6
NORTH
0 250 500
Feet
Fishback Rd & Wawona St 2
Manteca, CA
Wawona Apartments LTA
!(# Study Intersection
Project Area
XX(XX) AM(PM) Peak Hour Volumes
Turning Movement
Legend
ATTACHMENT 12
Wawona Apartments Local Transportation Analysis 11 of 15

INTERSECTION QUEUEING ANALYSIS
Vehicle queuing was analyzed at the study intersections for all stop-controlled movements. Table 5 shows the available storage lengths and 95th percentile queues under all analysis scenarios.

As shown in Table 5, all 95th percentile queues are currently and projected to fit within available storage lengths. 95th percentile queueing results are included in the Synchro reports contained in Attachment B.

Table 5. Queueing Analysis Results
#
Intersection Movement
Available
Storage
(ft)1
Peak
Hour
95th Percentile Queue (ft)
Existing Existing Plus
Project
1 Airport Way &
Wawona Street
WB Left/Thru 145
AM 40 48
PM 26 32
WB Right 25
AM <20 <20
PM <20 <20
2 Fishback Road &
Wawona Street
NB Left 140
AM <20 <20
PM <20 <20
NB Thru/Right 140
AM 46 46
PM <20 <20
SB
Left/Thru/Right 280
AM 62 64
PM <20 <20
EB Left 135
AM 60 64
PM <20 <20
EB Thru/Right 610
AM <20 20
PM <20 <20
WB Left 50
AM <20 <20
PM <20 <20
WB Thru/Right 1,050
AM 42 44
PM <20 <20
Notes: One queued vehicle length is considered to be 20 feet long. Bold values indicate that queue exceeds storage length.
1 For stop-controlled movements, available storage represents the turn pocket length or the distance to the nearest major cross-street, driveway, or parking aisle.

OPERATIONAL DEFICIENCIES
All study intersections are shown to operate at acceptable LOS with the exception of the Airport Way & Wawona Street intersection, which operates at LOS E under Existing and Existing Plus Project PM peak hour conditions. CA MUTCD Peak Hour Signal Warrant #3 is not shown to be met at the intersection.

The proposed Rotten Robbie fueling station project, located within the southeast quadrant of the Airport Way & Wawona Street intersection, has an improvement agreement with the City to construct a traffic signal at the Airport Way & Wawona Street intersection in the near future. The following section includes analysis of the Airport Way & Wawona Street intersection with signalization that includes Project traffic in addition to proposed Rotten Robbie traffic. Rotten Robbie project traffic was included because the Rotten Robbie project is anticipated to be operational around the same time the traffic signal is constructed.

ATTACHMENT 12
Wawona Apartments Local Transportation Analysis 12 of 15

EXISTING PLUS PROJECT WITH SIGNAL CONDITIONS
Existing Plus Project With Signal conditions represent a near-term condition where the proposed Rotten Robbie development has constructed a signal at the Airport Way & Wawona Street intersection. Volumes for this scenario were developed by adding Rotten Robbie trips to Existing Plus Project conditions volumes.

Rotten Robbie trips at the intersection were obtained from the Rotten Robbie Fuel Station Project Transportation Impact Analysis Report (Fehr & Peers, March 2020). The planned intersection lane configuration and signal phasing were obtained from plans contained in the City of Manteca Improvement Agreement for Airport Way & Wawona Street Intersection Improvements (plans by Mannik Smith Group, dated January 18, 2024). Note that this would be an interim condition, as Airport Way is ultimately planned to be widened to four lanes. Existing Plus Project With Signal lane geometrics and control and traffic volumes are shown in Figure 7.

Figure 7. Existing Plus Project With Signal Lane Geometrics and Traffic Volumes – AM Peak Hour (PM Peak Hour)
Intersection delay and LOS under all study scenarios are summarized in Table 6.

Table 6. Existing Plus Project With Signal Intersection Operations #
Intersection Control
Type1
LOS
Criteria
Peak
Hour
Existing Existing Plus
Project
Existing Plus Project
With Signal
Delay
(sec/veh)
2 LOS Delay
(sec/veh)
LOS Delay
(sec/veh)
LOS
1 Airport Way &
Wawona Street
TWSC/
Signal D
AM 28.3 D 30.5 D 10.6 B
PM 45.4 E 49.3 E 8.5 A
Notes: Bold values indicate unacceptable LOS.
1TWSC = Two-Way Stop-Controlled
2 For TWSC, the worst approach/movement delay and LOS is reported. For signals, average delay and LOS are reported.

As shown in Table 6, the intersection of Airport Way & Wawona Street is projected to operate at an acceptable LOS with planned signal in place.
95th percentile queues were analyzed under signalized conditions to determine if the proposed turn pocket storage lengths would accommodate projected queues. Table 7 summarizes 95th percentile queues under Existing Plus Project With Signal conditions.

As shown in Table 7, projected queues would fit within available storage. Synchro software HCM 7th Edition intersection LOS output reports and queueing reports are included in Attachment B.

ATTACHMENT 12
Wawona Apartments Local Transportation Analysis 13 of 15 Table 7. Existing Plus Project With Signal Queueing Analysis Results #
Intersection Movement
Proposed
Storage
(ft)1
Peak
Hour
95th Percentile Queue
(ft)
Existing Plus Project
With Signal
1 Airport Way &
Wawona Street
NB Left 50
AM <20
PM <20
SB Left 90
AM 37
PM 37
EB Left 20
AM <20
PM <20
Notes: One queued vehicle length is considered to be 20 feet long. Bold values indicate that queue exceeds storage length.
1 Based on City of Manteca Improvement Agreement for Airport Way & Wawona Street Intersection Improvements (plans by Mannik Smith Group, dated January 18, 2024).

ATTACHMENT 12
Wawona Apartments Local Transportation Analysis 14 of 15

PROJECT ACCESS GATE QUEUEING
Ingress queueing at the Project access gate was evaluated to determine if there would be sufficient queue storage. The ITE Transportation and Land Development Manual, 2nd Edition, recommends minimum storage of 50 feet for residential developments with fewer than 50 dwelling units. As shown in Figure 8, the Project site would include an automatic rolling gate located approximately 100 feet back from the Project property line along Wawona Street. Therefore, the project entrance gate would have approximately 100 feet of storage for ingress vehicles, which could accommodate up to approximately 5 queued cars. The gated portion of the site would contain the proposed apartment building and 70% of the Project parking spaces (56 parking stalls). The remaining 30% of Project parking (24 parking stalls) would be located outside of the gated area.

The maximum hourly inbound traffic volume for the Project would occur during the PM peak hour and is estimated to be 25 trips, as shown in Table 3.

Figure 8. Project Gate Stacking Length
Entry gate queueing was calculated using equations contained in the ITE Transportation and Land Development Manual using 95% and 99% confidence intervals. Based on a service rate of 30 seconds per vehicle and a demand rate of 25 vehicles per hour, the estimated 95th percentile queue length at the Project access gate is 20 feet and the estimated 99th percentile queue length at the Project access gate is 40 feet, which would fit within the proposed queue storage space of 100 feet provided by the Project. A 99th percentile confidence interval means there is a 1% chance that a queue would exceed 40 feet. The entry gate queueing calculation worksheet is contained in Attachment D.

ATTACHMENT 12
Wawona Apartments Local Transportation Analysis 15 of 15

CONCLUSION
The proposed Project is anticipated to generate a total of 357 weekday daily trips, 36 AM peak hour trips (9 inbound, 27 outbound) and 39 PM peak hour trips (25 inbound, 14 outbound) under typical weekday traffic conditions.

All study intersections are shown to operate at acceptable LOS with the exception of the Airport Way & Wawona Street intersection, which operates at LOS E under Existing and Existing Plus Project PM peak hour conditions. CA MUTCD Peak Hour Signal Warrant #3 is not projected to be met at either intersection.

The proposed Rotten Robbie fueling station project, located within the southeast quadrant of the Airport Way & Wawona Street intersection, has an improvement agreement with the City to construct a traffic signal at the Airport Way & Wawona Street intersection in the near future. Airport Way & Wawona Street was analyzed under Existing Plus Project With Signal conditions, which represent a near-term condition where the proposed Rotten Robbie development has constructed a signal at the Airport Way & Wawona Street intersection. The intersection of Airport Way & Wawona Street is projected to operate at acceptable LOS and acceptable queueing under Existing Plus Project With Signal conditions.

