Agenda — Twentynine Palms City Council, July 22, 2025 (part 9 of 10)

Yonder 29 Palms Noise Impact Analysis
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42 TABLE 10-5: DAYTIME PROJECT OPERATIONAL NOISE LEVEL INCREASES Receiver
Location1
Total Project
Operational
Noise Level2
Measurement
Location3
Reference
Ambient
Noise
Levels4
Combined
Project and
Ambient5
Project
Increase6
Increase
Criteria7
Increase
Criteria
Exceeded?
R1 40.1 L2 63.3 63.3 0.0 3 No
R2 35.2 L1 48.0 48.2 0.2 5 No
R3 34.5 L4 60.0 60.0 0.0 3 No
R4 35.9 L3 51.3 51.4 0.1 5 No
R5 34.0 L3 51.3 51.4 0.1 5 No 1
See Exhibit 9-A for the receiver locations.
2 Total Project daytime operational noise levels as shown on Table 10-2. 3 Reference noise level measurement locations as shown on Exhibit 5-A. 4 Observed daytime ambient noise levels as shown on Table 5-1. 5 Represents the combined ambient conditions plus the Project activities. 6 The noise level increase expected with the addition of the proposed Project activities. 7 Significance increase criteria as shown on Table 4-1.

TABLE 10-6: NIGHTTIME OPERATIONAL NOISE LEVEL INCREASES Receiver
Location1
Total Project
Operational
Noise Level2
Measurement
Location3
Reference
Ambient
Noise
Levels4
Combined
Project and
Ambient5
Project
Increase6
Increase
Criteria7
Increase
Criteria
Exceeded?
R1 32.5 L2 60.5 60.5 0.0 3 No
R2 27.5 L1 45.7 45.8 0.1 5 No
R3 26.6 L4 59.9 59.9 0.0 5 No
R4 27.6 L3 41.8 42.0 0.2 5 No
R5 25.8 L3 41.8 41.9 0.1 5 No 1
See Exhibit 9-A for the receiver locations.
2 Total Project nighttime operational noise levels as shown on Table 10-1. 3 Reference noise level measurement locations as shown on Exhibit 5-A. 4 Observed nighttime ambient noise levels as shown on Table 5-1. 5 Represents the combined ambient conditions plus the Project activities. 6 The noise level increase expected with the addition of the proposed Project activities. 7 Significance increase criteria as shown on Table 4-1.

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43 11 CONSTRUCTION IMPACTS
This section analyzes potential impacts resulting from the short-term construction activities associated with the development of the Project. Exhibit 11-A shows the construction noise source activity location in relation to the nearest sensitive receiver locations previously described in Section 9. To prevent high levels of construction noise from impacting noise-sensitive land uses, City of Twentynine Palms Development Code Chapter 19.80.100, states that construction activities are limited to the hours of 7:00 a.m. to 7:00 p.m. on any day and limited at any time on Sundays and federal holidays.

11.1 CONSTRUCTION NOISE LEVELS
Noise generated by the Project construction equipment will include a combination of trucks, power tools, concrete mixers, and portable generators that when combined can reach high levels. The number and mix of construction equipment are expected to occur in the following stages:
 Site Preparation
 Grading
 Structure assembly
 Concrete pads/Paving

11.2 TYPICAL CONSTRUCTION REFERENCE NOISE LEVELS
To describe construction noise activities, this construction noise analysis was prepared using reference construction equipment noise levels from the Federal Highway Administration (FHWA) published the Roadway Construction Noise Model (RCNM), which includes a national database of construction equipment reference noise emission levels. (25) The RCNM equipment database, provides a comprehensive list of the noise generating characteristics for specific types of construction equipment. In addition, the database provides an acoustical usage factor to estimate the fraction of time each piece of construction equipment is operating at full power (i.e., its loudest condition) during a construction operation.

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44 EXHIBIT 11-A: CONSTRUCTION NOISE ACTIVITY
·.-.. . ,,
::~~!i
1i:~: ' .... \_
i'
.~f
.. ,,.
i:Jf:
,·
: , ..
•
.
. . ' -~ .. ,,-:· C • }tJI \\" .. t,
LEGEND:
~ Construction Activity ~ Receiver Locations -• Distance from receiver to construction activity (in feet)

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45 TABLE 11-1: CONSTRUCTION REFERENCE NOISE LEVELS
Construction
Stage
Reference
Construction
Equipmnet1
Reference Noise
Level @ 50 Feet
(dBA Leq)
Composite Reference
Noise Level
(dBA Leq)
Reference
Power Level
(dBA Lw)
Site
Preparation
Dozer 78.0
Front End Loader 75.0 83.0 115.0
Grader 81.0
Grading
Excavator 77.0
Tractor 80.0 84.0 116.0
Scraper 80.0
Building
Construction
Crane 73.0
Backhoe 74.0 77.0 109.0
Generator (<25kVA) 70.0
Paving
Paver 74.0
Dump Truck 72.0 78.0 110.0
Roller 73.0
Architectural
Coating
Man Lift 68.0
Compressor (air) 74.0 76.0 108.0
Generator (<25kVA) 70.0 1
FHWA Road Construction Noise Model.

11.3 CONSTRUCTION NOISE ANALYSIS
Using the reference construction equipment noise levels and the CadnaA noise prediction model, calculations of the Project construction noise level impacts at the nearby sensitive receiver locations were completed. For construction noise assessment, construction equipment can be considered to operate in two modes: stationary and mobile. As defined, stationary equipment operates in a single location for one or more days at a time, with either fixed-power operation (e.g., pumps, generators, and compressors) or variable-power operation (e.g., pile drivers, rock drills, and pavement breakers). Mobile equipment moves around the construction site with power applied in cyclic fashion, such as bulldozers, graders, and loaders (FTA 2018). The FTA and FHWA recommend noise impacts from stationary equipment be assessed from the center of the equipment location, while noise impacts from mobile construction equipment should be assessed from the center of the equipment activity area (e.g., construction site). Thus, to assess a more realistic and reasonable worst-case construction scenario while accounting for the dynamic nature of construction activities, this Project construction noise analysis models the equipment combination with the highest reference combined level as a single moving point within the construction area (Project site boundary). Construction impacts are based on the highest noise level calculated at each receiver location. As shown on Table 11-2, the construction noise levels are expected to range from 46.9 to 63.3 dBA Leq, and the highest construction levels are expected to range from 54.9 to 63.3 dBA Leq at the nearest receiver locations. Appendix 11.1 includes the detailed CadnaA construction noise model inputs.

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46 TABLE 11-2: CONSTRUCTION EQUIPMENT NOISE LEVEL SUMMARY Receiver
Location1
Construction Noise Levels (dBA Lmax)
Site
Preparation Grading Building Construction Paving Architectural Coating Highest
Levels2
R1 62.3 63.3 56.3 57.3 55.3 63.3
R2 55.6 56.6 49.6 50.6 48.6 56.6
R3 54.8 55.8 48.8 49.8 47.8 55.8
R4 58.2 59.2 52.2 53.2 51.2 59.2
R5 53.9 54.9 47.9 48.9 46.9 54.9 1 The nearest noise receiver locations are shown in Exhibit 9-A. 2 Construction noise level calculations based on distance from the project site boundaries (construction activity area) to nearby receiver locations. CadnaA construction noise model inputs are included in Appendix 11.1.

11.4 CONSTRUCTION NOISE LEVEL COMPLIANCE
To evaluate whether the Project will generate potentially significant short-term noise levels at nearest receiver locations, a construction-related daytime noise level threshold of 80 dBA Leq is used as a reasonable threshold to assess the daytime construction noise level impacts at residential locations. The construction noise analysis shows that the nearest receiver locations will satisfy the reasonable daytime significance thresholds shown in Table 4-1 during Project construction activities as shown on Table 11-3. Therefore, the noise impacts due to Project construction noise is considered less than significant at all receiver locations.

TABLE 11-3: CONSTRUCTION NOISE LEVEL COMPLIANCE
Receiver
Location1
Construction Noise Levels (dBA Lmax)
Highest Construction
Noise Levels2 Threshold3 Threshold Exceeded?4
R1 63.3 80 No
R2 56.6 80 No
R3 55.8 80 No
R4 59.2 80 No
R5 54.9 80 No 1 All noise receiver locations are shown on Exhibit 9-A. 2 Highest construction noise level calculations based on distance from the construction noise source activity to nearby receiver locations as shown on Table 11-2.
3 Construction noise level thresholds are limited to the noise sensitive receiver locations (Section 3.5). 4 Do the estimated Project construction noise levels exceed the construction noise level threshold?

11.5 CONSTRUCTION VIBRATION IMPACTS
Construction activity can result in varying degrees of ground vibration, depending on the equipment and methods used, distance to the affected structures and soil type. It is expected that ground-borne vibration from Project construction activities would cause only intermittent, localized intrusion. Ground-borne vibration levels resulting from typical construction activities occurring within the Project site were estimated by data published by the Federal Transit

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47 Administration (FTA) (7) and Caltrans (26). However, while vehicular traffic is rarely perceptible, construction has the potential to result in varying degrees of temporary ground vibration, depending on the specific construction activities and equipment used.

Ground vibration levels associated with various types of construction equipment are summarized on Table 11-4. Based on the representative vibration levels presented for various construction equipment types, it is possible to estimate the potential Project construction vibration levels using the following vibration assessment methods defined by Caltrans. Caltrans provides the following equation: PPVequip = PPVref x (25/D)1.5 (8).

TABLE 11-4: VIBRATION SOURCE LEVELS FOR CONSTRUCTION EQUIPMENT Equipment PPV (in/sec)
at 25 feet
Small bulldozer 0.003
Jackhammer 0.035
Loaded Trucks 0.076
Large bulldozer 0.089
Federal Transit Administration, Transit Noise and Vibration Impact Assessment Manual Table 11-5 presents the expected Project related vibration levels at the nearby receiver locations.

At distances ranging from 514 feet to 918 feet from Project construction activities, construction vibration levels are estimated to be less than 0.01 in/sec PPV and will remain below the City of Twentynine Palms 0.2 in/sec PPV threshold for vibration at all receiver locations. Therefore, the Project-related vibration impacts are considered less than significant during the construction activities at the Project site.

Further, vibration levels at the site of the closest sensitive receiver are unlikely to be sustained during the entire construction period but will occur rather only during the times that heavy construction equipment is operating simultaneously adjacent to the Project site perimeter.

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48 TABLE 11-5: PROJECT CONSTRUCTION VIBRATION LEVELS
Receiver1
Distance
to
Const.

Activity
(Feet)2
Typical Construction Vibration Levels
PPV (in/sec)3 Thresholds
PPV
(in/sec)4
Thresholds
Exceeded?5
Small
bulldozer Jackhammer Loaded Trucks
Large
bulldozer
Highest
Vibration
Level
R1 514' 0.000 0.000 0.001 0.001 0.001 0.20 No
R2 652' 0.000 0.000 0.001 0.001 0.001 0.20 No
R3 918' 0.000 0.000 0.000 0.000 0.000 0.20 No
R4 612' 0.000 0.000 0.001 0.001 0.001 0.20 No
R5 895' 0.000 0.000 0.000 0.000 0.000 0.20 No 1 Receiver locations are shown on Exhibit 9-A. 2 Distance from Project construction boundary to the receiver building structure. 3 Based on the Vibration Source Levels of Construction Equipment (Table 11-4). 4 Caltrans 2020. 5 Does the peak vibration exceed the acceptable vibration thresholds? "PPV" = Peak Particle Velocity

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49 12 REFERENCES

1. State of California. California Environmental Quality Act, Appendix G. 2018.

2. California Department of Transportation Environmental Program. Technical Noise Supplement - A Technical Supplement to the Traffic Noise Analysis Protocol. Sacramento, CA : s.n., September 2013.

3. Environmental Protection Agency Office of Noise Abatement and Control. Information on Levels of Environmental Noise Requisite to Protect Public Health and Welfare with an Adequate Margin of Safety. March 1974. EPA/ONAC 550/9/74-004.

4. U.S. Department of Transportation, Federal Highway Administration, Office of Environment and Planning, Noise and Air Quality Branch. Highway Traffic Noise Analysis and Abatement Policy and Guidance. December 2011.

5. U.S. Department of Transportation, Federal Highway Administration. Highway Traffic Noise in the United States, Problem and Response. April 2000. p. 3.

6. U.S. Environmental Protection Agency Office of Noise Abatement and Control. Noise Effects Handbook-A Desk Reference to Health and Welfare Effects of Noise. October 1979 (revised July 1981).

EPA 550/9/82/106.

7. U.S. Department of Transportation, Federal Transit Administration. Transit Noise and Vibration Impact Assessment Manual, FTA Report No. 0123. September 2018.

8. California Department of Transportation. Transportation and Construciton Vibration Guidance Manual. April 2020.

9. U.S. Department of Transportation, Federal Transit Administration. Transit Noise and Vibration Impact Assessment Manual, FTA-VA-90-1003-06. May 2006.

10. Office of Planning and Research. State of California General Plan Guidelines. October 2017.

11. Twentynine Palms, City of. City of Twentynine Palms General Plan 2012. April 2012.

12. San Bernardino County. Countywide Plan. 2023.

13. City of Twentynine Palms. Code of Ordinances, Title 19 Development Code, Article 4 Site Development Regulaitons, Chapter 19.80 Noise Control.

14. California Court of Appeal. Gray v. County of Madera, F053661. 167 Cal.App.4th 1099; - Cal.Rptr.3d, October 2008.

15. Federal Interagency Committee on Noise. Federal Agency Review of Selected Airport Noise Analysis Issues. August 1992.

16. California Department of Transportation. Technical Noise Supplement. November 2009.

17. American National Standards Institute (ANSI). Specification for Sound Level Meters ANSI S1.4- 2014/IEC 61672-1:2013.

18. U.S. Department of Transportation, Federal Highway Administration. FHWA Highway Traffic Noise Prediction Model. December 1978. FHWA-RD-77-108.

19. California Department of Transportation Environmental Program, Office of Environmental Engineering. Use of California Vehicle Noise Reference Energy Mean Emission Levels (Calveno REMELs) in FHWA Highway Traffic Noise Prediction. September 1995. TAN 95-03.

20. California Department of Transportation. Annual Average Daily Truck Traffic on the California Highway System. 2016.

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50 21. —. Traffic Noise Attenuation as a Function of Ground and Vegetation Final Report. June 1995.

FHWA/CA/TL-95/23.

22. American National Standards Institute (ANSI). Specification for Sound Level Meters ANSI S1.4- 2014/IEC 61672-1:2013.

23. Bayerisches Landesamt fur Umwelt. Parking Area Noise, 6. Revised Edition. 2007. ISBN 3-936385-26- 2, ISSN 0723-0028.

24. Prediction of parking area noise in Australian conditions. Johnson, Laurence Nicol and Paul. Paper Number 39, s.l. : Gold Coast, Australia, 2-4 November 2011, Vol. Proceedings of ACOUSTICS 2011.

25. U.S. Department of Transportation, Federal Highway Administration, Office of Environment and Planning. FHWA Roadway Construction Noise Model. January, 2006.

26. California Department of Transportation. Transportation and Construction Vibration Guidance Manual. April 2020.

27. U.S. Department of Transportation, Federal Highway Administration. Road Construction Noise Model, version 1.0. 2006.

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51 13 CERTIFICATION
The contents of this noise study report represent an accurate depiction of the noise environment and impacts associated with the proposed Yonder 29 Palms Project. The information contained in this noise study report is based on the best available data at the time of preparation. If you have any questions, please contact me directly at (619) 778-1971.

William Maddux
Senior Associate
URBAN CROSSROADS, INC.
(619) 788-1971
[email protected]

EDUCATION
Bachelor of Science in Urban and Regional Planning
California Polytechnic State University, Pomona • June 2000

PROFESSIONAL AFFILIATIONS
ASA – Acoustical Society of America
AEP – Association of Environmental Planners
AWMA – Air and Waste Management Association
INCE – Institute of Noise Control Engineers

PROFESSIONAL CERTIFICATIONS
Approved Acoustical Consultant • County of San Diego
FHWA Traffic Noise Model of Training • November 2004
CadnaA Basic and Advanced Training Certificate • October 2008.

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APPENDIX 3.1:

CITY OF TWENTYNINE PALMS DEVELOPMENT CODE

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1. 2.

Chapter 19.80 - Noise Control

19.80.010 - Purpose
This Chapter establishes standards to reduce unnecessary, excessive and annoying noise and vibration in the City, maintain quiet in those areas which exhibit low noise levels, and implement programs aimed at reducing noise in those areas in the City where noise levels are above acceptable values.