The estimated 99th percentile queue length at the Project access gate is 40 feet, which would fit within the proposed queue storage space of 100 feet provided by the Project.

ATTACHMENT 12
Wawona Apartments Local Transportation Analysis

ATTACHMENT A

TRAFFIC COUNTS
ATTACHMENT 12
National Data & Surveying Services
Intersection Turning Movement Count
Location: CR J3/Airport Way & Wawona St
City: Manteca Project ID:

Control: 1-Way Stop(WB) Date:

NS/EW Streets:
0 1 1 0 0 1 0 0 0 1 0 0 0 1 1 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 56 5 0 2 55 0 0 0 0 0 0 9 0 2 0 129
7:15 AM 0 81 13 0 1 50 0 0 0 0 0 0 6 0 7 0 158
7:30 AM 0 115 15 0 11 67 0 0 0 0 0 0 6 0 6 0 220
7:45 AM 0 108 23 0 14 74 0 0 0 0 0 0 18 0 21 0 258
8:00 AM 0 98 53 0 5 73 0 0 0 0 0 0 8 0 12 0 249
8:15 AM 0 98 106 0 7 68 0 0 0 0 0 0 25 0 7 0 311
8:30 AM 0 88 27 0 6 88 0 0 0 0 0 0 47 0 18 0 274
8:45 AM 0 82 4 0 2 101 0 0 0 0 0 0 7 0 3 0 199

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 726 246 0 48 576 0 0 0 0 0 0 126 0 76 0 1798 APPROACH %'s : 0.00% 74.69% 25.31% 0.00% 7.69% 92.31% 0.00% 0.00% 62.38% 0.00% 37.62% 0.00% PEAK HR : 7:45 AM 40 0 0 TOTAL
PEAK HR VOL : 0 392 209 0 32 303 0 0 0 0 0 0 98 0 58 0 1092 PEAK HR FACTOR : 0.000 0.907 0.493 0.000 0.571 0.861 0.000 0.000 0.000 0.000 0.000 0.000 0.521 0.000 0.690 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 1 1 0 0 1 0 0 0 1 0 0 0 1 1 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0 131 32 0 4 163 0 0 0 0 1 0 9 0 6 0 346
4:15 PM 0 139 23 0 5 152 0 0 0 1 0 0 7 0 2 0 329
4:30 PM 0 143 30 0 9 143 0 0 0 0 0 0 6 0 4 0 335
4:45 PM 0 142 22 0 6 133 0 0 0 0 0 0 15 0 4 0 322
5:00 PM 0 151 30 0 11 161 0 0 0 0 0 0 7 0 1 0 361
5:15 PM 0 135 26 0 7 150 0 0 0 0 0 0 11 1 3 0 333
5:30 PM 0 114 34 0 6 147 0 0 0 0 0 0 13 1 7 0 322
5:45 PM 0 146 24 0 5 133 0 0 0 0 0 0 7 0 7 0 322

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 1101 221 0 53 1182 0 0 0 1 1 0 75 2 34 0 2670 APPROACH %'s : 0.00% 83.28% 16.72% 0.00% 4.29% 95.71% 0.00% 0.00% 0.00% 50.00% 50.00% 0.00% 67.57% 1.80% 30.63% 0.00% PEAK HR : 4:30 PM 291 0 0 TOTAL
PEAK HR VOL : 0 571 108 0 33 587 0 0 0 0 0 0 39 1 12 0 1351 PEAK HR FACTOR : 0.000 0.945 0.900 0.000 0.750 0.911 0.000 0.000 0.000 0.000 0.000 0.000 0.650 0.250 0.750 0.000 25-090003-001
1/9/2025
04:30 PM - 05:30 PM

0.936 0.938 0.901 0.684
07:45 AM - 08:45 AM

0.878
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.737 0.891 0.600
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Totals
CR J3/Airport Way CR J3/Airport Way Wawona St Wawona St ATTACHMENT 12
National Data & Surveying Services
Intersection Turning Movement Count
Location: CR J3/Airport Way & Wawona St
City: Manteca Project ID:

Control: 1-Way Stop(WB) Date:

NS/EW Streets:
0 1 1 0 0 1 0 0 0 1 0 0 0 1 1 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1
8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1
APPROACH %'s : 0.00% 0.00% 100.00% 0.00%
PEAK HR : 7:45 AM 40 0 0 TOTAL
PEAK HR VOL : 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1
PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 1 1 0 0 1 0 0 0 1 0 0 0 1 1 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
4:15 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1
4:30 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
4:45 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
5:45 PM 0 1 0 0 0 2 0 0 0 0 0 0 0 0 0 0 3

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 4 0 0 0 4 0 0 0 0 0 0 0 0 0 0 8
APPROACH %'s : 0.00% 100.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% PEAK HR : 4:30 PM 291 0 0 TOTAL
PEAK HR VOL : 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 2
PEAK HR FACTOR : 0.000 0.250 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 25-090003-001
1/9/2025
04:30 PM - 05:30 PM

0.500 0.250 0.250
07:45 AM - 08:45 AM

0.250
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.250
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Bikes
CR J3/Airport Way CR J3/Airport Way Wawona St Wawona St ATTACHMENT 12
National Data & Surveying Services
Intersection Turning Movement Count
Location: CR J3/Airport Way & Wawona St Project ID:

City: Manteca Date:

NS/EW Streets:

EB WB EB WB NB SB NB SB TOTAL
7:00 AM 0 0 0 0 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 0 0
7:45 AM 0 0 0 0 1 0 0 0 1
8:00 AM 0 0 0 0 0 0 0 0 0
8:15 AM 0 0 0 0 0 0 0 0 0
8:30 AM 0 0 0 0 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 0 0 0

EB WB EB WB NB SB NB SB TOTAL
TOTAL VOLUMES : 0 0 0 0 1 0 0 0 1
APPROACH %'s : 100.00% 0.00%
PEAK HR : 7:45 AM 39 -1 -1 TOTAL
PEAK HR VOL : 0 0 0 0 1 0 0 0 1
PEAK HR FACTOR : 0.250
Headers NEB NWB SEB SWB ENS ESB WNB WSB

EB WB EB WB NB SB NB SB TOTAL
4:00 PM 0 0 0 0 0 0 0 0 0
4:15 PM 0 0 0 0 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0
5:45 PM 0 0 1 1 0 0 0 0 2

EB WB EB WB NB SB NB SB TOTAL
TOTAL VOLUMES : 0 0 1 1 0 0 0 0 2
APPROACH %'s : 50.00% 50.00%
PEAK HR : 4:30 PM 288 -3 -3 TOTAL
PEAK HR VOL : 0 0 0 0 0 0 0 0 0
PEAK HR FACTOR :
25-090003-001
1/9/2025
04:30 PM - 05:30 PM

0.250

PM NORTH LEG SOUTH LEG EAST LEG WEST LEG

0.250
07:45 AM - 08:45 AM

AM NORTH LEG SOUTH LEG EAST LEG WEST LEG
Data - Pedestrians (Crosswalks)
CR J3/Airport Way CR J3/Airport Way Wawona St Wawona St ATTACHMENT 12
Prepared by National Data & Surveying Services
ID: 25-090003-001 Day:

City: Manteca Date:

AM 0 303 32 0 AM
NOON 0 0 0 0 NOON
PM 0 587 33 0 PM

AM NOON PM PM NOON AM
0 1 0 0 1 12 0 58
1 1 0 0
0 0 0 0 0 39 0 98
0 0 0 0 TEV 1092 0 1351 0 0 0 0
0 0 0 1 PHF 0.88 0.94
0 0 0 0
0 0 1 1

AM NOON PM PM NOON AM
PM 0 0 571 108 PM
NOON 0 0 0 0 NOON
AM 0 0 392 209 AM
Pedestrians (Crosswalks)
Totals (PM) Total Bikes (PM)
0 401

NORTHBOUND
CR J3/Airport Way
Totals (NOON) Total Bikes (NOON)
NONE
141 0 241
Totals (AM) 626 Total Bikes (AM) Wawona St EASTBOUNDWESTBOUND Wawona St 0 0 1

CONTROL
1-Way Stop(WB)
0 NONE
04:30 PM - 05:30 PM 583
CR J3/Airport Way & Wawona St
Peak Hour Turning Movement Count
CR J3/Airport Way Thursday
SOUTHBOUND 1/9/2025 PEAK HOURS 4:00 PM - 06:00 PM
07:45 AM - 08:45 AM 450 7:00 AM - 09:00 AM COUNT PERIODS

AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM

NOON PMNOON AMAMNOON PM PMNOON AMAMNOON PM
0 0
0 0
0 0
00 000 0
0 0
1 0
0 0
00 000 0
0 0
0 0
0 0
010
010
0 0
0 0
0 0
000
000
1 0
0 0
0 0
000
000
12 1
0 39
0 0
0587 33
0571 108
0 0
0 0
0 0
000
000
58 0
0 98
0 0
0303 32
0392 209
ATTACHMENT 12
National Data & Surveying Services
Intersection Turning Movement Count
Location: Depot Dr & Wawona St
City: Manteca Project ID:

Control: 1-Way Stop(NB) Date:

NS/EW Streets:
0 1 0 0 0 0 0 0 0 1 0 0 0 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 2 0 0 0 0 0 0 0 0 7 0 0 0 9 0 0 18
7:15 AM 1 0 0 0 0 0 0 0 0 13 0 0 1 12 0 0 27
7:30 AM 2 0 1 0 0 0 0 0 0 23 1 0 0 11 0 0 38
7:45 AM 2 0 3 0 0 0 0 0 0 39 0 0 2 34 0 0 80
8:00 AM 3 0 0 0 0 0 0 0 0 57 2 0 0 17 0 0 79
8:15 AM 0 0 2 0 0 0 0 0 0 112 1 0 0 34 0 0 149
8:30 AM 0 0 0 0 0 0 0 0 0 32 1 0 0 63 0 0 96
8:45 AM 1 0 1 0 0 0 0 0 0 6 0 0 0 9 0 0 17

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 11 0 7 0 0 0 0 0 0 289 5 0 3 189 0 0 504 APPROACH %'s : 61.11% 0.00% 38.89% 0.00% 0.00% 98.30% 1.70% 0.00% 1.56% 98.44% 0.00% 0.00% PEAK HR : 7:45 AM 40 0 0 TOTAL
PEAK HR VOL : 5 0 5 0 0 0 0 0 0 240 4 0 2 148 0 0 404
PEAK HR FACTOR : 0.417 0.000 0.417 0.000 0.000 0.000 0.000 0.000 0.000 0.536 0.500 0.000 0.250 0.587 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 1 0 0 0 0 0 0 0 1 0 0 0 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0 0 1 0 0 0 0 0 0 35 0 0 1 15 0 0 52
4:15 PM 0 0 0 0 0 0 0 0 0 29 0 0 0 8 0 0 37
4:30 PM 0 0 0 0 0 0 0 0 0 38 1 0 0 10 0 0 49
4:45 PM 1 0 1 0 0 0 0 0 0 28 0 0 1 18 0 0 49
5:00 PM 2 0 0 0 0 0 0 0 0 38 2 0 0 6 0 0 48
5:15 PM 1 0 0 0 0 0 0 0 0 29 2 0 2 14 0 0 48
5:30 PM 4 0 1 0 0 0 0 0 0 39 2 0 0 18 0 0 64
5:45 PM 0 0 0 0 0 0 0 0 0 33 0 0 1 12 0 0 46

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 8 0 3 0 0 0 0 0 0 269 7 0 5 101 0 0 393 APPROACH %'s : 72.73% 0.00% 27.27% 0.00% 0.00% 97.46% 2.54% 0.00% 4.72% 95.28% 0.00% 0.00% PEAK HR : 4:45 PM 292 0 0 TOTAL
PEAK HR VOL : 8 0 2 0 0 0 0 0 0 134 6 0 3 56 0 0 209
PEAK HR FACTOR : 0.500 0.000 0.500 0.000 0.000 0.000 0.000 0.000 0.000 0.859 0.750 0.000 0.375 0.778 0.000 0.000 Data - Totals
Depot Dr Depot Dr Wawona St Wawona St

0.500 0.540 0.595
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
25-090003-002
1/9/2025
04:45 PM - 05:45 PM

0.816 0.500 0.854 0.776
07:45 AM - 08:45 AM

0.678
ATTACHMENT 12
National Data & Surveying Services
Intersection Turning Movement Count
Location: Depot Dr & Wawona St
City: Manteca Project ID:

Control: 1-Way Stop(NB) Date:

NS/EW Streets:
0 1 0 0 0 0 0 0 0 1 0 0 0 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1
8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1
APPROACH %'s : 0.00% 100.00% 0.00% 0.00%
PEAK HR : 7:45 AM 40 0 0 TOTAL
PEAK HR VOL : 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1
PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 1 0 0 0 0 0 0 0 1 0 0 0 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
APPROACH %'s :

PEAK HR : 4:45 PM 292 0 0 TOTAL
PEAK HR VOL : 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Data - Bikes
Depot Dr Depot Dr Wawona St Wawona St

0.250
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
25-090003-002
1/9/2025
04:45 PM - 05:45 PM
07:45 AM - 08:45 AM

0.250
ATTACHMENT 12
National Data & Surveying Services
Intersection Turning Movement Count
Location: Depot Dr & Wawona St Project ID:

City: Manteca Date:

NS/EW Streets:

EB WB EB WB NB SB NB SB TOTAL
7:00 AM 0 0 1 0 0 0 0 0 1
7:15 AM 0 0 0 0 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 0 0
8:00 AM 0 0 0 0 0 0 0 0 0
8:15 AM 0 0 0 0 0 0 0 0 0
8:30 AM 0 0 0 0 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 0 0 0

EB WB EB WB NB SB NB SB TOTAL
TOTAL VOLUMES : 0 0 1 0 0 0 0 0 1
APPROACH %'s : 100.00% 0.00%
PEAK HR : 7:45 AM 39 -1 -1 TOTAL
PEAK HR VOL : 0 0 0 0 0 0 0 0 0
PEAK HR FACTOR :

Headers NEB NWB SEB SWB ENS ESB WNB WSB

EB WB EB WB NB SB NB SB TOTAL
4:00 PM 0 0 1 0 0 0 0 0 1
4:15 PM 0 0 0 0 0 0 0 0 0
4:30 PM 0 0 0 3 0 0 0 0 3
4:45 PM 0 0 2 0 0 0 0 0 2
5:00 PM 0 0 0 0 0 0 0 0 0
5:15 PM 0 0 0 1 0 0 0 0 1
5:30 PM 0 0 0 0 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 0 0

EB WB EB WB NB SB NB SB TOTAL
TOTAL VOLUMES : 0 0 3 4 0 0 0 0 7
APPROACH %'s : 42.86% 57.14%
PEAK HR : 4:45 PM 289 -3 -3 TOTAL
PEAK HR VOL : 0 0 2 1 0 0 0 0 3
PEAK HR FACTOR : 0.250 0.250
Data - Pedestrians (Crosswalks)
Depot Dr Depot Dr Wawona St Wawona St
07:45 AM - 08:45 AM

AM NORTH LEG SOUTH LEG EAST LEG WEST LEG

PM NORTH LEG SOUTH LEG EAST LEG WEST LEG
25-090003-002
1/9/2025

0.375 0.375
04:45 PM - 05:45 PM
ATTACHMENT 12
Prepared by National Data & Surveying Services
ID: 25-090003-002 Day:

City: Manteca Date:

AM 0 0 0 0 AM
NOON 0 0 0 0 NOON
PM 0 0 0 0 PM

AM NOON PM PM NOON AM
0 0 0 0 0 0 0 0
1 56 0 148
0 0 0 0 0 3 0 2
0 0 0 0 TEV 404 0 209 0 0 0 0
240 0 134 1 PHF 0.68 0.82
4 0 6 0
0 0 1 0

AM NOON PM PM NOON AM
PM 0 8 0 2 PM
NOON 0 0 0 0 NOON
AM 0 5 0 5 AM
0 NONE
04:45 PM - 05:45 PM 0
Depot Dr & Wawona St
Peak Hour Turning Movement Count
Depot Dr Thursday
SOUTHBOUND 1/9/2025 PEAK HOURS 4:00 PM - 06:00 PM
07:45 AM - 08:45 AM 0 7:00 AM - 09:00 AM COUNT PERIODS NONE 136 0 245
Totals (AM) 9 Total Bikes (AM) Wawona St EASTBOUNDWESTBOUND Wawona St 153 0 64