19.80.020 - Applicability
The standards and requirements contained in this Chapter shall apply to all areas within the City limits of Twentynine Palms.

Exemptions. The following sources of noise are exempt:

Temporary construction, repair or demolition activities between 7:00 a.m. and 7:00 p.m. except Sundays and federal holidays.

During the months of May through September of each year, temporary construction, repair or demolition activities shall be permitted during the hours of 6:00 a.m. to 7:00 p.m.

19.80.030 - Definitions
All terminology used in this Chapter, not defined below, shall be in conformance with applicable publications of the American National Standards Institute (ANSI) or its successor body. The following words, phrases and terms as used in this Chapter shall have the meaning as indicated below:

A Weighted Sound Level. The sound level in decibels as measured on a sound level meter using the Aweighting network. The level so read is designated dBA.

Ambient Noise Level. The composite of noise from all sources near and far. In this context, the ambient noise level constitutes the normal or existing level of environmental noise at a given location.

Community Noise Equivalent Level (CNEL). CNEL is a noise rating scale. CNEL is similar to the LDN scale (see Day Night Noise Level, below) except that it includes an additional 5 dBA penalty for events that occur during the evening (7 p.m. to 10 p.m.) time period.

Construction. Any site preparation, assembly, erection, substantial repair, alteration, or similar action, for or of public or private rights-of-way, structures, utilities or similar property.

Cumulative Period. An additive period of time.

Day Night Noise Level (LDN). A 24-hour, time-weighted annual average noise level. Time-weighted refers to the fact that noise which occurs during certain sensitive time periods is penalized for occurring at these times. In the LDN scale, those events that take place during the night (10 p.m. to 7 a.m.) are penalized by 10 dB. This penalty was selected to attempt to account for increased human sensitivity to noise during the quieter period of a day, where sleep is the most probable activity. LDN is composed of individual time segments which may be continuous or interrupted.
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1. 2.
a.
b.
c.

3. Decibel (dBA). A unit for measuring the amplitude of a sound, equal to 20 times the logarithm to the ratio of the sound measured to the reference pressure, which is 20 micropascals.

Demolition. Any dismantling, intentional destruction or removal of structures, utilities, public or private rights-of-way surfaces, or similar existing development.

Equivalent Noise Level (LEQ). The "energy" average noise level during the time period of the sample. It is a number that represents a decibel sound level. This constant sound level would contain an equal amount of energy as a fluctuating sound level over a given period of time. LEQ can be measured for any time period, but is typically measured for 15 minutes, 1 hour or 24 hours.

Motor Vehicle. Any and all self-propelled vehicles as defined in the California Motor Vehicle Code, including all on-highway type motor vehicles subject to registration under said Code, and all off-highway type motor vehicles subject to identification under said Code.

Sound Level Meter. An instrument, including a microphone, an amplifier, an output meter, or frequency weighting networks, for the measurement of sound levels. Such instrument shall meet or exceed the pertinent requirements for type S2A meters contained in the ANSI specifications for sound level meter, S1.4- 1971, or the most recent revision thereof.

19.80.040 - Administration
Lead Agency. The Community Development Director shall designate a control program established by this Chapter. Such program may designate a specific staff person or persons to administer the noise monitoring and review on behalf of the City.

Powers. In order to implement and enforce this Chapter and for the general purpose of noise abatement and control, the City shall have, in addition to any other vested authority, the power to:

Conduct or cause to be conducted studies, research, and monitoring related to noise including joint cooperative investigation with public or private agencies, and the application for, and acceptance of, grants.

Review all public and private projects which are likely to cause noise in violation of this Chapter and which are subject to mandatory review or approval by other departments. Such review may include, but shall not be limited to:

Review for compliance with the intent and provisions of this Chapter.

Require sound analyses which identify existing and projected noise sources and associated noise levels.

Require the usage of adequate mitigation measures to avoid violation of any provision of this Chapter.

Upon presentation of proper credentials, enter and/or inspect any private property, place, report or records at any time when granted permission by the owner or by some other person with authority to act for the owner. When permission is refused or cannot be obtained, a search warrant may be obtained from a court of competent jurisdiction upon a showing of probable cause to believe that a violation of this Chapter may exist. Such inspection may include the administration of any necessary tests. 56

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1. 2.

3. 4.

5. B.

1. 2.

19.80.050 - General Noise Regulations
Notwithstanding any other provision of this Chapter, and in addition thereto, it shall be unlawful for any person to willfully or negligently make or continue, or cause to be made or continued, any loud, unnecessary or unusual noise which disturbs the peace and quiet enjoyment of any neighborhood or which causes any discomfort or annoyance to any reasonable person of normal sensitivity residing in the area. The factors which shall be considered in determining whether a violation of the provisions of this section exists shall include, but not limited to, the following:

The sound level of the objectionable noise.

The sound level of the ambient noise.

The proximity of the noise to residential sleeping facilities.

The nature and zoning of the area within which the noise emanates.

The number of persons affected by the noise source.

The duration of the noise and its tonal, informational or musical content.

Whether the noise is continuous, recurrent or intermittent.

Whether the noise is produced by a commercial or noncommercial activity.

19.80.060 - Noise Measurement Procedure
Upon receipt of a signed complaint from a citizen or upon direction from the City Council, the City shall investigate the complaint. The investigation shall consist of a measurement of the offending noise and the gathering of data to adequately define the noise problem and shall include the following:

Type of noise source.

Location of noise source relative to complainant's property.

Time period during which noise source is considered by complainant to be intrusive.

Total duration of noise produced by noise source.

Date and time of noise measurement survey.

The following procedures shall be followed when taking noise measurements:

Utilizing the A weighting scale of the sound level meter and the "slow-meter response" (use "fast" response for impulsive type sounds), the noise level shall be measured at a position(s) at any point on the receiver's property.

In general, the microphone shall be located 4 or 5 feet above the ground, and 10 feet or more from the nearest reflective surface where possible. However, in those cases where another elevation is deemed appropriate, the latter shall be utilized. If the noise complaint is related to interior noise levels, interior noise measurements shall be made within the affected residential unit. The measurements shall be made at a point at least 4 feet from the wall, ceiling or floor nearest the noise source, with windows in the normal seasonal configuration. Calibration of the measurement equipment utilizing an acoustic calibration shall be performed immediately prior to recording any noise data. 57

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1. 2.

3. 19.80.070 - Noise Standards
Table 19.80.070-1 describes the noise standard for emanations from any source, as it affects adjacent properties:

Table 19.80.070-1
Noise Standards
Affected Land Use (Receiving
Noise)
Noise Level
Interior CNEL Exterior CNEL
Residential Districts (RL, RS, RM,

R-HD, OSR)
45 dBA 65dBA
Residential within Mixed Use 30 dBA Outdoor to Indoor Noise Reduction
-
Office Commercial District (CO)
and Public District (P)
45 dBA -
Other Commercial Districts (CN,

CG, CT, CS)
45 dBA -
Community Industrial (IC) 70 dBA -
Open Space - 65 dBA
Military (M) As determined by Base
Command
-
No person shall operate or cause to be operated any source of sound at any location or allow the creation of any noise on property owned, leased, occupied or otherwise controlled by such person, which causes the noise level, when measured on any other property, either incorporated or unincorporated, to exceed:

The noise standard for that receiving land use, as specified in Table 19.80.070-1, for a cumulative period of more than 30 minutes in any hour; or
The noise standard plus 5 dBA for a cumulative period of more than 15 minutes in any hour; or The noise standard plus 10 dBA for a cumulative period of more than five minutes in any hour; or 1 2,3
4 1
1 5
as the primary entrance to the unit). substantially from time to time. parks. Applies to indoor environment excluding bathrooms, toilets, closets and corridors. Applies to single-family residential. Outdoor environment limited to private yard of single-family; normally this is a rear yard. Applies to multi-family residential. Applies to first-floor patio area where there is an expectation of privacy (i.e., not a patio area which also serves Standard recognizes that residential in mixed-use areas may be exposed to noise environments which may have late night noise and may change Only applies to neighborhood parks where peace and quiet are determined to be of primary importance. Not applicable to urban parks or active

1. 2. 3. 4. 5.
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4. 5.

1. 2.

The noise standard plus 15 dBA for a cumulative period of more than one minute in any hour; or The noise standard plus 20 dBA for any period of time.

If it is determined that the existing noise level exceeds any of the standards contained in Subsection

19.74.070.B (1-5) above, the allowable noise exposure standard for a new project may be increased by 5 dBA in each category.

If the alleged offense consists entirely of impact noise or simple tone noise, each of the noise levels in Table

19.80.070-1 shall be reduced by 5 dBA.

19.80.080 - Interior Noise Limits
The maximum permissible interior noise level for residential uses, generated from another property, as measured in a residential living area on the receiving property, shall be as specified in Table 19.80.080-1.

Table 19.80.080-1
Residential Interior Noise Limits
Time Interval Allowable Interior Noise Level (dBA)
Five (5) minutes in any given hour 45
One (1) minute in any given hour 55
Any length of time 65

19.80.090 - Prohibited Noise and Vibration
No person shall unnecessarily make, continue or permit to continue prohibited noise and/or vibration as described herein. Any person(s) so doing shall be in violation of this ordinance.

Operating, playing or permitting the operation or playing of any radio, television, sound system, drum, musical instrument or similar device which produces or reproduces sound:

Between the hours of 10 p.m. and 7 a.m. in such a manner as to create a noise disturbance across a residential or commercial real property line, except for cases in which an exception has been issued by the City.

In such a manner as to exceed the levels set forth for public space in Table 19.80.070-1, measured at a distance of at least 50 feet from such device operating on a public right-of-way or public space.

Using or operating for any purpose any loudspeaker system or similar device between the hours of 10 p.m. and 7 a.m. such that the sound therefrom creates a noise disturbance across a residential real property line, except for any noncommercial public speaking, public assembly or other activity for which an exception has been issued by the City.
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1. 2.

Offering for sale, selling anything, or advertising by shouting or outcry within any residential or commercial area of the City except by variance issued by the City. The provisions of this Section shall not be construed to prohibit the selling by outcry of merchandise, food, and beverages at licensed sporting events, parades, fairs, circuses or other similar licensed public entertainment events.

Owning, possessing or harboring any animal or bird which frequently or for long duration, howls, barks, meows, squawks or makes other sounds which create a noise disturbance across a residential or commercial real property line. This provision shall not apply to public zoos.

Loading, unloading, opening, closing or other handling of boxes, crates, containers, building materials, garbage cans or similar objects between the hours of 10 p.m. and 7 a.m. in such a manner as to cause a noise disturbance across a residential real property line.

19.80.100 - Vibration
Vibration Standard. No ground vibration shall be allowed which can be felt without the aid of instruments at or beyond the lot line; nor will any vibration be permitted which produces a particle velocity greater than or equal to 0.2 inches per second measured at or beyond the lot line.

Vibration Measurement. Vibration velocity shall be measured with a seismograph or other instrument capable of measuring and recording displacement and frequency, particle velocity or acceleration. Readings are to be made at points of maximum vibration along any lot line.

Exempt Vibrations. The following sources of vibration are not regulated by this Code:

Motor vehicles not under the control of an industrial use.

Temporary construction, maintenance or demolition activities between 7:00 a.m. and 7:00 p.m. except Sundays and federal holidays.
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APPENDIX 5.1:

STUDY AREA PHOTOS

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15631 - Yonder
15631_L1_E 15631_L1_N
15631_L1_S 15631_L1_W
63

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15631 - Yonder
15631_L2_E 15631_L2_N
15631_L2_S 15631_L2_W
64

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15631 - Yonder
15631_L3_E 15631_L3_N
15631_L3_S 15631_L3_W
65

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15631 - Yonder
15631_L4_E 15631_L4_N
15631_L4_S 15631_L4_W
66

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Yonder 29 Palms Noise Impact Analysis
15631-03 Noise Study.docx
APPENDIX 5.2:

NOISE LEVEL MEASUREMENT WORKSHEETS

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Yonder 29 Palms Noise Impact Analysis
15631-03 Noise Study.docx
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68

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Date: Location: Meter: Piccolo II JN: 15631
Project: Yonder Source: Analyst: B. Maddux
Timeframe Hour L eq L max L min L1% L2% L5% L8% L25% L50% L90% L95% L99% L eq Adj. Adj. L eq 0 41.0 47.0 34.9 46.6 46.1 45.1 44.4 42.1 39.9 36.3 35.7 35.1 41.0 10.0 51.01 43.1 51.9 35.2 51.1 50.7 49.7 48.3 43.1 40.5 36.4 35.9 35.4 43.1 10.0 53.12 39.2 44.7 33.4 44.3 43.8 43.0 42.4 40.5 38.3 34.7 34.2 33.5 39.2 10.0 49.23 42.8 48.7 36.9 48.4 47.8 46.8 46.2 43.8 41.7 38.4 37.8 37.1 42.8 10.0 52.84 43.8 48.6 39.2 48.1 47.7 47.0 46.6 44.8 43.1 40.5 40.0 39.4 43.8 10.0 53.85 48.4 53.0 43.8 52.7 52.4 51.7 51.2 49.4 47.6 45.0 44.5 43.9 48.4 10.0 58.46 51.3 56.2 47.3 55.8 55.5 54.5 54.1 52.1 50.4 48.4 47.9 47.5 51.3 10.0 61.37 48.9 52.3 45.6 52.0 51.9 51.3 50.8 49.7 48.5 46.6 46.2 45.8 48.9 0.0 48.98 43.1 47.3 40.4 46.9 46.5 45.5 45.0 43.7 42.7 41.1 40.8 40.5 43.1 0.0 43.19 48.1 55.9 42.0 55.2 54.6 52.9 52.0 48.7 46.0 43.2 42.8 42.1 48.1 0.0 48.1 10 50.7 59.3 43.7 58.7 57.9 56.3 54.8 51.0 48.4 45.2 44.6 43.9 50.7 0.0 50.7 11 48.7 56.1 42.3 55.5 54.9 53.4 52.2 49.4 47.1 43.9 43.3 42.6 48.7 0.0 48.712 47.8 56.2 41.9 55.5 54.8 53.0 51.6 48.2 45.8 43.1 42.6 42.1 47.8 0.0 47.813 47.6 55.8 42.1 55.1 54.3 52.5 51.4 47.9 45.7 43.3 42.8 42.3 47.6 0.0 47.614 48.1 55.2 42.9 54.6 53.9 52.2 51.3 48.7 46.7 44.1 43.7 43.1 48.1 0.0 48.115 45.9 51.3 42.1 50.8 50.3 49.1 48.5 46.7 45.1 43.1 42.7 42.3 45.9 0.0 45.916 46.2 49.9 43.4 49.5 49.1 48.4 48.0 46.9 45.9 44.3 44.0 43.6 46.2 0.0 46.217 48.0 53.1 44.7 52.7 52.2 51.0 50.3 48.6 47.4 45.6 45.2 44.8 48.0 0.0 48.018 48.7 53.9 44.9 53.5 53.1 52.1 51.4 49.4 48.0 45.9 45.5 45.1 48.7 0.0 48.719 48.8 54.0 44.7 53.7 53.3 52.4 51.8 49.7 47.9 45.7 45.3 44.9 48.8 5.0 53.820 48.4 53.7 44.6 53.3 52.8 51.8 51.2 49.0 47.6 45.6 45.2 44.8 48.4 5.0 53.421 46.1 50.2 42.4 49.9 49.5 48.8 48.4 46.8 45.7 43.4 43.0 42.6 46.1 5.0 51.122 43.9 49.0 39.5 48.7 48.3 47.6 47.1 44.7 43.0 40.6 40.2 39.6 43.9 10.0 53.923 43.0 48.2 37.4 47.8 47.4 46.7 46.2 44.2 41.7 38.7 38.2 37.6 43.0 10.0 53.0 Timeframe Hour L eq L max L min L1% L2% L5% L8% L25% L50% L90% L95% L99% Min 43.1 47.3 40.4 46.9 46.5 45.5 45.0 43.7 42.7 41.1 40.8 40.5 Max 50.7 59.3 45.6 58.7 57.9 56.3 54.8 51.0 48.5 46.6 46.2 45.8

48.0 53.1 52.6 51.4 50.6 48.3 46.6 44.3 43.8 43.3
Min 39.2 44.7 33.4 44.3 43.8 43.0 42.4 40.5 38.3 34.7 34.2 33.5 Max 51.3 56.2 47.3 55.8 55.5 54.5 54.1 52.1 50.4 48.4 47.9 47.5

45.7 49.3 48.9 48.0 47.4 45.0 42.9 39.9 39.4 38.8
Night
Day
Leq (dBA) 24-Hour
Day CNEL
Night
Energy AverageEnergy Average Average:

Average:

Daytime
(7am-10pm)
Nighttime
(10pm-7am)

52.9 48.0 45.7
24-Hour Noise Level Measurement Summary
Hourly L eq dBA Readings (unadjusted)
Night
Friday, December 1, 2023 L1 - Located west of the site near the residence at 69262 Cottonwood Drive

41.0 43.1

39.2 42.8

43.8 48.4

51.3 48.9

43.1 48.1

50.7 48.7

47.8 47.6

48.1 45.9

46.2 48.0

48.7 48.8

48.4 46.1

43.9 43.0

35.040.045.050.055.060.065.070.075.080.085.0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Hourly Leq (dBA)
Hour Beginning
Z:\Shared\UcJobs\_15600-16000\_15600\15631\04_Noise\fieldwork\measurements\15631_L1_K.xlsx 69 iE ti= l-1 1-1 I= 1-, - H I- - ;- - I- -I - -, ,- - - -I I- -I I- l-1 :- I- ,_ I- -EE • - H- l-1 ,- I- - '-1 I- _, I- -: r -I ,--I I- - ,_ -I I- -I I- i-t I- I- - 1--, - - - - ta:::

Page 1167 of 1452 ends

Date: Location: Meter: Piccolo II JN: 15631
Project: Yonder Source: Analyst: B. Maddux
Timeframe Hour L eq L max L min L1% L2% L5% L8% L25% L50% L90% L95% L99% L eq Adj. Adj. L eq 0 56.7 65.7 37.4 65.5 65.2 64.0 63.0 56.8 49.0 39.5 38.6 37.6 56.7 10.0 66.71 57.3 66.5 39.9 66.2 65.9 64.7 63.3 57.0 50.4 42.5 41.3 40.1 57.3 10.0 67.32 54.5 64.0 33.9 63.8 63.5 62.2 60.7 54.2 44.9 35.3 34.4 34.0 54.5 10.0 64.53 57.7 67.0 37.3 66.7 66.4 65.1 63.9 57.5 50.2 39.2 38.4 37.5 57.7 10.0 67.74 59.2 67.7 41.6 67.4 67.0 66.0 65.0 59.9 53.5 44.4 42.8 41.8 59.2 10.0 69.25 61.6 69.2 46.9 69.0 68.7 67.5 66.6 63.0 58.2 50.0 48.6 47.2 61.6 10.0 71.66 64.8 72.2 53.1 72.0 71.6 70.4 69.3 66.0 62.5 55.7 54.5 53.4 64.8 10.0 74.87 64.0 71.8 48.3 71.6 71.1 69.6 68.5 65.2 61.4 51.3 49.6 48.5 64.0 0.0 64.08 63.0 70.1 48.5 69.9 69.5 68.1 67.2 64.4 61.1 52.5 50.4 48.7 63.0 0.0 63.09 62.4 70.4 50.1 70.1 69.6 67.7 66.6 63.5 60.3 53.4 51.9 50.5 62.4 0.0 62.4 10 62.0 70.1 48.7 69.5 68.9 67.2 66.0 63.2 59.9 52.4 50.8 49.1 62.0 0.0 62.0 11 61.0 69.3 47.6 69.0 68.4 66.3 65.2 62.0 58.6 51.4 49.8 48.0 61.0 0.0 61.012 60.6 68.1 48.4 67.8 67.4 65.9 64.9 61.7 58.5 51.9 50.3 48.7 60.6 0.0 60.613 62.1 69.7 49.2 69.5 68.9 67.5 66.2 63.3 60.3 52.8 51.2 49.5 62.1 0.0 62.114 62.8 69.6 50.7 69.3 68.9 67.6 66.8 64.2 61.3 54.4 52.7 51.0 62.8 0.0 62.815 64.9 73.7 51.5 73.2 72.7 70.4 69.3 65.5 62.5 54.9 53.1 51.7 64.9 0.0 64.916 64.7 71.2 52.5 71.0 70.6 69.4 68.5 66.0 63.5 56.6 54.8 52.8 64.7 0.0 64.717 64.9 70.5 54.0 70.3 70.0 69.2 68.6 66.4 63.7 57.2 55.5 54.2 64.9 0.0 64.918 64.1 71.1 52.2 70.9 70.4 69.0 68.0 65.5 62.4 55.0 53.7 52.4 64.1 0.0 64.119 64.3 71.2 54.0 70.9 70.7 69.4 68.2 65.7 62.5 56.6 55.6 54.2 64.3 5.0 69.320 63.2 71.2 49.8 70.9 70.5 68.9 67.6 64.3 60.8 52.5 51.1 50.1 63.2 5.0 68.221 62.5 69.1 49.9 68.9 68.6 67.6 66.8 64.1 60.7 52.8 51.7 50.2 62.5 5.0 67.522 61.6 69.1 45.1 68.9 68.6 67.7 66.9 63.1 57.9 47.9 46.5 45.3 61.6 10.0 71.623 61.5 69.5 44.2 69.2 68.7 67.6 66.8 62.5 57.8 48.9 46.2 44.5 61.5 10.0 71.5 Timeframe Hour L eq L max L min L1% L2% L5% L8% L25% L50% L90% L95% L99% Min 60.6 68.1 47.6 67.8 67.4 65.9 64.9 61.7 58.5 51.3 49.6 48.0 Max 64.9 73.7 54.0 73.2 72.7 70.4 69.3 66.4 63.7 57.2 55.6 54.2

63.3 70.2 69.7 68.3 67.2 64.3 61.2 53.7 52.1 50.6
Min 54.5 64.0 33.9 63.8 63.5 62.2 60.7 54.2 44.9 35.3 34.4 34.0 Max 64.8 72.2 53.1 72.0 71.6 70.4 69.3 66.0 62.5 55.7 54.5 53.4

60.5 67.6 67.3 66.1 65.0 60.0 53.8 44.8 43.5 42.4
Night
Day
Leq (dBA) 24-Hour
Day CNEL
Night
Energy AverageEnergy Average Average:

Average:

Daytime
(7am-10pm)
Nighttime
(10pm-7am)

67.9 63.3 60.5
24-Hour Noise Level Measurement Summary
Hourly L eq dBA Readings (unadjusted)
Night
Friday, December 1, 2023 L2 - Located northwest of the site near the residence at 6461 Monte Vista Ave.

56.7 57.3

54.5 57.7

59.2 61.6

64.8 64.0

63.0 62.4

62.0 61.0

60.6 62.1

62.8 64.9

64.7 64.9

64.1 64.3

63.2 62.5

61.6 61.5

Page 1168 of 1452 ends

Date: Location: Meter: Piccolo II JN: 15631
Project: Yonder Source: Analyst: B. Maddux
Timeframe Hour L eq L max L min L1% L2% L5% L8% L25% L50% L90% L95% L99% L eq Adj. Adj. L eq 0 36.8 41.8 32.6 41.3 41.0 40.2 39.6 37.9 36.1 33.7 33.2 32.7 36.8 10.0 46.81 39.9 46.9 32.7 46.5 46.2 45.6 44.9 40.3 37.3 33.9 33.4 32.8 39.9 10.0 49.92 35.8 40.8 31.4 40.2 39.7 39.0 38.6 36.9 35.0 32.4 31.8 31.5 35.8 10.0 45.83 37.6 42.3 33.1 42.0 41.6 40.7 40.3 38.7 37.0 34.3 33.7 33.2 37.6 10.0 47.64 39.3 43.3 35.0 42.9 42.6 42.1 41.8 40.4 38.8 36.1 35.7 35.2 39.3 10.0 49.35 44.2 48.3 40.1 48.0 47.7 47.0 46.6 45.2 43.7 41.4 40.9 40.3 44.2 10.0 54.26 47.6 52.9 43.8 52.5 52.0 50.9 50.1 48.3 46.9 44.8 44.5 44.0 47.6 10.0 57.67 46.9 53.6 43.5 53.1 52.4 50.5 49.0 47.1 46.0 44.5 44.1 43.7 46.9 0.0 46.98 45.6 55.0 40.0 53.8 53.1 49.9 48.5 45.8 43.9 41.1 40.6 40.2 45.6 0.0 45.69 55.7 65.1 44.0 63.8 62.7 61.4 60.3 56.5 52.8 46.5 45.5 44.4 55.7 0.0 55.7 10 56.3 65.8 44.5 65.0 64.1 62.2 61.0 57.0 52.6 47.1 46.1 44.9 56.3 0.0 56.3 11 53.5 63.0 42.7 61.9 61.1 59.2 57.9 54.1 50.7 44.7 43.8 43.0 53.5 0.0 53.512 53.5 62.8 42.6 61.9 61.0 59.3 57.9 54.2 50.5 45.2 44.3 43.0 53.5 0.0 53.513 51.3 59.9 41.9 59.1 58.4 56.7 55.4 52.0 48.8 44.0 43.2 42.2 51.3 0.0 51.314 54.0 62.9 43.2 62.2 61.4 59.7 58.7 54.6 51.0 45.7 44.7 43.6 54.0 0.0 54.015 47.3 54.9 41.1 54.2 53.5 52.1 50.9 48.0 45.4 42.4 41.9 41.3 47.3 0.0 47.316 45.6 51.8 41.5 51.1 50.4 48.7 48.0 46.2 44.8 42.5 42.1 41.7 45.6 0.0 45.617 48.4 56.2 43.4 55.6 55.0 53.1 51.9 48.6 46.6 44.5 44.1 43.6 48.4 0.0 48.418 47.8 55.4 42.7 54.9 54.2 52.6 51.1 48.1 46.1 43.8 43.3 42.8 47.8 0.0 47.819 45.2 50.3 41.4 50.0 49.7 48.4 47.5 45.8 44.7 42.5 42.0 41.6 45.2 5.0 50.220 43.7 47.4 40.7 47.1 46.7 46.1 45.7 44.5 43.3 41.5 41.2 40.8 43.7 5.0 48.721 44.2 48.6 40.8 48.3 47.9 47.1 46.7 45.1 43.6 41.7 41.3 40.9 44.2 5.0 49.222 38.7 41.8 35.8 41.6 41.4 40.9 40.6 39.5 38.4 36.7 36.3 35.9 38.7 10.0 48.723 40.5 45.5 35.9 45.1 44.6 43.7 43.2 41.6 39.8 36.9 36.5 36.1 40.5 10.0 50.5 Timeframe Hour L eq L max L min L1% L2% L5% L8% L25% L50% L90% L95% L99% Min 43.7 47.4 40.0 47.1 46.7 46.1 45.7 44.5 43.3 41.1 40.6 40.2 Max 56.3 65.8 44.5 65.0 64.1 62.2 61.0 57.0 52.8 47.1 46.1 44.9

51.3 56.1 55.4 53.8 52.7 49.8 47.4 43.8 43.2 42.5
Min 35.8 40.8 31.4 40.2 39.7 39.0 38.6 36.9 35.0 32.4 31.8 31.5 Max 47.6 52.9 43.8 52.5 52.0 50.9 50.1 48.3 46.9 44.8 44.5 44.0

41.8 44.5 44.1 43.4 42.8 41.0 39.2 36.7 36.2 35.8
Night
Day
Leq (dBA) 24-Hour
Day CNEL
Night
Energy AverageEnergy Average Average:

Average:

Daytime
(7am-10pm)
Nighttime
(10pm-7am)

51.7 51.3 41.8
24-Hour Noise Level Measurement Summary
Hourly L eq dBA Readings (unadjusted)
Night
Friday, December 1, 2023 L3 - Located southeast of the site near the residence at 69711 Shoshone Valley Road

36.8 39.9

35.8 37.6

39.3 44.2

47.6 46.9

45.6 55.7

56.3 53.5

53.5 51.3

54.0 47.3

45.6 48.4

47.8 45.2

43.7 44.2

38.7 40.5

35.040.045.050.055.060.065.070.075.080.085.0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Hourly Leq (dBA)
Hour Beginning
Z:\Shared\UcJobs\_15600-16000\_15600\15631\04_Noise\fieldwork\measurements\15631_L3_V.xlsx 71 .- r- -I- f-1 ,_ I-< ,_ - - _, ,- -I
-= ti= f-1 - f- - f-1 I- ,--, ,_ f-1 I- _, I- -I t= -I I- --1' I- -, ,- -I I- -I I- f-. f-1 - f- - f-1 I- ,-, - h ,_ - - -1 -1 - -1 I- - I- -I ,--, I- f-1 I- f- I- f-.
- - - - -

Page 1169 of 1452 ends

Date: Location: Meter: Piccolo II JN: 15631
Project: Yonder Source: Analyst: B. Maddux
Timeframe Hour L eq L max L min L1% L2% L5% L8% L25% L50% L90% L95% L99% L eq Adj. Adj. L eq 0 54.9 62.3 39.6 62.0 61.6 60.6 59.9 56.2 52.0 41.9 41.0 39.9 54.9 10.0 64.91 54.5 62.1 39.7 61.8 61.5 60.5 59.5 55.6 51.2 43.3 41.3 39.9 54.5 10.0 64.52 52.8 60.8 37.1 60.5 60.0 58.9 58.1 54.1 48.4 39.1 38.4 37.4 52.8 10.0 62.83 56.1 63.5 42.7 63.3 63.0 61.8 60.9 57.4 52.9 45.3 44.1 42.9 56.1 10.0 66.14 56.6 64.4 44.4 64.1 63.8 62.4 61.3 57.8 53.8 47.0 45.6 44.6 56.6 10.0 66.65 61.7 70.4 51.2 70.0 69.6 67.5 65.8 62.1 59.3 53.3 52.1 51.3 61.7 10.0 71.76 63.3 69.2 56.8 69.0 68.7 67.7 66.7 64.3 62.1 58.5 57.7 57.0 63.3 10.0 73.37 62.0 69.0 54.4 68.7 68.3 66.8 65.7 62.7 60.5 56.1 55.4 54.6 62.0 0.0 62.08 58.4 65.0 49.2 64.8 64.5 63.4 62.4 59.6 56.8 51.2 50.1 49.3 58.4 0.0 58.49 59.0 66.6 50.8 66.1 65.7 63.9 62.6 59.7 57.4 52.9 51.9 51.0 59.0 0.0 59.0 10 58.3 64.8 51.1 64.5 64.1 63.1 62.1 59.1 56.9 53.1 52.3 51.4 58.3 0.0 58.3 11 56.2 63.1 48.1 62.8 62.3 61.0 59.9 57.1 54.9 50.4 49.4 48.4 56.2 0.0 56.212 57.3 63.4 50.3 63.1 62.6 61.4 60.8 58.3 56.3 52.5 51.6 50.5 57.3 0.0 57.313 57.6 63.8 49.7 63.6 63.3 62.4 61.5 58.6 56.3 51.8 50.9 49.9 57.6 0.0 57.614 58.8 65.2 51.8 64.9 64.6 63.4 62.2 59.5 57.5 53.7 52.9 52.1 58.8 0.0 58.815 60.0 66.8 52.4 66.6 66.2 64.7 63.6 60.8 58.6 54.3 53.4 52.6 60.0 0.0 60.016 61.3 67.4 55.2 67.1 66.8 65.6 64.5 62.0 60.4 56.9 56.1 55.4 61.3 0.0 61.317 61.4 66.7 54.7 66.5 66.2 65.3 64.6 62.5 60.6 56.6 55.8 54.9 61.4 0.0 61.418 61.7 69.4 53.8 69.0 68.6 66.9 65.4 62.2 60.0 55.7 54.8 54.0 61.7 0.0 61.719 61.9 69.4 54.8 69.2 68.7 67.2 65.6 62.4 60.3 56.4 55.6 54.9 61.9 5.0 66.920 60.7 67.7 53.8 67.5 67.2 65.7 64.4 61.4 59.3 55.7 54.8 54.0 60.7 5.0 65.721 60.1 65.5 51.9 65.3 65.1 64.3 63.6 61.4 58.9 53.8 52.8 52.0 60.1 5.0 65.122 59.3 65.7 49.6 65.5 65.1 64.1 63.4 60.7 57.7 51.8 50.7 49.8 59.3 10.0 69.323 59.3 68.0 46.5 67.5 67.0 65.3 64.1 59.8 56.6 49.2 47.8 46.8 59.3 10.0 69.3 Timeframe Hour L eq L max L min L1% L2% L5% L8% L25% L50% L90% L95% L99% Min 56.2 63.1 48.1 62.8 62.3 61.0 59.9 57.1 54.9 50.4 49.4 48.4 Max 62.0 69.4 55.2 69.2 68.7 67.2 65.7 62.7 60.6 56.9 56.1 55.4