CONTROL
1-Way Stop(NB)
Pedestrians (Crosswalks)
Totals (PM) Total Bikes (PM)
0 6

NORTHBOUND
Depot Dr
Totals (NOON) Total Bikes (NOON)

AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM

NOON PMNOON AMAMNOON PM PMNOON AMAMNOON PM
0 0
0 0
0 0
20 000 1
0 0
0 0
0 0
00 000 0
0 0
0 0
0 0
000
000
0 0
0 0
0 0
000
000
0 1
0 0
0 0
000
000
0 56
6 3
134
0 000
802
0 0
0 0
0 0
000
000
0 148
4 2
240
0 000
505
ATTACHMENT 12
National Data & Surveying Services
Intersection Turning Movement Count
Location: Fishback Rd & Wawona St
City: Manteca Project ID:

Control: 4-Way Stop Date:

NS/EW Streets:
1 1 0 0 0 1 0 0 1 1 0 0 1 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 1 6 2 0 0 6 4 0 4 3 0 0 2 4 0 0 32
7:15 AM 0 4 5 0 2 8 2 0 4 8 1 0 7 10 2 0 53
7:30 AM 1 9 8 0 5 3 1 0 8 13 1 0 12 9 1 0 71
7:45 AM 3 8 9 0 7 7 6 0 18 24 2 0 21 28 9 0 142
8:00 AM 0 19 3 0 5 21 2 0 36 18 1 0 15 16 13 0 149
8:15 AM 1 56 14 0 5 34 19 0 95 15 1 0 18 16 26 0 300
8:30 AM 1 30 11 0 6 37 29 0 20 16 0 0 20 31 12 0 213
8:45 AM 1 7 1 0 2 6 1 0 2 7 0 0 9 8 0 0 44

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 8 139 53 0 32 122 64 0 187 104 6 0 104 122 63 0 1004 APPROACH %'s : 4.00% 69.50% 26.50% 0.00% 14.68% 55.96% 29.36% 0.00% 62.96% 35.02% 2.02% 0.00% 35.99% 42.21% 21.80% 0.00% PEAK HR : 7:45 AM 40 0 0 TOTAL
PEAK HR VOL : 5 113 37 0 23 99 56 0 169 73 4 0 74 91 60 0 804 PEAK HR FACTOR : 0.417 0.504 0.661 0.000 0.821 0.669 0.483 0.000 0.445 0.760 0.500 0.000 0.881 0.734 0.577 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 1 0 0 0 1 0 0 1 1 0 0 1 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0 24 7 0 1 26 9 0 14 21 2 0 10 7 3 0 124
4:15 PM 0 16 8 0 4 19 3 0 11 16 3 0 3 8 0 0 91
4:30 PM 2 19 12 0 4 17 1 0 10 29 0 0 10 6 2 0 112
4:45 PM 1 17 4 0 2 9 8 0 9 18 3 0 6 11 2 0 90
5:00 PM 0 17 7 0 2 14 1 0 12 23 4 0 8 6 3 0 97
5:15 PM 0 13 11 0 3 10 4 0 10 18 0 0 7 12 6 0 94
5:30 PM 2 13 15 0 3 24 6 0 12 27 1 0 8 10 7 0 128
5:45 PM 0 11 8 0 4 16 5 0 10 15 4 0 7 9 0 0 89

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 5 130 72 0 23 135 37 0 88 167 17 0 59 69 23 0 825 APPROACH %'s : 2.42% 62.80% 34.78% 0.00% 11.79% 69.23% 18.97% 0.00% 32.35% 61.40% 6.25% 0.00% 39.07% 45.70% 15.23% 0.00% PEAK HR : 4:00 PM 289 0 0 TOTAL
PEAK HR VOL : 3 76 31 0 11 71 21 0 44 84 8 0 29 32 7 0 417 PEAK HR FACTOR : 0.375 0.792 0.646 0.000 0.688 0.683 0.583 0.000 0.786 0.724 0.667 0.000 0.725 0.727 0.583 0.000 25-090003-003
1/9/2025
04:00 PM - 05:00 PM

0.841 0.833 0.715 0.872 0.850
07:45 AM - 08:45 AM

0.670
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.546 0.618 0.554 0.893
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Totals
Fishback Rd Fishback Rd Wawona St Wawona St
ATTACHMENT 12
National Data & Surveying Services
Intersection Turning Movement Count
Location: Fishback Rd & Wawona St
City: Manteca Project ID:

Control: 4-Way Stop Date:

NS/EW Streets:
1 1 0 0 0 1 0 0 1 1 0 0 1 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1
7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1
APPROACH %'s : 0.00% 0.00% 100.00% 0.00%
PEAK HR : 7:45 AM 40 0 0 TOTAL
PEAK HR VOL : 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 1 0 0 0 1 0 0 1 1 0 0 1 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 1 0 2
4:15 PM 0 0 3 0 1 0 0 0 0 0 0 0 0 0 0 0 4
4:30 PM 0 1 0 0 0 2 0 0 0 0 0 0 0 0 1 0 4
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 2
5:00 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 2 0 3
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 1 3 0 1 5 0 0 0 0 0 0 0 0 7 0 17
APPROACH %'s : 0.00% 25.00% 75.00% 0.00% 16.67% 83.33% 0.00% 0.00% 0.00% 0.00% 100.00% 0.00% PEAK HR : 4:00 PM 289 0 0 TOTAL
PEAK HR VOL : 0 1 3 0 1 3 0 0 0 0 0 0 0 0 4 0 12
PEAK HR FACTOR : 0.000 0.250 0.250 0.000 0.250 0.375 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.500 0.000 25-090003-003
1/9/2025
04:00 PM - 05:00 PM

0.750 0.333 0.500 0.500
07:45 AM - 08:45 AM
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Bikes
Fishback Rd Fishback Rd Wawona St Wawona St
ATTACHMENT 12
National Data & Surveying Services
Intersection Turning Movement Count
Location: Fishback Rd & Wawona St Project ID:

City: Manteca Date:

NS/EW Streets:

EB WB EB WB NB SB NB SB TOTAL
7:00 AM 0 0 1 0 1 0 0 0 2
7:15 AM 0 0 0 0 0 2 0 0 2
7:30 AM 2 0 0 0 1 0 0 0 3
7:45 AM 0 0 0 0 0 1 0 0 1
8:00 AM 0 0 1 0 1 0 0 0 2
8:15 AM 0 0 4 0 2 1 0 0 7
8:30 AM 0 0 0 0 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 0 0 0

EB WB EB WB NB SB NB SB TOTAL
TOTAL VOLUMES : 2 0 6 0 5 4 0 0 17
APPROACH %'s : 100.00% 0.00% 100.00% 0.00% 55.56% 44.44% PEAK HR : 7:45 AM 39 -1 -1 TOTAL
PEAK HR VOL : 0 0 5 0 3 2 0 0 10
PEAK HR FACTOR : 0.313 0.375 0.500
Headers NEB NWB SEB SWB ENS ESB WNB WSB

EB WB EB WB NB SB NB SB TOTAL
4:00 PM 0 0 0 1 7 1 0 0 9
4:15 PM 0 0 1 2 1 2 0 0 6
4:30 PM 0 0 0 3 0 3 0 0 6
4:45 PM 0 0 2 0 0 0 0 0 2
5:00 PM 0 0 1 0 2 1 0 1 5
5:15 PM 0 0 0 1 2 0 0 0 3
5:30 PM 0 0 0 0 0 0 0 0 0
5:45 PM 0 0 0 0 1 0 0 0 1

EB WB EB WB NB SB NB SB TOTAL
TOTAL VOLUMES : 0 0 4 7 13 7 0 1 32
APPROACH %'s : 36.36% 63.64% 65.00% 35.00% 0.00% 100.00% PEAK HR : 4:00 PM 286 -3 -3 TOTAL
PEAK HR VOL : 0 0 3 6 8 6 0 0 23
PEAK HR FACTOR : 0.375 0.500 0.286 0.500
25-090003-003
1/9/2025

0.639 0.750 0.438
04:00 PM - 05:00 PM

0.357

PM NORTH LEG SOUTH LEG EAST LEG WEST LEG

0.313 0.417
07:45 AM - 08:45 AM

AM NORTH LEG SOUTH LEG EAST LEG WEST LEG
Data - Pedestrians (Crosswalks)
Fishback Rd Fishback Rd Wawona St Wawona St
ATTACHMENT 12
Prepared by National Data & Surveying Services
ID: 25-090003-003 Day:

City: Manteca Date:

AM 56 99 23 0 AM
NOON 0 0 0 0 NOON
PM 21 71 11 0 PM

AM NOON PM PM NOON AM
0 1 0 0 0 7 0 60
1 32 0 91
0 0 0 0 1 29 0 74
169 0 44 1 TEV 804 0 417 0 0 0 0
73 0 84 1 PHF 0.67 0.84
4 0 8 0
0 1 1 0

AM NOON PM PM NOON AM
PM 0 3 76 31 PM
NOON 0 0 0 0 NOON
AM 0 5 113 37 AM
Pedestrians (Crosswalks)
Totals (PM) Total Bikes (PM)
0 177

NORTHBOUND
Fishback Rd
Totals (NOON) Total Bikes (NOON)
NONE
126 0 133
Totals (AM) 108 Total Bikes (AM) Wawona St EASTBOUNDWESTBOUND Wawona St 152 0 56

CONTROL
4-Way Stop
0 NONE
04:00 PM - 05:00 PM 127
Fishback Rd & Wawona St
Peak Hour Turning Movement Count
Fishback Rd Thursday
SOUTHBOUND 1/9/2025 PEAK HOURS 4:00 PM - 06:00 PM
07:45 AM - 08:45 AM 342 7:00 AM - 09:00 AM COUNT PERIODS

AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM

NOON PMNOON AMAMNOON PM PMNOON AMAMNOON PM
0 0
0 0
0 0
30 500 6
8 0
3 6
0 2
00 000 0
4 0
0 0
0 0
031
013
0 0
0 0
0 0
000
000
0 0
0 0
0 0
000
000
7 32
8 29
84 44 217111
37631
0 0
0 0
0 0
000
000
60 91
4 74
73 169 569923
5113 37
ATTACHMENT 12
Day: Thursday City: Manteca
Date: Project #: CA25_090004_001
NB SB EB WB Total
0 0 1,687 989 2,676

TIME NB SB EB WB TOTAL TIME NB SB EB WB TOTAL NB SB EB WB TOTAL 0:00 1 0 1 12:00 13 14 27 00:00 01:00 6 5 11
0:15 1 0 1 12:15 31 16 47 01:00 02:00 2 2 4
0:30 3 2 5 12:30 24 17 41 02:00 03:00 5 7 12
0:45 1 3 4 12:45 31 18 49 03:00 04:00 2 12 14
1:00 0 0 0 13:00 35 12 47 04:00 05:00 8 20 28
1:15 2 1 3 13:15 24 8 32 05:00 06:00 6 32 38
1:30 0 0 0 13:30 33 15 48 06:00 07:00 15 28 43
1:45 0 1 1 13:45 28 16 44 07:00 08:00 83 73 156
2:00 1 1 2 14:00 25 26 51 08:00 09:00 211 127 338
2:15 0 2 2 14:15 40 20 60 09:00 10:00 40 33 73
2:30 1 0 1 14:30 39 18 57 10:00 11:00 79 33 112
2:45 3 4 7 14:45 50 13 63 11:00 12:00 89 58 147
3:00 0 1 1 15:00 40 10 50 12:00 13:00 99 65 164
3:15 0 3 3 15:15 69 13 82 13:00 14:00 120 51 171
3:30 0 3 3 15:30 70 58 128 14:00 15:00 154 77 231
3:45 2 5 7 15:45 39 35 74 15:00 16:00 218 116 334
4:00 3 7 10 16:00 35 15 50 16:00 17:00 131 52 183
4:15 1 3 4 16:15 29 8 37 17:00 18:00 145 57 202
4:30 2 7 9 16:30 39 10 49 18:00 19:00 99 51 150
4:45 2 3 5 16:45 28 19 47 19:00 20:00 57 41 98
5:00 1 4 5 17:00 40 8 48 20:00 21:00 49 20 69
5:15 2 9 11 17:15 31 15 46 21:00 22:00 35 16 51
5:30 2 10 12 17:30 41 22 63 22:00 23:00 24 10 34
5:45 1 9 10 17:45 33 12 45 23:00 00:00 10 3 13
6:00 1 3 4 18:00 24 10 34
6:15 4 6 10 18:15 31 24 55 NB SB EB WB TOTAL
6:30 8 8 16 18:30 20 10 30 00:00 to 12:00
6:45 2 11 13 18:45 24 7 31 546 430 976
7:00 7 11 18 19:00 17 12 29 7:45 7:45 7:45
7:15 13 13 26 19:15 19 7 26 244 153 397
7:30 24 13 37 19:30 10 10 20 0.540 0.607 0.675
7:45 39 36 75 19:45 11 12 23
8:00 59 20 79 20:00 10 5 15 12:00 to 00:00
8:15 113 34 147 20:15 17 3 20 1141 559 1700
8:30 33 63 96 20:30 11 6 17 14:45 15:15 15:00
8:45 6 10 16 20:45 11 6 17 229 121 334
9:00 12 12 24 21:00 4 5 9 0.818 0.522 0.652
9:15 11 6 17 21:15 8 3 11
9:30 7 9 16 21:30 11 3 14 07:00 to 09:00
9:45 10 6 16 21:45 12 5 17 294 200 494
10:00 11 6 17 22:00 7 4 11 7:45 7:45 7:45
10:15 22 4 26 22:15 6 2 8 244 153 397
10:30 31 12 43 22:30 6 2 8 0.540 0.607 0.675
10:45 15 11 26 22:45 5 2 7
11:00 22 12 34 23:00 4 1 5 16:00 to 18:00
11:15 20 6 26 23:15 3 1 4 276 109 385
11:30 33 20 53 23:30 2 0 2 17:00 16:45 16:45
11:45 14 20 34 23:45 1 1 2 145 64 204
TOTALS 0 0 546 430 976 TOTALS 0 0 1141 559 1700 0.884 0.727 0.810 SPLIT % 0% 0% 56% 44% 36% SPLIT % 0% 0% 67% 33% 64%
Peak Hour
Peak Volume
Peak Hour Factor
Peak Hour
Peak Volume
Peak Hour Factor
Peak Period
Volume
Volume
Peak Hour
Peak Volume
Peak Hour Factor
Peak Period
Volume
Peak Hour
Peak Volume
Peak Hour Factor
Peak Period
Volume
Prepared by National Data & Surveying Services
VOLUME
Wawona St Bet CR J3/Airport Way & Fishback Rd
1/9/2025

DAILY TOTALS DAILY TOTALS
15-Minutes Interval Hourly Intervals
TIME

STATISTICS
Peak Period
0 50
100
150
200
250 00:00 01:00 02:00 03:00 04:00 05:00 06:00 07:00 08:00 09:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00

NB SB EB WB
ATTACHMENT 12
Wawona Apartments Local Transportation Analysis

ATTACHMENT B
SYNCHRO HCM 7

TH EDITION LOS REPORTS
ATTACHMENT 12
Wawona Apartments LTA
1: Airport Way & Wawona St Existing AM Peak Hour
HCM 7th TWSC Synchro 12 Report
Wood Rodgers, Inc.

Intersection
Int Delay, s/veh 3.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 98 0 58 0 392 209 32 303 0
Future Vol, veh/h 0 0 0 98 0 58 0 392 209 32 303 0
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 1 1 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - Yield - - None
Storage Length - - - - - 25 - - 0 - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 0 0 111 0 66 0 445 238 36 344 0
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 863 864 344 864 864 446 344 0 0 446 0 0 Stage 1 417 417 - 446 446 - - - - - - -
Stage 2 445 446 - 417 417 - - - - - - -
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 275 292 698 275 292 612 1215 - - 1114 - - Stage 1 613 591 - 591 574 - - - - - - -
Stage 2 592 574 - 613 591 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 235 280 698 263 280 611 1215 - - 1113 - - Mov Cap-2 Maneuver 235 280 - 263 280 - - - - - - -
Stage 1 588 567 - 591 573 - - - - - - -
Stage 2 528 573 - 588 567 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s/v 0 22.11 0 0.8

HCM LOS A C
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1215 - - - 263 611 172 - -
HCM Lane V/C Ratio - - - - 0.423 0.108 0.033 - -
HCM Control Delay (s/veh) 0 - - 0 28.3 11.6 8.3 0 -
HCM Lane LOS A - - A D B A A -
HCM 95th %tile Q(veh) 0 - - - 2 0.4 0.1 - -
ATTACHMENT 12
Wawona Apartments LTA
2: Fishback Rd & Wawona St Existing AM Peak Hour
HCM 7th AWSC Synchro 12 Report
Wood Rodgers, Inc.