60.0 66.0 65.6 64.3 63.3 60.5 58.3 54.1 53.2 52.3
Min 52.8 60.8 37.1 60.5 60.0 58.9 58.1 54.1 48.4 39.1 38.4 37.4 Max 63.3 70.4 56.8 70.0 69.6 67.7 66.7 64.3 62.1 58.5 57.7 57.0

58.9 64.8 64.5 63.2 62.2 58.7 54.9 47.7 46.5 45.5
24-Hour Noise Level Measurement Summary
Hourly L eq dBA Readings (unadjusted)
Night
Friday, December 1, 2023 L4 - Located northeast of the site near the residence at 6202 Twentynine Palms Highway
Night
Day
Leq (dBA) 24-Hour
Day CNEL
Night
Energy AverageEnergy Average Average:

Average:

Daytime
(7am-10pm)
Nighttime
(10pm-7am)

65.9 60.0 58.9

54.9 54.5

52.8 56.1

56.6 61.7

63.3 62.0

58.4 59.0

58.3 56.2

57.3 57.6

58.8 60.0

61.3 61.4

61.7 61.9

60.7 60.1

59.3 59.3

Page 1170 of 1452 ends

Yonder 29 Palms Noise Impact Analysis
15631-03 Noise Study.docx
APPENDIX 7.1:

ON-SITE TRAFFIC NOISE MODELING

Page 1171 of 1452 ends

Yonder 29 Palms Noise Impact Analysis
15631-03 Noise Study.docx
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74

Page 1172 of 1452 ends

FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL (CALVENO) - v10/31/19

SITE SPECIFIC INPUT DATA
Project Name: Yonder
Job Number: 15631
Lot No: Nearest Building Analyst: B. Mddux
Road Name: SR-62
Scenario: First Floor With Wall
30,000
10%
500.0

NOISE MODEL INPUTS
Average Daily Traffic (Adt):

Peak Hour Percentage:

Peak Hour Volume: 3,000 vehicles
Centerline Dist. to Barrier:

Centerline Dist. to Observer: 593.0
Highway Data
feet
feet
vehicles
Road Elevation: 0.0
Barrier Elevation: 0.0
Pad Elevation: 0.0
Site Data
Site Conditions (Hard = 10, Soft = 15)
Medium Trucks (2 Axles): 15
Heavy Trucks (3+ Axles): 15
Autos: 15
Vehicle Mix
feet
feet Lane Equivalent Distance (in feet)
Barrier Height: 0.0
Observer Height (Above Pad): 5.0 feet
feet
Vehicle Speed: 55 mph
Near/Far Lane Distance: 46 feet
REMEL Traffic Flow Distance

1.57 VehicleType Day Evening Night Daily
Medium Trucks:

Heavy Trucks:

Autos: 77.5% 12.9% 9.6% 89.28%

84.8% 4.9% 10.3% 6.42%

86.5% 2.7% 10.8% 4.30%
-15.95
Finite Road
-1.20
Barrier Atten
FHWA Noise Model Calculations
Barrier Distance to Observer: 93.0 feet
Barrier Type (0-Wall, 1-Berm): 0.0

0.000 0.000
Fresnel Berm Atten
Medium Trucks:

Heavy Trucks:

Autos:

VehicleType
-9.86 -15.95 -1.20 0.000 0.000
-11.60 -15.95 -1.20 0.000 0.000
-0.11
-0.14
-0.19
Medium Trucks:

Heavy Trucks:

Autos:

Noise Source Elevations (in feet)
Medium Trucks:

Heavy Trucks:

Autos: 0.00

2.97 8.01
569.558
569.539
569.544
Grade Adjustment: 0.0
Unmitigated Noise Levels (without Topo and barrier attenuation) Medium Trucks:

Heavy Trucks:

Autos:

VehicleType Leq Peak Hour Leq Day Leq Evening Leq Night Ldn CNEL

57.1 55.2 53.5 47.4 56.0 56.7

52.8 55.1

51.3 45.0 43.4 51.9 52.1

53.6 44.6 45.9 54.2 54.3
Vehicle Noise: 60.1 58.5 54.5 50.6 59.1 59.5
Mitigated Noise Levels (with Topo and barrier attenuation) Medium Trucks:

Heavy Trucks:

Autos:

VehicleType Leq Peak Hour Leq Day Leq Evening Leq Night Ldn CNEL

57.1 55.2 53.5 47.4 56.0 56.7

52.8 55.1

51.3 45.0 43.4 51.9 52.1

53.6 44.6 45.9 54.2 54.3
Vehicle Noise: 60.1 58.5 54.5 50.6 59.1 59.5

79.85 83.81

72.73 Road Grade: 1.0%
feet
Monday, January 8, 2024
75

Page 1173 of 1452 ends

Yonder 29 Palms Noise Impact Analysis
15631-03 Noise Study.docx
APPENDIX 10.1:

SAMPLE AIR CONDITIONER

MANUFACTURERS SPECIFICATION SHEETS

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Yonder 29 Palms Noise Impact Analysis
15631-03 Noise Study.docx
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77

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Specifications subject to change without notice.

Fig. 1 —Sizes 09K - 36K
NOTE: Images are for illustration purposes only. Actual models may differ slightly.

TABLE OF CONTENTS
PAGE
INDUSTRY LEADING FEATURES / BENEFITS........................ 1 MODEL NUMBER NOMENCLATURE ....................................... 3 STANDARD FEATURES AND ACCESSORIES ......................... 4 DIMENSIONS ................................................................................. 5 CLEARANCES................................................................................ 8 SPECIFICATIONS.......................................................................... 9 COMPATIBILITY........................................................................... 10 PERFORMANCE ............................................................................ 11 COOLING PERFORMANCE - HIGH WALL ............................... 13 HEATING PERFORMANCE - HIGH WALL................................ 15 COOLING PERFORMANCE - CASSETTE .................................. 17 HEATING PERFORMANCE - CASSETTE ................................. 18 COOLING PERFORMANCE - DUCTED...................................... 19 HEATING PERFORMANCE - DUCTED...................................... 20 COOLING PERFORMANCE - CONSOLE ................................... 21 HEATING PERFORMANCE - CONSOLE.................................... 22 COOLING PERFORMANCE - AIR HANDLER........................... 23 HEATING PERFORMANCE- AIR HANDLER ............................ 23 APPLICATION DATA ................................................................... 24 WIRING........................................................................................... 25 AIRFLOW DATA ........................................................................... 26 SOUND PRESSURE ....................................................................... 26 ELECTRICAL DATA .....................................................................27 CONNECTION DIAGRAMS ......................................................... 28 WIRING DIAGRAMS.....................................................................29 GUIDE SPECIFICATIONS............................................................. 31

INDUSTRY LEADING FEATURES /

BENEFITS

A PERFECT BALANCE BETWEEN BUDGET
LIMITS, ENERGY SAVINGS AND COMFORT.

The 38MARB series ductless systems are a matched combination of an outdoor condensing unit and an indoor fan coil unit connected only by refrigerant tubing and wires.

The ductless system permits creative solutions to design problems such as:
• Add-ons to current space (an office or family room addition) • Special space requirements
• When changes in the load cannot be handled by the existing system
• When adding air conditioning to spaces that are heated by hydronic or electric heat and have no ductwork
• Historical renovations or any application where preserving the look of the original structure is essential.

The ideal compliment to your ducted system when it is impractical or prohibitively expensive to use ductwork.

The compact indoor fan coil units take up very little space in the room and do not obstruct windows. The fan coils are attractively styled to blend with most room decors. Advanced system components incorporate innovative technology to provide reliable cooling performance at low sound levels.

Product Data
38MARB
Outdoor Unit Single Zone Ductless System
Sizes 09 to 36
78 Gal>
-
.

Page 1176 of 1452 ends

2 Specifications subject to change without notice. 38MARB-01PD Inverter Technology
The inverter driven compressor is designed to run at various input power frequencies (Hz) which controls the compressor’s motor speed.

Even Temperature – The control package, including the inverter, monitors the outdoor and indoor temperatures as they relate to the selected indoor set point and adjusts the compressor speed to match the load and keep the system operating continuously rather than cycling and creating temperature swings. This translates to higher comfort levels for the occupants.

Rapid Pull Down/Warm-Up – Comfort is increased by the inverter system’s ability to ramp up the compressor speed enabling the system to reach the user selected room temperature set point quicker.

Humidity Control – Running the system for longer periods and continuously varying the compressor speed enhances the humidity control.

Individual Room Comfort
Maximum comfort is provided because each space can be controlled individually based on the usage pattern.

Low Sound Levels
When noise is a concern, ductless systems are the answer. The indoor units are whisper quiet. There are no compressors indoors, either in the conditioned space or directly over it, and there is none of the noise usually generated by air being forced through the ductwork.

When sound ordinances and proximity to neighbors demand quiet operation, the 38MARB unit is the right choice. With the inverter technology, these units run at lower speeds most of the time resulting in reduced sound levels.

Inverter Technology – Enhanced Economical
Operation
Ductless systems are inherently economical to operate. Individual rooms are heated or cooled only when required, and since the air is delivered directly to the space, there is no need to use additional energy to move the air in the ductwork. This economical operation is enhanced further when the inverter system output matches the load resulting in a more efficient system.

Easy-To-Use Controls
The systems have microprocessor-based controls to provide the ultimate in comfort and efficiency. The user friendly wired and wireless remote controls provide the interface between the user and the unit.

Secure Operation
If security is an issue, outdoor and indoor units are connected only by refrigerant piping and wiring to prevent intruders from crawling through ductwork or wall openings. In addition, since the 38MARB can be installed close to an outside wall, coils are protected from vandals and severe weather.

Fast Installation
This compact ductless system is simple to install. Only wires and piping need to run between the indoor and outdoor units. These units are fast and easy to install ensuring minimal disruption to customers in homes or the workplace. This makes the 38MARB systems the equipment of choice for retrofit applications.

Simple Servicing and Maintenance
Removing the top panel of the outdoor unit provides immediate access to the control compartment, providing the service technician access to the diagnostic LEDs to facilitate the troubleshooting process. In addition, the draw-thru design of the outdoor unit means that dirt accumulates on the outside surface of the coil. Coils can be cleaned quickly from the inside using a pressure hose and detergent.

On the indoor units, service and maintenance expense is reduced due to the permanent easy to clean filters. Also, error codes are displayed on the front panel to alert the user to certain system malfunctions.

Built-in Reliability
Ductless system indoor and outdoor units are designed to provide years of trouble-free operation. Both the indoor and outdoor units are well protected. Whenever the microprocessor detects abnormal conditions, the unit stops and an error code appears.

Inverter systems provide additional reliability due to the soft start.

This refers to the ability of the inverter to start the compressor motor using reduced voltage and reduced current. This feature is beneficial from an electrical standpoint (eliminates current spikes) as well as an overall reliability standpoint due to reduced stress on all associated system components.

Agency Listings
All systems are listed with AHRI (Air conditioning, Heating, and Refrigeration Institute) and are ETL certified per UL 60335-2-40 standard.
79

Page 1177 of 1452 ends

38MARB-01PD Specifications subject to change without notice. 3

MODEL NUMBER NOMENCLATURE

OUTDOOR UNIT
38 MA R B Q 36 -- 3
38 = OUTDOOR UNIT
MA = MODEL

VOLTAGE
1=115-1-60
3=208/230-1-60

SYSTEM TYPE
R = OUTDOOR

MAXIMUM NUMBER OF FAN COIL UNITS THAT

CAN BE CONNECTED TO THE OUTDOOR UNIT
B = 1:1

UNIT TYPE
Q = HEAT PUMP

NOMINAL CAPACITY
09 - 3/4 TON
12 - 1 TON
18 - 1-1/2 TONS
24 - 2 TONS
30 - 2-1/2 TONS
36 - 3 TONS

MAJOR SERIES
Use of the AHRI Certified
TM Mark indicates a
manufacturer’s
participation in the
program For verification
of certification for individual
products, go to
www.ahridirectory.org.
80 A.~~-CERTIFIED- c WWW Shrl~lrOCIO•r o,,

Page 1178 of 1452 ends

4 Specifications subject to change without notice. 38MARB-01PD

STANDARD FEATURES AND ACCESSORIES
Legend
S - Standard
A - Accessory
Accessories
NOTE: The base pan is built in with multiple holes for proper draining during the defrost process. For applications
where it is required to seal these holes, and re-direct the condensate drain, rubber plugs are available
through RCD.

Outdoor Units
Crankcase Unit
The crankcase heater is standard on all unit sizes. Heater clamps must be placed around the compressor oil stump.

Base pan Heater
The base pan heater is standard on all unit sizes.

Ease Of Installation
Low Voltage Controls S
Comfort Features
Microprocessor Controls S
Auto Restart Function S
Auto Changeover S
Energy Saving Features
Inverter Driven Compressor S
46° F Heating Mode (Heating Setback) S
Safety And Reliability
3 Minute Time Delay For Compressor S
High Compressor Discharge Temperature S
Low Voltage Protection S
Compressor Overload Protection S
Compressor Over Current Protection S
IPM Module Protection S
Condenser High Temp Protection in Cooling Mode S
Aluminum Hydrophilic pre-coated fins S
Ease Of Service And Maintenance
Diagnostics S
Liquid Line Pressure Taps S
Application Flexibility
Crankcase Heater S
Base pan Heater S
Outdoor Unit
Model Number
Base Pan Base Rubber
Plugs RCD Part No. Quantity per Unit
38MARBQ12AA1
38MARBQ09AA3
38MARBQ12AA3
12600801A00077 13
38MARBQ18AA3 12600801A00077 25
38MARBQ24AA3
38MARBQ30AA3
38MARBQ36AA3
12600801A00117 5
81

Page 1179 of 1452 ends

5 tice. 38MARB-01PD Specifications subject to change without no

DIMENSIONS
Fig. 2 — Outdoor Unit
36K 30K 24K 18K 12K 9K 12K UNIT SIZES
208/230V 208/230V 208/230V 208/230V 208/230V 208/230V 115V VOLTAGES

31.89 (810) 31.89 (810) 31.89 (810) 26.50 (673) 21.81 (554) 21.81 (554) 21.85 (555) IN (MM) HEIGHT (H)

37.24 (946) 37.24 (946) 37.24 (946) 35.04 (890) 31.65 (805) 31.69 (805) 30.12 (765) IN (MM) WIDTH (W)

16.14 (410) 16.14 (410) 16.14 (410) 13.46 (342) 12.99 (330) 12.99 (330) 11.93 (303)) IN (MM) DEPTH (D)

26.50 (673) 26.50 (673) 26.50 (673) 26.10 (663) 20.10 (511) 20.10 (511) 17.81 (452) IN (MM) L1

15.85 (403) 15.85 (403) 15.85 (403) 13.70 (347) 12.50 (317) 12.50 (317) 11.25 (286) IN (MM) L2

OPERATING
WEIGHT 150.10 (68.10) 141.80 (64.3) 134.50 (61) 101.0 (45.80) 73.60 (33.40) 74.10(33.60) 66.80 (30.30) LBS (KG) W
L2 D
H
L1
Air outlet
Air inlet
82 I
I I
0 0
I
I

Page 1180 of 1452 ends

6 Specifications subject to change without notice. 38MARB-01PD

DIMENSIONS (CONT)
Fig. 3 — Dimension Size 12K (115V)
Fig. 4 — Dimension Sizes 09K-12K
83 2.35
[59.761

2.35 [59.761
-

21.89 1555.991

3.67 193.33)
Z:"'Bll ''\~,i
1==1 r,."""'\ ,_._,

11.28 1286.4U

21.89 1555.991

3.67 193.33)
ll25 1285.76I

12.36 (313.82)
ll25 1285.76]

12.36 (313.82)

10.31 [262.001

10.94 1278.001

30.27 [768.95) ___ __,.J
'------32.97 1837.481 -----1

17.81 [452.40)~

0.69 117.601
11'-~
l0.31
[26l941
r------r-10,31 [262.001
I 1.