Intersection
Intersection Delay, s/veh 16
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 169 73 4 74 91 60 5 113 37 23 99 56
Future Vol, veh/h 169 73 4 74 91 60 5 113 37 23 99 56
Peak Hour Factor 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 252 109 6 110 136 90 7 169 55 34 148 84
Number of Lanes 1 1 0 1 1 0 1 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 1 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 2 2 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2 1 2 2
HCM Control Delay, s/veh 16.4 14.1 15.7 18.2

HCM LOS C B C C
Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1
Vol Left, % 100% 0% 100% 0% 100% 0% 13%
Vol Thru, % 0% 75% 0% 95% 0% 60% 56%
Vol Right, % 0% 25% 0% 5% 0% 40% 31%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 5 150 169 77 74 151 178
LT Vol 5 0 169 0 74 0 23
Through Vol 0 113 0 73 0 91 99
RT Vol 0 37 0 4 0 60 56
Lane Flow Rate 7 224 252 115 110 225 266
Geometry Grp 5 5 5 5 5 5 4b
Degree of Util (X) 0.016 0.451 0.529 0.224 0.235 0.429 0.531 Departure Headway (Hd) 7.935 7.245 7.557 7.007 7.658 6.859 7.19 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 451 497 477 511 468 523 502
Service Time 5.691 5.001 5.314 4.764 5.416 4.617 5.246
HCM Lane V/C Ratio 0.016 0.451 0.528 0.225 0.235 0.43 0.53 HCM Control Delay, s/veh 10.8 15.9 18.5 11.8 12.8 14.7 18.2 HCM Lane LOS B C C B B B C
HCM 95th-tile Q 0 2.3 3 0.9 0.9 2.1 3.1
ATTACHMENT 12
Wawona Apartments LTA
1: Airport Way & Wawona St Existing PM Peak Hour
HCM 7th TWSC Synchro 12 Report
Wood Rodgers, Inc.

Intersection
Int Delay, s/veh 1.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 39 1 12 0 571 108 33 587 0
Future Vol, veh/h 0 0 0 39 1 12 0 571 108 33 587 0
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - Yield - - None
Storage Length - - - - - 25 - - 0 - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 0 0 41 1 13 0 607 115 35 624 0
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1303 1302 624 1302 1302 607 624 0 0 607 0 0 Stage 1 695 695 - 607 607 - - - - - - -
Stage 2 608 607 - 695 695 - - - - - - -
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 138 161 485 138 161 496 957 - - 971 - - Stage 1 433 444 - 483 486 - - - - - - -
Stage 2 483 486 - 433 444 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 126 152 485 130 152 496 957 - - 971 - - Mov Cap-2 Maneuver 126 152 - 130 152 - - - - - - -
Stage 1 409 419 - 483 486 - - - - - - -
Stage 2 469 486 - 409 419 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s/v 0 37.77 0 0.47

HCM LOS A E
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 957 - - - 131 496 96 - -
HCM Lane V/C Ratio - - - - 0.326 0.026 0.036 - -
HCM Control Delay (s/veh) 0 - - 0 45.4 12.4 8.8 0 -
HCM Lane LOS A - - A E B A A -
HCM 95th %tile Q(veh) 0 - - - 1.3 0.1 0.1 - -
ATTACHMENT 12
Wawona Apartments LTA
2: Fishback Rd & Wawona St Existing PM Peak Hour
HCM 7th AWSC Synchro 12 Report
Wood Rodgers, Inc.

Intersection
Intersection Delay, s/veh 9
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 44 84 8 29 32 7 3 76 31 11 71 21
Future Vol, veh/h 44 84 8 29 32 7 3 76 31 11 71 21
Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 52 100 10 35 38 8 4 90 37 13 85 25
Number of Lanes 1 1 0 1 1 0 1 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 1 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 2 2 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2 1 2 2
HCM Control Delay, s/veh 9 8.7 9 9.4

HCM LOS A A A A
Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1
Vol Left, % 100% 0% 100% 0% 100% 0% 11%
Vol Thru, % 0% 71% 0% 91% 0% 82% 69%
Vol Right, % 0% 29% 0% 9% 0% 18% 20%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 3 107 44 92 29 39 103
LT Vol 3 0 44 0 29 0 11
Through Vol 0 76 0 84 0 32 71
RT Vol 0 31 0 8 0 7 21
Lane Flow Rate 4 127 52 110 35 46 123
Geometry Grp 5 5 5 5 5 5 4b
Degree of Util (X) 0.006 0.18 0.084 0.159 0.056 0.068 0.178 Departure Headway (Hd) 5.802 5.095 5.781 5.216 5.873 5.242 5.233 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 616 703 619 686 608 681 684
Service Time 3.545 2.838 3.527 2.962 3.624 2.994 3.278
HCM Lane V/C Ratio 0.006 0.181 0.084 0.16 0.058 0.068 0.18 HCM Control Delay, s/veh 8.6 9 9.1 9 9 8.4 9.4
HCM Lane LOS A A A A A A A
HCM 95th-tile Q 0 0.7 0.3 0.6 0.2 0.2 0.6
ATTACHMENT 12
Wawona Apartments LTA
1: Airport Way & Wawona St Existing Plus Project AM Peak Hour HCM 7th TWSC Synchro 12 Report
Wood Rodgers, Inc.

Intersection
Int Delay, s/veh 3.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 109 0 61 0 392 213 33 303 0
Future Vol, veh/h 0 0 0 109 0 61 0 392 213 33 303 0
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 1 1 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - Yield - - None
Storage Length - - - - - 25 - - 0 - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 0 0 124 0 69 0 445 242 38 344 0
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 865 866 344 866 866 446 344 0 0 446 0 0 Stage 1 419 419 - 446 446 - - - - - - -
Stage 2 445 446 - 419 419 - - - - - - -
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 274 291 698 274 291 612 1215 - - 1114 - - Stage 1 611 590 - 591 574 - - - - - - -
Stage 2 592 574 - 611 590 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 233 279 698 262 279 611 1215 - - 1113 - - Mov Cap-2 Maneuver 233 279 - 262 279 - - - - - - -
Stage 1 586 565 - 591 573 - - - - - - -
Stage 2 525 573 - 586 565 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s/v 0 23.72 0 0.82

HCM LOS A C
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1215 - - - 262 611 177 - -
HCM Lane V/C Ratio - - - - 0.473 0.113 0.034 - -
HCM Control Delay (s/veh) 0 - - 0 30.5 11.6 8.3 0 -
HCM Lane LOS A - - A D B A A -
HCM 95th %tile Q(veh) 0 - - - 2.4 0.4 0.1 - -
ATTACHMENT 12
Wawona Apartments LTA
2: Fishback Rd & Wawona St Existing Plus Project AM Peak Hour HCM 7th AWSC Synchro 12 Report
Wood Rodgers, Inc.

Intersection
Intersection Delay, s/veh 16.4
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 174 80 5 74 93 60 5 113 37 23 99 58
Future Vol, veh/h 174 80 5 74 93 60 5 113 37 23 99 58
Peak Hour Factor 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 260 119 7 110 139 90 7 169 55 34 148 87
Number of Lanes 1 1 0 1 1 0 1 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 1 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 2 2 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2 1 2 2
HCM Control Delay, s/veh 16.9 14.4 15.9 18.6

HCM LOS C B C C
Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1
Vol Left, % 100% 0% 100% 0% 100% 0% 13%
Vol Thru, % 0% 75% 0% 94% 0% 61% 55%
Vol Right, % 0% 25% 0% 6% 0% 39% 32%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 5 150 174 85 74 153 180
LT Vol 5 0 174 0 74 0 23
Through Vol 0 113 0 80 0 93 99
RT Vol 0 37 0 5 0 60 58
Lane Flow Rate 7 224 260 127 110 228 269
Geometry Grp 5 5 5 5 5 5 4b
Degree of Util (X) 0.017 0.456 0.548 0.248 0.237 0.44 0.542 Departure Headway (Hd) 8.024 7.334 7.603 7.047 7.732 6.936 7.262 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 446 490 473 509 464 518 497
Service Time 5.783 5.093 5.363 4.807 5.493 4.697 5.321
HCM Lane V/C Ratio 0.016 0.457 0.55 0.25 0.237 0.44 0.541 HCM Control Delay, s/veh 10.9 16.1 19.3 12.1 12.9 15.1 18.6 HCM Lane LOS B C C B B C C
HCM 95th-tile Q 0.1 2.3 3.2 1 0.9 2.2 3.2
ATTACHMENT 12
Wawona Apartments LTA
1: Airport Way & Wawona St Existing Plus Project PM Peak Hour HCM 7th TWSC Synchro 12 Report
Wood Rodgers, Inc.