I---- 30.27 [768.95) ___ __,.J

32.97 1837.481 ____ ..,J

17.81 (452.40)

0.69 l0.31
[26l941
3,10
[78.701
I

6.89 [175.00)
3,10
[78.701

6.89 [175.00)

Page 1181 of 1452 ends

38MARB-01PD Specifications subject to change without notice. 7

DIMENSIONS (CONT)
Fig. 5 — Dimension Size 18K
Fig. 6 — Dimension Sizes 24K, 30K, and 36K
84 2.4
159.8)

2.36 [59.96)

13.6 1346.3)

16.02 (406.96)

0.4 111.-41
3l84
[808.791

3.8 (95.7)
-------33.3 1847.11-------
~------ 34.8 (883.6)---------1.-
'------- 3l4 1798.81--------'
R0.2 17.7 l-4-4a9J
J

12.5 (317.21

17.91 14 54.801

2.0 149.5)

1.3 (32.7)
<-----3728 , ..... 32) =1 I
'------ 40.69 (1033.6-4] ~ L 26.49 [672.9617 0.39
- -110.001
',., . 1.1.n o, I I 1~n r-, - a,']
I . '

4.23 (107.51)
2l8
(554.SJ

1.9 (-49.4)

3.9 198.2)

13.6 13-46.3)
-

3.74 (95001
'

15.8 (40
5 2.60)
l

Page 1182 of 1452 ends

8 Specifications subject to change without notice. 38MARB-01PD

CLEARANCES
Fig. 7 — Clearances
NOTE: The outdoor unit must be mounted at least 2in (50mm) above the maximum anticipated snow depth.

Fig. 8 — Clearances for multiple units

UNIT MINIMUM VALUE
IN. (MM)
A 24 (610)
B 24 (610)
C 24 (610)
D 4 (101)
E 4 (101)
D B
A E
C
Air inlet
Air outlet
59in (150cm)
or more when
facing each other
Blowing into the air-inlet of other
condenser shall be avoided.
24in (60cm)
or more
59in (150cm)
or more on a
multiple parallel
unit arrangement
24in (61cm) or more on a single parallel unit arrangement 19in (48cm) or more on
a multiple parallel unit
arrangement 4in (10cm)
or more on a single
parallel unit arrangement

9.8in (25cm) or more for proper airflow
24in (61cm) or more is recommended
for service

9.8in (25cm) or more for
proper airflow 24in(61cm)
or more is
recommended
for service
85

Page 1183 of 1452 ends

38MARB-01PD Specifications subject to change without notice. 9

SPECIFICATIONS
* Condensing unit above or below the indoor unit
System Size 12 9 12 18 24 30 36
Outdoor Model 38MARBQ12AA1 38MARBQ09AA3 38MARBQ12AA3 38MARBQ18AA3 38MARBQ24AA3 38MARBQ30AA3 38MARBQ36AA3 Electrical
Voltage, Phase, Cycle V/Ph/Hz 115-1-60 208/230-1-60 208/230-1-60 208/230-1-60 208/230-1-60 208/230-1-60 208/230-1-60 MCA A. 1915 1516 25 23 28
MOCP - Fuse
Rating A. 25 15 15 25 35 30 35
Operating Range
Cooling Outdoor DB
Min - Max °F(°C) -22~130 (30-55) -22~130 (30-55) -22~130 (30-55) -22~130 (30-55) -22~130 (30-55) -22~130 (30-55) -22~130 (30-55) Heating Outdoor DB
Min - Max °F(°C) -22~86 (-30~30) -22~86 (-30~30) -22~86 (-30~30) -22~86 (-30~30) -22~86 (-30~30) -22~86 (-30~30) -22~86 (-30~30) Piping
Total Piping Length ft (m) 82 (25) 82 (25) 82 (25) 98 (30) 164 (50) 164 (50) 213 (65) Piping Lift* ft (m) 32 (10) 32 (10) 32 (10) 65 (20) 82 (25) 82 (25) 98 (30) Pipe Connection
Size - Liquid in (mm) 1/4 (6.35) 1/4 (6.35) 1/4 (6.35) 1/4 (6.35) 3/8 (9.52) 3/8 (9.52) 3/8 (9.52) Pipe Connection
Size - Suction in (mm) 1/2 (12.7) 3/8 (9.52) 1/2 (12.7) 1/2 (12.7) 5/8 (16) 5/8 (16) 5/8 (16) Refrigerant
Refrigerant Type R410A R410A R410A R410A R410A R410A R410A Charge lbs (kg) 2.47 (1.12) 2.6 (1.18) 2.6 (1.18) 4.08 (1.85) 5.73 (2.6) 6.06 (2.75) 7.50 (3.40) Metering Device EEV EEV EEV EEV EEV EEV EEV
Outdoor Coil
Face Area Sq. Ft. 7.89 4.67 4.67 5.90 8.16 13.08 23.96
No. Rows 2 2 2 2 2 3 3
Fins per inch 21 20 20 20 20 18 18
Circuits 4446 4 6 6
Compressor
Type Rotary Inverter Rotary Inverter Rotary Inverter Rotary Inverter Rotary Inverter Rotary Inverter Rotary Inverter Model KSK103D33UEZ3 KTN110D42UFZ KTN110D42UFZ KTM240D43UKT KTM240D43UKT KTF250D22UMT KTF250D22UMT Oil Type VG74 VG74 VG74 VG74 VG74 VG74 VG74
Oil Charge Fl. Oz. 10.5 11.8 11.8 21.0 21.0 22.7 22.7
Rated Current RLA 11.5 6.0 8.5 14.3 14.8 15.0 18.0
Outdoor
Unit Width in (mm) 30.12 (765) 31.69 (805) 31.69 (805) 35.04 (890) 37.24 (946) 37.24 (946) 37.24 (946) Unit Height in (mm) 21.85 (555) 21.81 (554) 21.81 (554) 26.50 (673) 31.89 (810) 31.89 (810) 31.89 (810) Unit Depth in (mm) 11.93 (303) 12.99 (330) 12.99 (330) 13.46 (342) 16.14 (410) 16.14 (410) 16.14 (410) Net Weight lbs (kg) 66.80 (30.3) 74.07 (33.6) 73.63 (33.4) 100.97 (45.8) 134.48 (61) 141.76 (64.3) 150.13 (68.1) Airflow CFM 794 1,324 1,324 1,765 2,235 2,235 2,235
Sound Pressure dB(A) 54.0 54.5 56.0 59.0 62.0 61.5 61.5 86

Page 1184 of 1452 ends

2021 Carrier Corporation D 3300 Riverwood Parkway Atlanta GA, 30339 Edition Date: 01/21 Catalog No. 38MARB-01PD Manufacturer reserves the right to discontinue, or change at any time, specifications or design 87s without notice and without incurring obligations. Replaces: NEW Page 1185 of 1452 Yonder 29 Palms Noise Impact Analysis
15631-03 Noise Study.docx
APPENDIX 10.2:

CADNAAOPERATIONAL NOISE MODEL INPUTS

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Yonder 29 Palms Noise Impact Analysis
15631-03 Noise Study.docx
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89

Page 1187 of 1452 ends

15631 - Yonder 29 Palms
CadnaA Noise Prediction Model: 15631-02_Operation.cna
Date: 09.01.24
Analyst: B. Maddux
Calculation Configuration
Configuration
Parameter Value
General
Max. Error (dB) 0.00
Max. Search Radius (#(Unit,LEN)) 2000.01
Min. Dist Src to Rcvr 0.00
Partition
Raster Factor 0.50
Max. Length of Section (#(Unit,LEN)) 999.99
Min. Length of Section (#(Unit,LEN)) 1.01
Min. Length of Section (%) 0.00
Proj. Line Sources On
Proj. Area Sources On
Ref. Time
Daytime Penalty (dB) 0.00
Recr. Time Penalty (dB) 5.00
Night-time Penalty (dB) 10.00
DTM
Standard Height (m) 0.00
Model of Terrain Triangulation
Reflection
max. Order of Reflection 2
Search Radius Src 100.00
Search Radius Rcvr 100.00
Max. Distance Source - Rcvr 1000.00 1000.00
Min. Distance Rvcr - Reflector 1.00 1.00
Min. Distance Source - Reflector 0.10
Industrial (ISO 9613)
Lateral Diffraction some Obj
Obst. within Area Src do not shield On
Screening Incl. Ground Att. over Barrier
Dz with limit (20/25)
Barrier Coefficients C1,2,3 3.0 20.0 0.0
Temperature (#(Unit,TEMP)) 10
rel. Humidity (%) 70
Ground Absorption G 0.50
Wind Speed for Dir. (#(Unit,SPEED)) 3.0
Roads (TNM)
Railways (FTA/FRA)
Aircraft (???)
Strictly acc. to AzB
Receiver Noise Levels
Name M. ID Level Lr Limit. Value Land Use Height Coordinates Day Night CNEL Day Night CNEL Type Auto Noise Type X Y Z (dBA) (dBA) (dBA) (dBA) (dBA) (dBA) (ft) (ft) (ft) (ft) R1 R1 38.5 32.5 40.1 0.0 0.0 0.0 x Total 5.00 r 6591693.09 2355579.89 5.00 R2 R2 33.8 27.5 35.2 0.0 0.0 0.0 x Total 5.00 r 6591650.99 2356751.37 5.00 R3 R3 33.4 26.5 34.4 0.0 0.0 0.0 x Total 5.00 r 6593708.28 2357024.81 5.00 R4 R4 35.3 27.6 35.9 0.0 0.0 0.0 x Total 5.00 r 6594421.82 2354516.13 5.00 R5 R5 33.4 25.8 34.0 0.0 0.0 0.0 x Total 5.00 r 6594460.02 2353859.88 5.00 Point Source(s)
Name M. ID Result. PWL Lw / Li Operating Time Height Coordinates Day Evening Night Type Value norm. Day Special Night X Y Z (dBA) (dBA) (dBA) dB(A) (min) (min) (min) (ft) (ft) (ft) (ft) AC001 AC001 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592513.63 2355476.72 3.00 AC002 AC002 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592435.51 2355580.88 3.00 AC003 AC003 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592382.12 2355634.27 3.00 AC004 AC004 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592391.24 2355696.77 3.00 AC005 AC005 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592339.16 2355746.25 3.00 AC006 AC006 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592380.82 2355804.84 3.00 AC007 AC007 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592357.38 2355899.89 3.00 AC008 AC008 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592426.39 2355890.78 3.00 AC009 AC009 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592490.20 2355946.77 3.00 AC010 AC010 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592554.00 2355938.96 3.00 AC011 AC011 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592621.71 2355979.32 3.00 AC012 AC012 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592654.26 2355911.61 3.00 AC013 AC013 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592688.11 2355867.34 3.00 AC014 AC014 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592729.78 2355862.13 3.00 AC015 AC015 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592749.31 2355909.01 3.00 Urban Crossroads, Inc.
90

Page 1188 of 1452 ends

Name M. ID Result. PWL Lw / Li Operating Time Height Coordinates Day Evening Night Type Value norm. Day Special Night X Y Z (dBA) (dBA) (dBA) dB(A) (min) (min) (min) (ft) (ft) (ft) (ft) AC016 AC016 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592758.43 2356023.59 3.00 AC017 AC017 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592840.46 2355984.53 3.00 AC018 AC018 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592917.28 2356063.96 3.00 AC019 AC019 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592944.62 2355975.41 3.00 AC020 AC020 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6593027.96 2356018.38 3.00 AC021 AC021 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6593029.26 2355916.82 3.00 AC022 AC022 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6593100.87 2355898.59 3.00 AC023 AC023 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6593072.23 2355826.98 3.00 AC024 AC024 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6593139.94 2355756.66 3.00 AC025 AC025 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6593055.30 2355724.11 3.00 AC026 AC026 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6593008.43 2355642.08 3.00 AC027 AC027 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6593104.78 2355651.20 3.00 AC028 AC028 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592973.27 2355563.96 3.00 AC029 AC029 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6593048.79 2355566.56 3.00 AC030 AC030 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592952.53 2355478.63 3.00 AC031 AC031 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6593000.27 2355460.19 3.00 AC032 AC032 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6593072.97 2355481.89 3.00 AC033 AC033 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6593145.67 2355481.89 3.00 AC034 AC034 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6593227.05 2355505.76 3.00 AC035 AC035 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6593233.56 2355425.46 3.00 AC036 AC036 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6593308.43 2355408.10 3.00 AC037 AC037 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6593284.56 2355340.83 3.00 AC038 AC038 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6593337.73 2355289.83 3.00 AC039 AC039 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6593279.13 2355245.34 3.00 AC040 AC040 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6593320.37 2355185.66 3.00 AC041 AC041 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6593247.67 2355169.39 3.00 AC042 AC042 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6593184.73 2355119.47 3.00 AC043 AC043 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6593219.45 2355059.80 3.00 AC044 AC044 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6593293.24 2355096.69 3.00 AC045 AC045 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6593318.20 2355012.05 3.00 AC046 AC046 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6593424.53 2355007.71 3.00 AC047 AC047 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6593394.15 2354904.63 3.00 AC048 AC048 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6593460.34 2354837.36 3.00 AC049 AC049 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6593368.11 2354800.46 3.00 AC050 AC050 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6593402.83 2354729.93 3.00 AC051 AC051 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6593309.51 2354719.08 3.00 AC052 AC052 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6593300.83 2354637.70 3.00 AC053 AC053 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6593210.77 2354655.07 3.00 AC054 AC054 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6593123.97 2354586.71 3.00 AC055 AC055 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6593090.33 2354662.66 3.00 AC056 AC056 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592987.25 2354655.07 3.00 AC057 AC057 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592997.01 2354737.53 3.00 AC058 AC058 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592962.29 2354784.19 3.00 AC059 AC059 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592937.34 2354834.10 3.00 AC060 AC060 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592875.49 2354838.44 3.00 AC061 AC061 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592868.98 2354780.93 3.00 AC062 AC062 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592860.30 2354718.00 3.00 AC063 AC063 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592846.19 2354660.49 3.00 AC064 AC064 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592799.53 2354555.24 3.00 AC065 AC065 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592902.61 2354566.09 3.00 AC066 AC066 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592784.34 2354455.41 3.00 AC067 AC067 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592702.96 2354497.73 3.00 AC068 AC068 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592612.90 2354436.97 3.00 AC069 AC069 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592567.33 2354511.84 3.00 AC070 AC070 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592484.86 2354499.90 3.00 AC071 AC071 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592459.91 2354574.77 3.00 AC072 AC072 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592460.99 2354655.07 3.00 AC073 AC073 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592452.31 2354735.36 3.00 AC074 AC074 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592468.59 2354869.91 3.00 AC075 AC075 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592503.31 2354936.10 3.00 AC076 AC076 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592530.43 2354984.93 3.00 AC077 AC077 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592519.58 2355033.75 3.00 AC078 AC078 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592659.56 2354663.75 3.00 AC079 AC079 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592615.07 2354696.30 3.00 AC080 AC080 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592583.60 2354742.96 3.00 AC081 AC081 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592610.73 2354812.40 3.00 AC082 AC082 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592709.47 2354701.72 3.00 AC083 AC083 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592725.75 2354737.53 3.00 AC084 AC084 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592719.24 2354789.61 3.00 AC085 AC085 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592760.47 2354888.36 3.00 AC086 AC086 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592707.30 2354921.99 3.00 AC087 AC087 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592623.75 2354927.42 3.00 AC088 AC088 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592659.56 2354995.78 3.00 AC089 AC089 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592692.11 2355082.58 3.00 AC090 AC090 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592790.85 2354956.71 3.00 AC091 AC091 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592801.70 2355020.73 3.00 AC092 AC092 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592885.25 2355040.26 3.00 Urban Crossroads, Inc.
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Name M. ID Result. PWL Lw / Li Operating Time Height Coordinates Day Evening Night Type Value norm. Day Special Night X Y Z (dBA) (dBA) (dBA) dB(A) (min) (min) (min) (ft) (ft) (ft) (ft) AC093 AC093 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592936.25 2354988.18 3.00 AC094 AC094 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592989.42 2354964.31 3.00 AC095 AC095 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6593045.84 2354964.31 3.00 AC096 AC096 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6593068.63 2355037.01 3.00 AC097 AC097 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592983.99 2355057.63 3.00 AC098 AC098 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592953.61 2355181.32 3.00 AC099 AC099 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6593015.46 2355179.15 3.00 AC100 AC100 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6593070.80 2355195.43 3.00 AC101 AC101 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6593109.86 2355241.00 3.00 AC102 AC102 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6593143.50 2355274.64 3.00 AC103 AC103 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6593097.93 2355323.47 3.00 AC104 AC104 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6593030.65 2355338.66 3.00 AC105 AC105 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592985.08 2355268.13 3.00 AC106 AC106 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592938.42 2355321.30 3.00 AC107 AC107 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592870.06 2355339.74 3.00 AC108 AC108 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592836.42 2355383.15 3.00 AC109 AC109 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592819.06 2355454.76 3.00 AC110 AC110 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592625.92 2355459.10 3.00 AC111 AC111 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592571.67 2355493.82 3.00 AC112 AC112 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592646.54 2355580.63 3.00 AC113 AC113 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592594.45 2355601.25 3.00 AC114 AC114 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592559.73 2355665.26 3.00 AC115 AC115 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592531.52 2355709.75 3.00 AC116 AC116 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592522.84 2355765.09 3.00 AC117 AC117 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592544.54 2355807.41 3.00 AC118 AC118 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592593.37 2355797.64 3.00 AC119 AC119 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592616.16 2355755.33 3.00 AC120 AC120 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592641.11 2355697.82 3.00 AC121 AC121 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592655.22 2355640.31 3.00 AC122 AC122 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592769.15 2355688.05 3.00 AC123 AC123 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592789.77 2355747.73 3.00 AC124 AC124 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592837.51 2355795.47 3.00 AC125 AC125 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592938.42 2355770.52 3.00 AC126 AC126 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592912.38 2355722.77 3.00 AC127 AC127 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592876.57 2355678.29 3.00 AC128 AC128 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592827.74 2355640.31 3.00 AC129 AC129 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592813.64 2355583.88 3.00 AC130 AC130 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592747.45 2355561.10 3.00 AC131 AC131 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592642.20 2355200.86 3.00 AC132 AC132 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592539.12 2355308.28 3.00 AC133 AC133 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592452.31 2354375.12 3.00 AC134 AC134 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592450.14 2354311.10 3.00 AC135 AC135 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592452.31 2354255.76 3.00 AC136 AC136 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592452.31 2354189.57 3.00 AC137 AC137 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6592238.55 2354789.61 3.00 AC138 AC138 69.2 69.2 69.2 Lw 69.2 675.00 0.00 270.00 3.00 a 6593225.75 2354927.63 3.00 OUT1 OUT1 91.5 91.5 91.5 Lw 91.5 900.00 0.00 0.00 5.00 a 6592531.74 2355192.17 5.00 OUT2 OUT2 91.5 91.5 91.5 Lw 91.5 900.00 0.00 0.00 5.00 a 6592715.76 2355225.16 5.00 OUT3 OUT3 91.5 91.5 91.5 Lw 91.5 900.00 0.00 0.00 5.00 a 6592833.82 2355190.44 5.00 OUT4 OUT4 91.5 91.5 91.5 Lw 91.5 900.00 0.00 0.00 5.00 a 6593168.89 2354902.24 5.00 OUT5 OUT5 91.5 91.5 91.5 Lw 91.5 900.00 0.00 0.00 5.00 a 6593163.68 2354844.95 5.00 OUT6 OUT6 91.5 91.5 91.5 Lw 91.5 900.00 0.00 0.00 5.00 a 6592905.00 2355844.95 5.00 TRASH1 TRASH1 88.4 88.4 88.4 Lw 88.4 150.00 0.00 90.00 8.00 a 6592241.81 2354815.44 8.00 MUSIC1 MUSIC1 92.9 92.9 92.9 Lw 92.9 900.00 0.00 0.00 5.00 a 6593208.82 2354851.90 5.00 MUSIC2 MUSIC2 92.9 92.9 92.9 Lw 92.9 900.00 0.00 0.00 5.00 a 6592604.65 2355329.33 5.00 MOVIE1 MOVIE1 96.1 96.1 96.1 Lw 96.1 900.00 0.00 540.00 5.00 a 6592726.09 2355226.53 5.00 Line Source(s)
Name M. ID Result. PWL Result. PWL' Lw / Li Operating Time Moving Pt. Src Height Day Evening Night Day Evening Night Type Value norm. Day Special Night Number Speed (dBA) (dBA) (dBA) (dBA) (dBA) (dBA) dB(A) (min) (min) (min) Day Evening Night (mph) (ft) Name ID Height Coordinates
Begin End x y z Ground
(ft) (ft) (ft) (ft) (ft) (ft)
Area Source(s)
Name M. ID Result. PWL Result. PWL'' Lw / Li Operating Time Height Day Evening Night Day Evening Night Type Value norm. Day Special Night (ft) (dBA) (dBA) (dBA) (dBA) (dBA) (dBA) dB(A) (min) (min) (min) PARK1 PARK1 79.0 79.0 79.0 47.4 47.4 47.4 Lw 79.0 900.00 0.00 540.00 0. a PARK2 PARK2 79.0 79.0 79.0 47.3 47.3 47.3 Lw 79.0 900.00 0.00 540.00 0. a PARK3 PARK3 79.0 79.0 79.0 47.4 47.4 47.4 Lw 79.0 900.00 0.00 540.00 0. a Urban Crossroads, Inc.
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Name ID Height Coordinates
Begin End x y z Ground
(ft) (ft) (ft) (ft) (ft) (ft)
PARK1 PARK1 0.00 a 6592300.83 2355449.12 0.00 0.00
6592427.57 2355463.01 0.00 0.00
6592444.93 2355351.90 0.00 0.00
6592306.04 2355329.33 0.00 0.00
PARK2 PARK2 0.00 a 6592319.93 2355233.84 0.00 0.00
6592455.35 2355247.73 0.00 0.00
6592465.76 2355129.67 0.00 0.00
6592333.82 2355117.52 0.00 0.00
PARK3 PARK3 0.00 a 6592325.14 2354930.02 0.00 0.00
6592387.64 2354924.81 0.00 0.00
6592375.49 2354669.61 0.00 0.00
6592316.46 2354674.81 0.00 0.00
Barrier(s)
Name Sel. M. ID Absorption Z-Ext. Cantilever Height Coordinates left right horz. vert. Begin End x y z Ground
(ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft)
Building(s)
Name Sel. M. ID RB Residents Absorption Height Coordinates Begin x y z Ground
(ft) (ft) (ft) (ft) (ft)
Ground Absorption(s)
Name Sel. M. ID G Coordinates
x y
(ft) (ft)
Contour(s)
Name Sel. M. ID OnlyPts Height Coordinates
Begin End x y z
(ft) (ft) (ft) (ft) (ft)
Vertical Area Source(s)
Name ID Height Coordinates
Begin End x y z Ground
(ft) (ft) (ft) (ft) (ft) (ft)
Rail
Name Sel. M. ID Lw' Train Class Correct. Vmax
Day Night Track
(dBA) (dBA) (dB) (km(mph)
Sound Level Spectra
Name ID Type Oktave Spectrum (dB) Source
Weight. 31.5 63 125 250 500 1000 2000 4000 8000 A lin
Roads
Name Sel. M. ID Lme Count Data exact Count Data Speed Limit SCS Surface Gradient Mult. Reflection Day Evening Night DTV Str.class. M p (%) Auto Truck Dist. Dstro Type Drefl Hbuild Dist. (dBA) (dBA) (dBA) Day Evening Night Day Evening Night (mph) (mph) (dB) (%) (dB) (ft) (ft) RoadsGeo
Name Height Coordinates Dist LSlope
Begin End x y z Ground (ft) (%)
(ft) (ft) (ft) (ft) (ft) (ft)
Urban Crossroads, Inc.
93 I 1111 1 I I I I I I 1 1 1
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Yonder 29 Palms Noise Impact Analysis
15631-03 Noise Study.docx
APPENDIX 11.1:

CADNAA CONSTRUCTION NOISE LEVEL CALCULATIONS

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Yonder 29 Palms Noise Impact Analysis
15631-03 Noise Study.docx
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15631 - Yonder 29 Palms
CadnaA Noise Prediction Model: 15631-02_Construction.cna Date: 09.01.24
Analyst: B. Maddux
Calculation Configuration
Configuration
Parameter Value
General
Max. Error (dB) 0.00
Max. Search Radius (#(Unit,LEN)) 2000.01
Min. Dist Src to Rcvr 0.00
Partition
Raster Factor 0.50
Max. Length of Section (#(Unit,LEN)) 999.99
Min. Length of Section (#(Unit,LEN)) 1.01
Min. Length of Section (%) 0.00
Proj. Line Sources On
Proj. Area Sources On
Ref. Time
Daytime Penalty (dB) 0.00
Recr. Time Penalty (dB) 5.00
Night-time Penalty (dB) 10.00
DTM
Standard Height (m) 0.00
Model of Terrain Triangulation
Reflection
max. Order of Reflection 2
Search Radius Src 100.00
Search Radius Rcvr 100.00
Max. Distance Source - Rcvr 1000.00 1000.00
Min. Distance Rvcr - Reflector 1.00 1.00
Min. Distance Source - Reflector 0.10
Industrial (ISO 9613)
Lateral Diffraction some Obj
Obst. within Area Src do not shield On
Screening Incl. Ground Att. over Barrier
Dz with limit (20/25)
Barrier Coefficients C1,2,3 3.0 20.0 0.0
Temperature (#(Unit,TEMP)) 10
rel. Humidity (%) 70
Ground Absorption G 0.50
Wind Speed for Dir. (#(Unit,SPEED)) 3.0
Roads (TNM)
Railways (FTA/FRA)
Aircraft (???)
Strictly acc. to AzB
Receiver Noise Levels
Name M. ID Level Lr Limit. Value Land Use Height Coordinates Day Night CNEL Day Night CNEL Type Auto Noise Type X Y Z (dBA) (dBA) (dBA) (dBA) (dBA) (dBA) (ft) (ft) (ft) (ft) R1 R1 63.3 -41.4 60.3 0.0 0.0 0.0 x Total 5.00 r 6591693.09 2355579.89 5.00 R2 R2 56.6 -48.2 53.6 0.0 0.0 0.0 x Total 5.00 r 6591650.99 2356751.37 5.00 R3 R3 55.8 -49.0 52.8 0.0 0.0 0.0 x Total 5.00 r 6593708.28 2357024.81 5.00 R4 R4 59.2 -45.6 56.2 0.0 0.0 0.0 x Total 5.00 r 6594421.82 2354516.13 5.00 R5 R5 54.9 -49.9 51.8 0.0 0.0 0.0 x Total 5.00 r 6594460.02 2353859.88 5.00 Point Source(s)
Name M. ID Result. PWL Lw / Li Operating Time Height Coordinates Day Evening Night Type Value norm. Day Special Night X Y Z (dBA) (dBA) (dBA) dB(A) (min) (min) (min) (ft) (ft) (ft) (ft) Line Source(s)
Name M. ID Result. PWL Result. PWL' Lw / Li Operating Time Moving Pt. Src Height Day Evening Night Day Evening Night Type Value norm. Day Special Night Number Speed (dBA) (dBA) (dBA) (dBA) (dBA) (dBA) dB(A) (min) (min) (min) Day Evening Night (mph) (ft) Name ID Height Coordinates
Begin End x y z Ground
(ft) (ft) (ft) (ft) (ft) (ft)
Area Source(s)
Urban Crossroads, Inc.
96 I 111 I I I I I I I I I I I I I
I 111 I I I I I I I I I I I I I I I I I I
I 11 I I I I I I I I

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Name M. ID Result. PWL Result. PWL'' Lw / Li Operating Time Height Day Evening Night Day Evening Night Type Value norm. Day Special Night (ft) (dBA) (dBA) (dBA) (dBA) (dBA) (dBA) dB(A) (min) (min) (min) Construction Area CA01 121.4 16.6 16.6 63.5 -41.2 -41.2 PWL-Pt 116.6 8 a Name ID Height Coordinates
Begin End x y z Ground
(ft) (ft) (ft) (ft) (ft) (ft)
Construction Area CA01 8.00 a 6591711.64 2356612.26 8.00 0.00 6593902.62 2356606.58 8.00 0.00
6593901.66 2356301.56 8.00 0.00
6594187.38 2356300.82 8.00 0.00
6594315.52 2356296.89 8.00 0.00
6594309.04 2354224.42 8.00 0.00
6594135.87 2354228.69 8.00 0.00
6593915.85 2354229.48 8.00 0.00
6593915.31 2354049.47 8.00 0.00
6593915.19 2354009.47 8.00 0.00
6591704.86 2354015.65 8.00 0.00
6591701.44 2354057.46 8.00 0.00
6591702.69 2354369.21 8.00 0.00
6591707.64 2354709.38 8.00 0.00
6591705.42 2355053.25 8.00 0.00
6591706.66 2355365.23 8.00 0.00
6591706.90 2355425.24 8.00 0.00
6591708.15 2355737.30 8.00 0.00
6591709.39 2356047.21 8.00 0.00
6591709.63 2356107.22 8.00 0.00
6591710.91 2356427.24 8.00 0.00
6591711.51 2356577.25 8.00 0.00
Barrier(s)
Name Sel. M. ID Absorption Z-Ext. Cantilever Height Coordinates left right horz. vert. Begin End x y z Ground
(ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft)
Building(s)
Name Sel. M. ID RB Residents Absorption Height Coordinates Begin x y z Ground
(ft) (ft) (ft) (ft) (ft)
Ground Absorption(s)
Name Sel. M. ID G Coordinates
x y
(ft) (ft)
Contour(s)
Name Sel. M. ID OnlyPts Height Coordinates
Begin End x y z
(ft) (ft) (ft) (ft) (ft)
Vertical Area Source(s)
Name ID Height Coordinates
Begin End x y z Ground
(ft) (ft) (ft) (ft) (ft) (ft)
Rail
Name Sel. M. ID Lw' Train Class Correct. Vmax
Day Night Track
(dBA) (dBA) (dB) (km(mph)
Sound Level Spectra
Name ID Type Oktave Spectrum (dB) Source
Weight. 31.5 63 125 250 500 1000 2000 4000 8000 A lin
Roads
Name Sel. M. ID Lme Count Data exact Count Data Speed Limit SCS Surface Gradient Mult. Reflection Day Evening Night DTV Str.class. M p (%) Auto Truck Dist. Dstro Type Drefl Hbuild Dist. (dBA) (dBA) (dBA) Day Evening Night Day Evening Night (mph) (mph) (dB) (%) (dB) (ft) (ft) RoadsGeo
Urban Crossroads, Inc.
97 11 I I I I I I I I I I I I I I I
I 1111 1 I I I I I I 1 1 1 I
I 11111 I I I 1 1 1 I
I 1111 I I I
I 1111 I I I 1 1 I
I 11 I I I I I I I I
I 1111 1 I I I I
11 I I I I I I I I I I I I I
I 1111 1 1 I I I 1 1 1 1 1 I I I I I I I 1 1 I

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Name Height Coordinates Dist LSlope
Begin End x y z Ground (ft) (%)
(ft) (ft) (ft) (ft) (ft) (ft)
Urban Crossroads, Inc.
98 I I I

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City of Twentynine Palms
Ofland Hotel Initial Study
H
APPENDIX H: Traffic Report
Available on the City of Twentynine Palms Website:
www.ci.twentynine-palms.ca.us

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YONDER 29 PALMS

TRAFFIC ANALYSIS
Reference Number Agency Date
15631-05 TA Report City of Twentynine Palms April 20, 2024 PREPARED BY: Janette Cachola | [email protected] Marlie Whiteman, P.E. | [email protected]
John Kain, AICP | [email protected]

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2 TABLE OF CONTENTS
Table of Contents ............................................................................................................................................... ii Appendices ............................................................................................................................................. iv List of Exhibits ..................................................................................................................................................... v List of Tables ...................................................................................................................................................... vi List of Abbreviated Terms ............................................................................................................................... vii 1 Introduction............................................................................................................................................... 1

1.1 Summary of Findings..................................................................................................................... 1

1.2 Project Overview........................................................................................................................... 1

1.3 Analysis Scenarios......................................................................................................................... 3

1.4 Study Area..................................................................................................................................... 4

1.5 Analysis Findings........................................................................................................................... 4 2 Methodologies .......................................................................................................................................... 9

2.1 Level of Service ............................................................................................................................. 9

2.2 Intersection Capacity Analysis ...................................................................................................... 9

2.3 Traffic Signal Warrant Analysis Methodology............................................................................. 11

2.4 Minimum Acceptable Levels of Service (LOS)............................................................................. 12 3 Area Conditions ...................................................................................................................................... 13

3.1 Existing Circulation Network....................................................................................................... 13

3.2 City of Twentynine Palms General Plan Circulation Element ..................................................... 13

3.3 Bicycle, Equestrian, & Pedestrian Facilities ................................................................................ 13

3.4 Transit Service............................................................................................................................. 19

3.5 Existing (2023) Traffic Counts ..................................................................................................... 19

3.6 Intersection Operations Analysis................................................................................................ 22

3.7 Traffic Signal Warrants................................................................................................................ 22 4 Projected Future Traffic ......................................................................................................................... 23

4.1 Project Trip Generation............................................................................................................... 23

4.2 Project Trip Distribution.............................................................................................................. 23

4.3 Modal Split.................................................................................................................................. 23

4.4 Project Trip Assignment.............................................................................................................. 23

4.5 Cumulative Development Traffic ................................................................................................ 27