Intersection
Int Delay, s/veh 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 45 1 13 0 571 118 36 587 0
Future Vol, veh/h 0 0 0 45 1 13 0 571 118 36 587 0
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - Yield - - None
Storage Length - - - - - 25 - - 0 - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 0 0 48 1 14 0 607 126 38 624 0
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1309 1309 624 1309 1309 607 624 0 0 607 0 0 Stage 1 701 701 - 607 607 - - - - - - -
Stage 2 608 607 - 701 701 - - - - - - -
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 136 159 485 136 159 496 957 - - 971 - - Stage 1 429 441 - 483 486 - - - - - - -
Stage 2 483 486 - 429 441 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 124 150 485 128 150 496 957 - - 971 - - Mov Cap-2 Maneuver 124 150 - 128 150 - - - - - - -
Stage 1 403 414 - 483 486 - - - - - - -
Stage 2 468 486 - 403 414 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s/v 0 41.19 0 0.51

HCM LOS A E
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 957 - - - 128 496 104 - -
HCM Lane V/C Ratio - - - - 0.381 0.028 0.039 - -
HCM Control Delay (s/veh) 0 - - 0 49.3 12.5 8.9 0 -
HCM Lane LOS A - - A E B A A -
HCM 95th %tile Q(veh) 0 - - - 1.6 0.1 0.1 - -
ATTACHMENT 12
Wawona Apartments LTA
2: Fishback Rd & Wawona St Existing Plus Project PM Peak Hour HCM 7th AWSC Synchro 12 Report
Wood Rodgers, Inc.

Intersection
Intersection Delay, s/veh 9.1
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 47 88 9 29 38 7 4 76 31 11 71 26
Future Vol, veh/h 47 88 9 29 38 7 4 76 31 11 71 26
Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 56 105 11 35 45 8 5 90 37 13 85 31
Number of Lanes 1 1 0 1 1 0 1 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 1 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 2 2 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2 1 2 2
HCM Control Delay, s/veh 9.1 8.7 9 9.5

HCM LOS A A A A
Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1
Vol Left, % 100% 0% 100% 0% 100% 0% 10%
Vol Thru, % 0% 71% 0% 91% 0% 84% 66%
Vol Right, % 0% 29% 0% 9% 0% 16% 24%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 4 107 47 97 29 45 108
LT Vol 4 0 47 0 29 0 11
Through Vol 0 76 0 88 0 38 71
RT Vol 0 31 0 9 0 7 26
Lane Flow Rate 5 127 56 115 35 54 129
Geometry Grp 5 5 5 5 5 5 4b
Degree of Util (X) 0.008 0.182 0.09 0.168 0.057 0.079 0.188 Departure Headway (Hd) 5.855 5.148 5.813 5.244 5.908 5.294 5.257 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 610 694 615 681 604 674 680
Service Time 3.603 2.896 3.564 2.995 3.664 3.05 3.306
HCM Lane V/C Ratio 0.008 0.183 0.091 0.169 0.058 0.08 0.19 HCM Control Delay, s/veh 8.7 9 9.1 9.1 9 8.5 9.5
HCM Lane LOS A A A A A A A
HCM 95th-tile Q 0 0.7 0.3 0.6 0.2 0.3 0.7
ATTACHMENT 12
Wawona Apartments LTA
1: Airport Way & Wawona St Existing Plus Project With Signal AM Peak Hour Queues Synchro 12 Report
Wood Rodgers, Inc.

Lane Group WBL WBT NBT NBR SBL SBT
Lane Group Flow (vph) 124 81 445 242 42 353
v/c Ratio 0.38 0.11 0.45 0.26 0.10 0.30
Control Delay (s/veh) 21.6 0.3 12.7 2.9 19.9 5.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 21.6 0.3 12.7 2.9 19.9 5.9
Queue Length 50th (ft) 17 0 51 0 5 38
Queue Length 95th (ft) 82 0 199 34 37 79
Internal Link Dist (ft) 453 477 663
Turn Bay Length (ft) 90
Base Capacity (vph) 429 816 1215 1095 411 1390
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.29 0.10 0.37 0.22 0.10 0.25
Intersection Summary
ATTACHMENT 12
Wawona Apartments LTA
1: Airport Way & Wawona St Existing Plus Project With Signal AM Peak Hour HCM 7th Signalized Intersection Summary Synchro 12 Report Wood Rodgers, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 109 0 71 0 392 213 37 311 0 Future Volume (veh/h) 0 0 0 109 0 71 0 392 213 37 311 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 0 0 124 0 81 0 445 242 42 353 0
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 185 343 0 511 0 290 5 629 533 150 1047 0
Arrive On Green 0.00 0.00 0.00 0.18 0.00 0.18 0.00 0.34 0.34 0.08 0.56 0.00 Sat Flow, veh/h 1317 1870 0 1781 0 1585 1781 1870 1583 1781 1870 0 Grp Volume(v), veh/h 0 0 0 124 0 81 0 445 242 42 353 0
Grp Sat Flow(s),veh/h/ln 1317 1870 0 1781 0 1585 1781 1870 1583 1781 1870 0 Q Serve(g_s), s 0.0 0.0 0.0 2.4 0.0 1.7 0.0 8.1 4.7 0.9 4.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.0 2.4 0.0 1.7 0.0 8.1 4.7 0.9 4.0 0.0 Prop In Lane 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 185 343 0 511 0 290 5 629 533 150 1047 0 V/C Ratio(X) 0.00 0.00 0.00 0.24 0.00 0.28 0.00 0.71 0.45 0.28 0.34 0.00 Avail Cap(c_a), veh/h 343 567 0 725 0 481 412 1144 968 412 1144 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 13.9 0.0 13.7 0.0 11.2 10.1 16.7 4.6 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.2 0.0 0.5 0.0 1.5 0.6 1.0 0.2 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 0.0 0.9 0.0 0.6 0.0 2.5 1.2 0.3 0.7 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 0.0 0.0 0.0 14.2 0.0 14.2 0.0 12.7 10.7 17.7 4.8 0.0 LnGrp LOS B B B B B A
Approach Vol, veh/h 0 205 687 395
Approach Delay, s/veh 0.0 14.2 12.0 6.2
Approach LOS B B A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 8.7 18.5 11.7 0.0 27.2 11.7
Change Period (Y+Rc), s 5.4 5.4 4.6 5.4 5.4 4.6
Max Green Setting (Gmax), s 9.0 23.8 11.8 9.0 23.8 11.8 Max Q Clear Time (g_c+I1), s 2.9 10.1 0.0 0.0 6.0 4.4
Green Ext Time (p_c), s 0.0 2.9 0.0 0.0 1.8 0.4
Intersection Summary
HCM 7th Control Delay, s/veh 10.6
HCM 7th LOS B
ATTACHMENT 12
Wawona Apartments LTA
1: Airport Way & Wawona St Existing Plus Project With Signal PM Peak Hour Queues Synchro 12 Report
Wood Rodgers, Inc.