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3 5 Existing Plus Project Traffic Conditions ............................................................................................... 31

5.1 Existing Plus Project Traffic Volume Forecasts ........................................................................... 31

5.2 Intersection Operations Analysis................................................................................................ 31

5.3 Traffic Signal Warrants................................................................................................................ 33 6 Cumulative (2025) Traffic Conditions ................................................................................................... 35

6.1 Cumulative Without Project Traffic Volume Forecasts............................................................... 35

6.2 Cumulative With Project Traffic Volume Forecasts.................................................................... 35

6.3 Intersection Operations Analysis................................................................................................ 35

6.4 Traffic Signal Warrants................................................................................................................ 38 7 General Plan Buildout (2045) Traffic Conditions ................................................................................ 41

7.1 2045 Without Project Traffic Volume Forecasts......................................................................... 41

7.2 2045 With Project Traffic Volume Forecasts .............................................................................. 41

7.3 Intersection Operations Analysis................................................................................................ 44

7.4 Traffic Signal Warrants................................................................................................................ 47 8 Recommendations ................................................................................................................................. 49

8.1 Site Adjacent and Site Access Recommendations...................................................................... 49

8.2 Off‐site Recommendations......................................................................................................... 49

8.3 Local and Regional Funding Mechanisms................................................................................... 52 9 References ............................................................................................................................................... 53

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4 APPENDICES
Appendix 1.1: Approved Traffic Study Scoping Agreement
Appendix 3.1: Traffic Counts – November 2023
Appendix 3.2: Existing (2023) Conditions Intersection Operations Analysis Worksheets Appendix 3.3: Traffic Signal Warrant Analysis Worksheets Appendix 5.1: Existing Plus Project Intersection Operations Analysis Worksheets Appendix 6.1: Cumulative (2025) Without Project Intersection Operations Analysis Worksheets Appendix 6.2: Cumulative (2025) With Project Intersection Operations Analysis Worksheets Appendix 7.1: General Plan (2045) With Project Intersection Operations Analysis Worksheets Appendix 7.2: General Plan (2045) With Project Intersection Operations Analysis Worksheets

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5 LIST OF EXHIBITS
Exhibit 1-1: Preliminary Site Plan ..................................................................................................................... 2 Exhibit 1-2: Study Area ....................................................................................................................................... 5 Exhibit 3-1: Existing Number of Through Lanes and Intersection Controls ............................................. 14 Exhibit 3-2: City of Twentynine palms General Plan Circulation Element ................................................ 15 Exhibit 3-3: City of Twentynine Palms General Plan Roadway Cross-Sections ........................................ 16 Exhibit 3-4: City of Twentynine Palms Trail Facilities ................................................................................... 17 Exhibit 3-5: Existing Pedestrian Facilities ...................................................................................................... 18 Exhibit 3-6: Existing Transit Routes ................................................................................................................ 20 Exhibit 3-7: Existing (2023) Traffic Volumes .................................................................................................. 21 Exhibit 4-1: Project Trip Distribution .............................................................................................................. 25 Exhibit 4-2: Project Only Traffic volumes ...................................................................................................... 26 Exhibit 4-3: Cumulative Development Location Map .................................................................................. 29 Exhibit 5-1: Existing Plus Project Traffic Volumes ........................................................................................ 32 Exhibit 6-1: Cumulative (2025) Without Project Traffic Volumes ............................................................... 36 Exhibit 6-2: Cumulative (2025) With Project Traffic Volumes ..................................................................... 37 Exhibit 7-1: General Plan Buildout (2045) Without Project Traffic Volumes ............................................. 42 Exhibit 7-2: General Plan Buildout (2045) With Project Traffic Volumes ................................................... 46 Exhibit 8-1: Site Access Recommendations ................................................................................................. 50 Exhibit 8-2: Lear Avenue and North Project Access Concept Striping Plan ............................................. 51

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6 LIST OF TABLES
Table 1-1: Intersection Analysis Locations ...................................................................................................... 4 Table 1-2: Summary of LOS ............................................................................................................................... 6 Table 2-1: Signalized Intersection LOS Thresholds ...................................................................................... 10 Table 2-2: Unsignalized Intersection LOS Thresholds ................................................................................. 11 Table 3-1: Intersection Analysis for Existing (2023) Conditions ................................................................. 22 Table 4-1: Project Trip Generation Summary ............................................................................................... 24 Table 4-2: Cumulative Development land use Summary ........................................................................... 28 Table 5-1: Intersection Analysis for Existing Plus Project Conditions ........................................................ 31 Table 6-1: Intersection Analysis for Cumulative (2025) Conditions ........................................................... 38 Table 6-2: Intersection Analysis for Cumulative (2025) Plus Project Conditions ..................................... 39 Table 7-1: General Plan Project Area Trip Generation Comparison .......................................................... 43 Table 7-2: Intersection Analysis for 2045 Without Project Conditions ...................................................... 44 Table 7-3: Intersection Analysis for 2045 With Project Conditions ............................................................ 47

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7 LIST OF ABBREVIATED TERMS
(1) Reference
ADT Average Daily Traffic
CAMUTCD California Manual on Uniform Traffic Control Devices Caltrans California Department of Transportation
CMP Congestion Management Program
DIF Development Impact Fee
E+P Existing Plus Project
HCM Highway Capacity Manual
ITE Institute of Transportation Engineers
LOS Level of Service
MBTA Morongo Basic Transit Authority
MBTM Morongo Basin Transportation Model
NCHRP National Cooperative Highway Research Program
PHF Peak Hour Factor
Project Yonder 29 Palms
RM Room
SBCTA San Bernardino County Transportation Authority
SBTAM San Bernardino Transportation Analysis Model
SCAG Southern California Association of Governments
sf Square Feet
TA Traffic Analysis
v/c Volume to Capacity
vphgpl Vehicles per Hour Green per Lane
WP With Project

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1 1 INTRODUCTION
This report presents the results of the Traffic Analysis (TA) for Yonder 29 Palms (“Project”), which is located on the southeast corner of Lear Avenue at Twentynine Palms Highway in the City of Twentynine Palms, as shown on Exhibit 1-1. The purpose of this TA is to evaluate the potential circulation system deficiencies that may result from the development of the proposed Project, and where necessary recommend improvements to achieve acceptable operations consistent with General Plan level of service goals and policies. This traffic study has been prepared in accordance with the City of Twentynine Palms’ Traffic Impact Analysis Guidelines (February, 2005), the San Bernardino County Congestion Management Program (CMP) Guidelines for CMP Traffic Impact Analysis Reports (Appendix B, 2016 Update), the City of Twentynine Palms’ Vehicle Miles Traveled Policy Guidance (August 2020) and consultation with City staff during the traffic study scoping process. (1) (2) (3) The City approved Project Traffic Study Scoping agreement is provided in Appendix

1.1 of this TA.

1.1 SUMMARY OF FINDINGS
The Project is to construct the following improvements as design features in conjunction with development of the site:
 Construct Lear Avenue along the site’s westerly edge to its ultimate half-section plus 10 feet of pavement west of the centerline as a Collector between Twentynine Palms Highway (SR-62) and Sullivan Road.  Construct Sullivan Road along the site’s southerly edge to its ultimate half-section plus 10 feet of pavement south of the centerline as a Local Street between Lear Avenue and the South Project Access.  The proposed driveways (North Project Access to Lear Avenue and South Project Access to Sullivan Road, including Sullivan Road to Lear Avenue) will be stop controlled for exiting (egress) traffic and will allow for full access.

Additional details and intersection lane geometrics are provided in Section 8 Recommendations of this report. The proposed Project is not anticipated to require the construction of any off-site improvements. As such, the Project Applicant’s responsibility for the Project’s contributions towards deficient off-site intersections is fulfilled through payment into pre-existing fee programs (if applicable) that would be assigned to the future construction of any future local/regional improvement needs. The Project Applicant would be required to pay requisite fees consistent with the City’s requirements (see Section 8.3 Local and Regional Funding Mechanisms).

1.2 PROJECT OVERVIEW
A preliminary site plan for the proposed Project is shown on Exhibit 1-1. The Project is proposed to consist of the development of a 152.7-acre glamping resort with a total of 100 units. Additional amenities include food & beverage space, and a main lodge that could host special events. As indicated on Exhibit 1-1, vehicular access will be provided via the one driveway connection to the extension of Lear Avenue at Cactus Drive, with a secondary access driveway connecting to the easterly extension of Sullivan Road. Regional access to the Project site is accommodated via Twentynine Palms Highway (SR-62). For analysis purposes, it is assumed the Project would open by the end of Year 2025. 1 URBAN CROSSROADS

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SHOSHONE VALLEY ROAD (UNMAINTAINED) (R.O.W. DEDICATION REQUIRED)

SULLIVAN ROAD
(R.O.W. DEDICATION REQUIRED) LEAR AVENUE (UNMAINTAINED) (R.O.W. DEDICATION REQUIRED) PHASE 1 PHASE 2
PHASE 1
PHASE 2
2 URBAN I CROSSROADS
15631 - 01 - Study Area.dwg
EXHIBIT 1-1: PRELIMINARY SITE PLAN
NIVl5 15092 AVENUE OF SCIENCE, SUITE 200
~tNJJ~~5.gtoJ 2128 WWW.NV5.COM
Yonder 29 Palms Traffic Analysis
YONDER HOTf
SITE F

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3 In order to develop the traffic characteristics of the proposed project, trip-generation statistics published in the Institute of Transportation Engineers (ITE) Trip Generation Manual (11th Edition, 2021). (4) The Project is anticipated to generate a net total of 849 external vehicle trip-ends per day with 53 external AM peak vehicle hour trips and 58 external PM peak hour vehicle trips. The assumptions and methods used to estimate the Project’s trip generation characteristics are discussed in greater detail in Section 4.1 Project Trip Generation of this report.

1.3 ANALYSIS SCENARIOS
For the purposes of this traffic study, potential deficiencies to traffic and circulation have been assessed for each of the following conditions:
 Existing (2023) Conditions
 Existing Plus Project (E+P)
 Cumulative (2025)
 Cumulative (2025) Plus Project
 General Plan Buildout (2045) Without Project
 General Plan Buildout (2045) With Project

1.3.1 EXISTING (2023) CONDITIONS
Information for Existing (2023) conditions is disclosed to represent the baseline traffic conditions as they existed at the time this report was prepared. Local schools were in session with in-person instruction at the time of the traffic counts. As such, no further adjustments were made to the existing baseline traffic counts.

1.3.2 EXISTING PLUS PROJECT CONDITIONS
The Existing Plus Project conditions represents Existing (2023) with the addition of the Project. The Existing Plus Project analysis is purely hypothetical because it assumes development occurs instantaneously, and does not portray a realistic analysis of cumulative growth.

1.3.3 CUMULATIVE (2025) CONDITIONS
The Cumulative (2025) traffic conditions analysis determines the potential near-term cumulative circulation system deficiencies. The roadway network is similar to Existing conditions except for new connections to be constructed by the Project. To account for background traffic growth, an ambient growth factor from Existing (2023) conditions of 4.04% (2 percent per year over 2 years) is included for Cumulative (2025) traffic conditions. Conservatively, this TA estimates the area ambient traffic growth and then adds traffic generated by other known or probable related projects.

1.3.4 GENERAL PLAN BUILDOUT (2045) CONDITIONS
Traffic projections for future long range conditions take into account the San Bernardino Transportation Analysis Model (SBTAM) and Morongo Basin Transportation Model (MBTM). The City General Plan/MBTM projections are utilized in this analysis because traffic volumes from that source are significantly higher than SBTAM (largely due to City buildout land use assumptions which are 3 URBAN CROSSROADS

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4 higher than SBTAM socioeconomic data inputs). The Project involves a General Plan Amendment:
from RS-E (Single Family, 1 unit per 2.5 acres) for all 152.7 acres, to 41.9 acres of Tourist Commercial (in the middle of the property where the Project is situated) and 110.8 acres of Open Space Recreational with 10 acre minimum (allows one home per 10 acres).

The General Plan Buildout (2045) traffic conditions analysis determines the potential near-term cumulative circulation system deficiencies. The roadway network is similar to Existing conditions except for new connections to be constructed by the Project. To account for background traffic growth, an ambient growth factor from Existing (2023) conditions of 4.04% (2 percent per year over 2 years) is included for Cumulative (2025) traffic conditions. Conservatively, this TA estimates the area ambient traffic growth and then adds traffic generated by other known or probable related projects.

1.4 STUDY AREA
To ensure that this TA satisfies the City of Twentynine Palms’ traffic study requirements, Urban Crossroads, Inc. prepared a Project traffic study scoping package for review by City of Twentynine Palms staff prior to the preparation of this report. This agreement provides an outline of the Project study area, trip generation, trip distribution, and analysis methodology. The agreement approved by the City is included in Appendix 1.1 of this TA.

The 4 study area intersections shown on Exhibit 1-2 and listed in Table 1-1 were selected for evaluation in this TA based on consultation with City of Twentynine Palms staff. At a minimum, the study area includes intersections where the Project is anticipated to contribute 50 or more peak hour trips per the City’s traffic study guidelines. (1) The “50 peak hour trip” criterion represents a minimum number of trips at which a typical intersection would have the potential to be affected by a given development proposal. The 50 peak hour trip criterion is a traffic engineering rule of thumb that is accepted and widely used within San Bernardino County for estimating a potential area of influence (i.e., study area).

TABLE 1-1: INTERSECTION ANALYSIS LOCATIONS
# Intersection
1 Lear Av. / Twentynine Palms Hwy. (SR-62)
2 Monte Vista Av. / Twentynine Palms Hwy. (SR-62)
3 Lear Av. / Cactus Av. - (Future Intersection)
4 Lear Av. / Sullivan Rd. - (Future Intersection)
5 Lear Av. / N. Project Access - (Future Intersection)

1.5 ANALYSIS FINDINGS
This section provides a summary of the analysis results for Existing (2023), E+P, Cumulative (2025) without and with Project conditions, General Plan Buildout (2045) without and with Project conditions.

A summary of LOS results for all analysis scenarios is presented on Table 1-2. 4 URBAN CROSSROADS

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5 URBAN I CROSSROADS Yonder 29 Palms Traffic Analysis
EXHIBIT 1-2: TRAFFIC ANALYSIS STUDY AREA
15631 - 01 - Study Area.dwg
LEGEND:
f) = EXISTING ANALYSIS LOCATION
@ = FUTURE ANALYSIS LOCATION
--- =FUTURE ROADWAY

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# Intersection AM PM AM PM AM PM AM PM AM PM AM PM
1 Lear Av. / Twentynine Palms Hwy. (SR-62)
- Without Improvements
- With Improvements N/A N/A N/A N/A N/A N/A
2 Monte Vista Av. / Twentynine Palms Hwy. (SR-62)
3 Lear Av. / Cactus Av. N/A N/A N/A N/A
4 Lear Av. / Sullivan Rd. N/A N/A N/A N/A
5 Lear Av. / N. Project Access N/A N/A N/A N/A
Legend:
= A - D = E = F
F:\UXRjobs\_15600_16000\_15600\15631\Excel\[15631 - Report.xlsx]1-2_LOS Summary TABLE 1-2: LEVEL OF SERVICE (LOS) SUMMARY
2045
Without
Project
2045
With
Project
Existing
(2023)
Cumulative
(2025)
Cumulative
(2025)
E+P Plus Project
6 URBAN I CROSSROADS
• • •
Yonder 29 Palms Traffic Analysis
• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •

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7 1.5.1 EXISTING (2023) AND EXISTING PLUS PROJECT CONDITIONS The study area intersections are currently operating at an acceptable LOS under Existing (2023) traffic conditions and would continue to operate at an acceptable LOS with the addition of Project traffic.

No unsignalized study area intersections are anticipated to satisfy traffic signal warrants for Existing and Existing Plus Project conditions.

1.5.2 CUMULATIVE (2025) CONDITIONS
The study area intersections are anticipated to operate at an acceptable LOS under Cumulative (2025) traffic conditions and would continue to operate at an acceptable LOS with the addition of Project traffic.

No unsignalized study area intersections are anticipated to satisfy traffic signal warrants for Cumulative (2025) without or with Project conditions.

1.5.3 GENERAL PLAN BUILDOUT (2045) CONDITIONS
To serve General Plan Buildout traffic growth with or without the Project, separate southbound right and left turn lanes are needed on the north leg of the Lear Avenue / Twentynine Palms Hwy. (SR-62) intersection.

No unsignalized study area intersections are anticipated to satisfy traffic signal warrants for General Plan Buildout (2045) without or with Project conditions. 7 URBAN CROSSROADS

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9 2 METHODOLOGIES
This section of the report presents the methodologies used to perform the traffic analyses summarized in this report. The methodologies described are consistent with City of Twentynine Palms’ Traffic Study Guidelines.