Lane Group WBL WBT NBT NBR SBL SBT
Lane Group Flow (vph) 48 23 607 126 41 632
v/c Ratio 0.13 0.07 0.46 0.11 0.11 0.42
Control Delay (s/veh) 22.2 12.3 10.3 2.6 21.2 4.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 22.2 12.3 10.3 2.6 21.2 4.5
Queue Length 50th (ft) 11 0 75 0 9 80
Queue Length 95th (ft) 42 18 274 23 37 133
Internal Link Dist (ft) 453 477 663
Turn Bay Length (ft) 90
Base Capacity (vph) 364 329 1257 1087 389 1436
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.13 0.07 0.48 0.12 0.11 0.44
Intersection Summary
ATTACHMENT 12
Wawona Apartments LTA
1: Airport Way & Wawona St Existing Plus Project With Signal PM Peak Hour HCM 7th Signalized Intersection Summary Synchro 12 Report Wood Rodgers, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 45 1 21 0 571 118 39 594 0 Future Volume (veh/h) 0 0 0 45 1 21 0 571 118 39 594 0
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 0 0 48 1 22 0 607 126 41 632 0
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 181 205 0 376 8 167 4 787 653 147 1195 0
Arrive On Green 0.00 0.00 0.00 0.11 0.11 0.11 0.00 0.42 0.42 0.08 0.64 0.00 Sat Flow, veh/h 1388 1870 0 1781 69 1526 1781 1870 1552 1781 1870 0 Grp Volume(v), veh/h 0 0 0 48 0 23 0 607 126 41 632 0
Grp Sat Flow(s),veh/h/ln 1388 1870 0 1781 0 1596 1781 1870 1552 1781 1870 0 Q Serve(g_s), s 0.0 0.0 0.0 1.0 0.0 0.5 0.0 11.1 2.0 0.9 7.3 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.0 1.0 0.0 0.5 0.0 11.1 2.0 0.9 7.3 0.0 Prop In Lane 1.00 0.00 1.00 0.96 1.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 181 205 0 376 0 174 4 787 653 147 1195 0 V/C Ratio(X) 0.00 0.00 0.00 0.13 0.00 0.13 0.00 0.77 0.19 0.28 0.53 0.00 Avail Cap(c_a), veh/h 309 376 0 540 0 321 403 1298 1077 403 1298 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 16.2 0.0 16.0 0.0 9.9 7.3 17.1 3.9 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.2 0.0 0.3 0.0 1.6 0.1 1.0 0.4 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 0.0 0.4 0.0 0.2 0.0 3.1 0.4 0.3 0.7 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 0.0 0.0 0.0 16.4 0.0 16.3 0.0 11.5 7.4 18.2 4.3 0.0 LnGrp LOS B B B A B A
Approach Vol, veh/h 0 71 733 673
Approach Delay, s/veh 0.0 16.4 10.8 5.1
Approach LOS B B A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 8.7 22.1 8.9 0.0 30.8 8.9
Change Period (Y+Rc), s 5.4 5.4 4.6 5.4 5.4 4.6
Max Green Setting (Gmax), s 9.0 27.6 8.0 9.0 27.6 8.0
Max Q Clear Time (g_c+I1), s 2.9 13.1 0.0 0.0 9.3 3.0
Green Ext Time (p_c), s 0.0 3.7 0.0 0.0 3.8 0.1
Intersection Summary
HCM 7th Control Delay, s/veh 8.5
HCM 7th LOS A
ATTACHMENT 12
Wawona Apartments Local Transportation Analysis

ATTACHMENT C
CA MUTCD PEAK HOUR SIGNAL WARRANT #3 WORKSHEETS
ATTACHMENT 12
CA SIGNAL WARRANT 3 ANALYSIS SCENARIOS: "AM/PM PEAK HOUR" CONDITIONS Date: February 4, 2025 Intersection No.: 1

MAJOR MINOR
EXST_AM 936 156 NO Intersection: Airport Way & Wawona S EXST_PM 1299 52 NO
E+P_AM 941 170 NO Number of lanes on MAJOR street: 2
E+P_PM 1312 59 NO
BLANK1 0 0 NO Number of lanes on MINOR street: 1
BLANK2 0 0 NO
BLANK3 0 0 NO
BLANK4 0 0 NO

SCENARIO

APPROACH(ES) WARRANT
MET?
Note: Major approach is the total of both approaches. Minor approach is the highest of both approaches.
0 100
200
300
400
500
600
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 MINOR STREET--HIGHER VOLUME APPROACH VPH MAJOR STREET--TOTAL OF BOTH APPROACHES VPH FIGURE 4C-3 WARRANT 3 PEAK HOUR VOLUME
(CALIFORNIA MUTCD)
EXST_AM
EXST_PM
E+P_AM
E+P_PM
BLANK1 BLANK2 BLANK3 BLANK4
1 LANE & 1 LANE
2 OR MORE LANES & 1 LANE
2 OR MORE LANES & 2 OR MORE LANES
*Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane. *
\\woodrodgers.loc\ProductionData\Jobs\4000-s\4557001_Manteca_Wawona_Apartments\Traffic\Analysis\CA_MUTCDSigWarrantNo3AM_PM_WAR.xls Intx INT1
ATTACHMENT 12
CA SIGNAL WARRANT 3 ANALYSIS SCENARIOS: "AM/PM PEAK HOUR" CONDITIONS Date: February 4, 2025 Intersection No.: 2

MAJOR MINOR
EXST_AM 471 178 NO Intersection: Fishback Rd & Wawona St EXST_PM 213 136 NO
E+P_AM 486 180 NO Number of lanes on MAJOR street: 2
E+P_PM 219 144 NO
BLANK1 0 0 NO Number of lanes on MINOR street: 1
BLANK2 0 0 NO
BLANK3 0 0 NO
BLANK4 0 0 NO

SCENARIO

APPROACH(ES) WARRANT
MET?
Note: Major approach is the total of both approaches. Minor approach is the highest of both approaches.
0 100
200
300
400
500
600
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 MINOR STREET--HIGHER VOLUME APPROACH VPH MAJOR STREET--TOTAL OF BOTH APPROACHES VPH FIGURE 4C-3 WARRANT 3 PEAK HOUR VOLUME
(CALIFORNIA MUTCD)
EXST_AM
EXST_PM
E+P_AM
E+P_PM
BLANK1 BLANK2 BLANK3 BLANK4
1 LANE & 1 LANE
2 OR MORE LANES & 1 LANE
2 OR MORE LANES & 2 OR MORE LANES
*Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane. *
\\woodrodgers.loc\ProductionData\Jobs\4000-s\4557001_Manteca_Wawona_Apartments\Traffic\Analysis\CA_MUTCDSigWarrantNo3AM_PM_WAR.xls Intx INT2
ATTACHMENT 12
Wawona Apartments Local Transportation Analysis

ATTACHMENT D

ENTRY GATE QUEUEING CALCULATION
ATTACHMENT 12
Project: Wawona Apartments
Location: Manteca, CA
input calculation
q, Demand rate [veh/hr] 25
Q, Service rate per channel [veh/hr]* 120
N, Number of service points/channels 1
N1, Number of storage lanes 1
P, Confidence interval (95%) 0.05
q/NxQ, Utilization factor 0.21
L, Length of vehicle [ft] 20
Qm, utilization factor2 0.21
N, Number of vehicles being served 1
M, Number of vehicles in queue3 [rounded to the nearest veh] 0 N+M, Total number of vehicles 0.91
(N+M)/N1, Number of vehicles in each lane per lane 0.91 Length of queue [feet- rounded to nearest 5-ft] 20
Notes:
3 Where M=
*Assumes a 30 second service rate per vehicle.

Entry Gate Queuing Calculation1
95th Percentile
1 Source: ITE, Transportation and Land Development , 1988. Applications of Queueing Analysis on page 231 2Qm = utilization factor, values based upon number of service channels (N and utilization factor (q/NxQ) as shown on Table 8‐11 of page 231, Transportation And Land Development , ITE, 1988
ATTACHMENT 12
Project: Wawona Apartments
Location: Manteca, CA
input calculation
q, Demand rate [veh/hr] 25
Q, Service rate per channel [veh/hr]* 120
N, Number of service points/channels 1
N1, Number of storage lanes 1
P, Confidence interval (99%) 0.01
q/NxQ, Utilization factor 0.21
L, Length of vehicle [ft] 20
Qm, utilization factor2 0.21
N, Number of vehicles being served 1
M, Number of vehicles in queue3 [rounded to the nearest veh] 1 N+M, Total number of vehicles 1.94
(N+M)/N1, Number of vehicles in each lane per lane 1.94 Length of queue [feet- rounded to nearest 5-ft] 40
Notes:
3 Where M=
*Assumes a 30 second service rate per vehicle.

Entry Gate Queuing Calculation1
99th Percentile
2Qm = utilization factor, values based upon number of service channels (N and utilization factor (q/NxQ) as shown on Table 8‐11 of page 231, Transportation And Land Development , ITE, 1988
1 Source: ITE, Transportation and Land Development , 1988. Applications of Queueing Analysis on page 231 ATTACHMENT 12