2.1 LEVEL OF SERVICE
Traffic operations of roadway facilities are described using the term "Level of Service" (LOS). LOS is a qualitative description of traffic flow based on several factors, such as speed, travel time, delay, and freedom to maneuver. Six levels are typically defined ranging from LOS A, representing completely free-flow conditions, to LOS F, representing breakdown in flow resulting in stop-and-go conditions.

LOS E represents operations at or near capacity, an unstable level where vehicles are operating with the minimum spacing for maintaining uniform flow.

2.2 INTERSECTION CAPACITY ANALYSIS
The definitions of LOS for interrupted traffic flow (flow restrained by the existence of traffic signals and other traffic control devices) differ slightly depending on the type of traffic control. The LOS is typically dependent on the quality of traffic flow at the intersections along a roadway. The 6th Edition Highway Capacity Manual (HCM) methodology expresses the LOS at an intersection in terms of delay time for the various intersection approaches. (5) The HCM uses different procedures depending on the type of intersection control.

2.2.1 SIGNALIZED INTERSECTIONS
The City of Twentynine Palms requires signalized intersection operations analysis based on the methodology described in the HCM. (5) Intersection LOS operations are based on an intersection’s average control delay. Control delay includes initial deceleration delay, queue move-up time, stopped delay, and final acceleration delay. For signalized intersections LOS is related to the average control delay per vehicle and is correlated to a LOS designation as described on Table 2-1.

Consistent with Appendix B of the San Bernardino County CMP (2), the following saturation flow rates, in vehicles per hour green per lane (vphgpl), will be utilized in the traffic analysis for signalized intersections:

Existing and Cumulative Traffic Conditions:
 Exclusive through: 1800 vphgpl
 Exclusive left: 1700 vphgpl
 Exclusive right: 1800 vphgpl
 Exclusive dual left: 1600 vphgpl
 Exclusive triple left: 1500 vphgpl
General Plan Buildout Conditions:
 Exclusive through: 1900 vphgpl
 Exclusive left: 1800 vphgpl
 Exclusive right: 1900 vphgpl
 Exclusive dual left: 1700 vphgpl
 Exclusive triple left: 100 vphgpl
9 URBAN CROSSROADS

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10 TABLE 2-1: SIGNALIZED INTERSECTION LOS THRESHOLDS
The traffic modeling and signal timing optimization software package Synchro (Version 11) has been utilized to analyze signalized intersections. Synchro is a macroscopic traffic software program that is based on the signalized intersection capacity analysis as specified in the HCM. Macroscopic level models represent traffic in terms of aggregate measures for each movement at the study intersections. Equations are used to determine measures of effectiveness such as delay and queue length. The level of service and capacity analysis performed by Synchro takes into consideration optimization and coordination of signalized intersections within a network.

The peak hour traffic volumes have been adjusted using a peak hour factor (PHF) to reflect peak 15- minute volumes. Customary practice for LOS analysis is to use a peak 15-minute rate of flow.

However, flow rates are typically expressed in vehicles per hour. The PHF is the relationship between the peak 15-minute flow rate and the full hourly volume (e.g., PHF = [Hourly Volume] / [4 x Peak 15- minute Flow Rate]). The use of a 15-minute PHF produces a more detailed analysis as compared to analyzing vehicles per hour. Existing PHFs have been used for all analysis scenarios. Per the HCM, PHF values over 0.95 often are indicative of high traffic volumes with capacity constraints on peak hour flows while lower PHF values are indicative of greater variability of flow during the peak hour. (5)
Description Average Control Delay
(Seconds), V/C ≤ 1.0
Level of Service,
V/C ≤ 1.01
Operations with very low delay occurring with favorable progression and/or short cycle length.
0 to 10.00 A
Operations with low delay occurring with good progression and/or short cycle lengths.

10.01 to 20.00 B
Operations with average delays resulting from fair
progression and/or longer cycle lengths. Individual cycle failures begin to appear.

20.01 to 35.00 C
Operations with longer delays due to a combination of
unfavorable progression, long cycle lengths, or high V/C ratios. Many vehicles stop and individual cycle failures are noticeable.

35.01 to 55.00 D
Operations with high delay values indicating poor
progression, long cycle lengths, and high V/C ratios.

Individual cycle failures are frequent occurrences. This is considered to be the limit of acceptable delay.

55.01 to 80.00 E
Operation with delays unacceptable to most drivers
occurring due to over saturation, poor progression, or very long cycle lengths.

80.01 and up F
Source: HCM, 6th Edition
1 If V/C is greater than 1.0 then LOS is F per HCM.
10 URBAN CROSSROADS

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Yonder 29 Palms Traffic Analysis
15631-05 TA Report.docx
11 2.2.2 UNSIGNALIZED INTERSECTIONS
The City of Twentynine Palms requires the operations of unsignalized intersections be evaluated using the methodology described in the HCM. (5) The LOS rating is based on the weighted average control delay expressed in seconds per vehicle (see Table 2-2). At two-way or side-street stop-controlled intersections, LOS is calculated for each controlled movement and for the left turn movement from the major street, as well as for the intersection as a whole. For approaches composed of a single lane, the delay is computed as the average of all movements in that lane. Delay for the intersection is reported for the worst individual movement at a two-way stop-controlled intersection. For all-way stop controlled intersections, LOS is computed for the intersection as a whole (average delay).

TABLE 2-2: UNSIGNALIZED INTERSECTION LOS THRESHOLDS

2.3 TRAFFIC SIGNAL WARRANT ANALYSIS METHODOLOGY
The term "signal warrants" refers to the list of established criteria used by Caltrans and other public agencies to quantitatively justify or determine the potential need for installation of a traffic signal at an otherwise unsignalized intersection. This TA uses the signal warrant criteria presented in the latest edition of the Caltrans California Manual on Uniform Traffic Control Devices (CA MUTCD). (6) The signal warrant criteria for Existing study area intersections are based upon several factors, including volume of vehicular and pedestrian traffic, frequency of accidents, and location of school areas. The CA MUTCD indicates that the installation of a traffic signal should be considered if one or more of the signal warrants are met. (6) Specifically, this TA utilizes the Peak Hour Volume-based Warrant 3 as the appropriate representative traffic signal warrant analysis for existing traffic conditions and for all future analysis scenarios for existing unsignalized intersections. Warrant 3 is appropriate to use for this TA because it provides specialized warrant criteria for intersections with rural characteristics. For the purposes of this study, the speed limit was the basis for determining whether Urban or Rural warrants were used for a given intersection. Rural warrants have been used as posted speed limits on the major roadways with unsignalized intersections are more than 40 miles per hour (MPH) and urban warrants have been used for roadways with speed limits of 40 MPH or less.

Description Average Control Delay
(Seconds), V/C ≤ 1.0
Level of Service,
V/C ≤ 1.01
Little or no delays. 0 to 10.00 A
Short traffic delays. 10.01 to 15.00 B
Average traffic delays. 15.01 to 25.00 C
Long traffic delays. 25.01 to 35.00 D
Very long traffic delays. 35.01 to 50.00 E
Extreme traffic delays with intersection capacity exceeded. > 50.00 F Source: HCM, 6th Edition
1 If V/C is greater than 1.0 then LOS is F per HCM.
11 URBAN CROSSROADS

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Yonder 29 Palms Traffic Analysis
15631-05 TA Report.docx
12 Future intersections that do not currently exist have been assessed regarding the potential need for new traffic signals based on future average daily traffic (ADT) volumes, using the Caltrans planning level ADT-based signal warrant analysis worksheets. Similarly, the speed limit has been used as the basis for determining the use of Urban and Rural warrants. Traffic signal warrant analyses were performed for all study area intersections
The Existing conditions traffic signal warrant analysis is presented in the subsequent section, Section 3 Area Conditions of this report. Existing Plus Project conditions traffic signal warrant analysis is presented in the subsequent section, Section 5 Existing Plus Project Traffic Conditions The traffic signal warrant analyses for future conditions are presented in Section 6 Cumulative (2025) Traffic Conditions of this report. It is important to note that a signal warrant defines the minimum condition under which the installation of a traffic signal might be warranted. Meeting this threshold condition does not require that a traffic control signal be installed at a particular location, but rather, that other traffic factors and conditions be evaluated in order to determine whether the signal is truly justified. It should also be noted that signal warrants do not necessarily correlate with LOS. An intersection may satisfy a signal warrant condition and operate at or above acceptable LOS or operate below acceptable LOS and not meet a signal warrant.

2.4 MINIMUM ACCEPTABLE LEVELS OF SERVICE (LOS)
Minimum Acceptable LOS and associated definitions of intersection deficiencies have been obtained from each of the applicable surrounding jurisdictions.

2.4.1 CITY OF TWENTYNINE PALMS
The City of Twentynine Palms has established LOS C as the minimum level of service for all new streets within the City (Implementation Policy CI-1.1 of the General Plan Circulation Element).

The City of Twentynine Palms’ Vehicle Miles Traveled Policy Guidance (August 2020) indicates that “LOS is generally not a problem in the City of Twentynine Palms. Most streets and intersection function at LOS A or B. Rush hours are generally not congested. And intersections that were a problem have been improved with traffic signals and upgrades – Rt. 62 at Lear Avenue, Adobe Road, and Utah Trail. The City has no policy requiring LOS to be maintained on existing roads at C or better as some cities do.” (3)
For the purposes of this this analysis, LOS D is recognized as the minimum level of service for existing intersections along State Route 62, while LOS C is the minimum acceptable for future roadways.

2.4.2 CALTRANS
Senate Bill 743 (SB 743), approved in 2013, endeavors to change the way transportation impacts will be determined according to the California Environmental Quality Act (CEQA). The Office of Planning and Research (OPR) has recommended the use of vehicle miles traveled (VMT) as the replacement for automobile delay-based LOS. Caltrans acknowledges automobile delay will no longer be considered a CEQA impact for development projects and uses VMT as the metric for determining impacts on the State Highway System (SHS). However, LOS D has been utilized as the target LOS for Caltrans facilities, consistent with other recent studies in the City.
12 URBAN CROSSROADS

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Yonder 29 Palms Traffic Analysis
15631-05 TA Report.docx
13 3 AREA CONDITIONS
This section provides a summary of the existing circulation network, the City of Twentynine Palms General Plan Circulation Network, and a review of existing peak hour intersection operations and traffic signal warrant analyses.

3.1 EXISTING CIRCULATION NETWORK
Pursuant to the agreement with City of Twentynine Palms staff (Appendix 1.1), the study area includes a total of 4 existing and future intersections as shown previously on Exhibit 1-1. Exhibit 3-1 illustrates the study area intersections located near the proposed Project and identifies the number of through traffic lanes for existing roadways and intersection traffic controls.

3.2 CITY OF TWENTYNINE PALMS GENERAL PLAN CIRCULATION ELEMENT As previously noted, the Project site is located within the City of Twentynine Palms. Exhibit 3-2 shows the City of Twentynine Palms General Plan Circulation Element and Exhibit 3-3 illustrates the City of Twentynine Palms General Plan roadway cross-sections.

Twentynine Palms Highway (SR-62) is designated as an Expressway within the study area.

Arterials can accommodate a minimum of four travel lanes, separated by a raised or painted median.

These facilities typically provide access between Expressways and their destinations. Lear Avenue is designated as an Arterial north of Twentynine Palms Highway.

Collectors include one lane in each direction with a total pavement width of 44 feet. Lear Avenue is designated as a Collector south of Twentynine Palms Highway. Sullivan Road Avenue is designated as a Collector west of Lear Avenue.

Local streets provide direct access to more developed portions of the City and are not designed (or intended) to carry through traffic. Examples of Local Streets within the study area include:
 Monte Vista Avenue
 Cactus Drive

3.3 BICYCLE, EQUESTRIAN, & PEDESTRIAN FACILITIES
Exhibit 3-4 illustrates the City of Twentynine Palms plans for bicycle, equestrian, and pedestrian facilities. Future multi-purpose trails are designated to occur on Lear Avenue north of Twentynine Palms Highway (SR-62) and along Twentynine Palms Highway (SR-62) west of Lear Avenue. Existing pedestrian facilities within the study area are limited to crosswalks on the north leg and east leg of Lear Avenue at Twentynine Palms Highway (SR-62), as shown on Exhibit 3-5. 13 URBAN CROSSROADS

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14 URBAN I CROSSROADS Yonder 29 Palms Traffic Analysis
EXHIBIT 3-1: EXISTING NUMBER OF THROUGH LANES AND INTERSECTION CONTROLS SPEED
· 55 ~
0: ::a ;'.;5
_, N
_4_D_8_,~ __ 4D __ J- •.· 4D TWENTYNINE PALMS HWY. ---~~1--------- 1 CAC US DR.
2U
SULLIVAN RD.
2U
Lear Av./ 2
Twentynine Palms Hwy.
(SR·62)
_!..
+, -r
_J _;.fr --,.. .. Ill
a
.•. •· · ··s1,..,.,.'E· . . . . . . . ........ ·.~.·.. ·.· I I
I:: ... •.•. I I . . . . . I
l:. · .. ·.·.·. < <<< :

L I I< ............................................................................. I I .
1· • .. •.•.•.•. ~J I I tl I . . . . . I
[ j[ T~~Li
o------'
Monte Vista Av. / 3 Lear Av./ 4 Lear Av./ 5 Lear Av./
Twentynine Palms Hwy. Cactus Dr. Sullivan Rd. Sullivan Rd. (SR·62)
_!..
+ -,* FUTURE FUTURE FUTURE
*_j
--+ INTERSEOION INTERSECTION INTERSECTION
,..
15631 - 01 - Study Area.dwg Page 1219 of 1452
15 URBAN I CROSSROADS Yonder 29 Palms Traffic Analysis
EXHIBIT 3-2: CITY OF TWENTYNINE PALMS CIRCULATION PLAN
C
er. ~,
8 z
0 i

VALLE VI A ROAD
-------1 - - - -
IIESA bRrvE ·---------------w------------_.---------- ----TAMBOY OAD Q
g,
Ill:

WHIT OOR ROAD ~ , ---7---z ~, -----
tf1 i I
. I I ~i 4-J* I
I a:: I I I I SUl..LIV ROA0 ~ 'SITE -----------1:rr'-' ~, / i5 /
SOURCE: CITY OF TWENTYNINE PALMS GENERAL PLAN (2012)
LEGEND:
- City Bou dary Twentyn/110, Palms Clrcullrtir>rr
-- Sphere of Influence ($01) Bo dary - 6-La ne Expressway 120' ROW) arine Corp:; Air Ground Combat Cenler (MCAGCC) - - Arterial (10 'ROW} F ooc:lways - Secom! ry (BO' ROW)
San Bernardino County Circuiatfon
Major High ay (104' ROW>
Secondary Highway 88' ROW)
15631 • 01 • Study Area.dwg
- - Collector (66' ROW)
□ SpooelS-wdyAr a

Page 1220 of 1452 ends

16 URBAN I CROSSROADS Yonder 29 Palms Traffic Analysis
R/W
EXHIBIT 3-3: CITY OF TWENTYNINE PALMS ROADWAY CROSS-SECTIONS -------12·------ 40'
UPR£SSWAY
110' RIGHT-OF WAY

ARTERIAL
104" RIGHT-GF-WAY
12'
40'
-•O'T12~-12·--·- __,,. __ ,,T,,~

SECONDARY
ao· RIGHT-OF-WAY
-------12·------
-10·-
-=--------------->£r--
COLJLEaOR
66' RIGHT-OF-WAY
'22''-•-1- .-22•·--,r-r
ae11-------------!J'!J'
oca] treet, 60' Right-of-\ a
----< t-o -- 18'
urb :uuer urb&
idt,ulk
(Ptr an(lord I09)
&
Lrilllle..lli
~ ......... Modified Local treet 50' Riobt-of-\ a
Id ..-~,l;;:-k -lp...---~----:r-----'o!;J"""---::~ld<-.•lk {P<r. and rd 109) (l'or • odonl 11111)
l1ili1· Ultt<r ltlllli •
SOURCE: CITY OF TWENTYNINE PALMS GENERAL PLAN (2012)
15631 - 01 - Study Area.dwg Page 1221 of 1452
17 URBAN I CROSSROADS Yonder 29 Palms Traffic Analysis
EXHIBIT 3-4: CITY OF TWENTYNINE PALMS TRAIL FACILITIES
--------.•·--
LEGEND:

City Boundary
* SITE
-- Sphere of Influence (SOI) Boundary
Marine Corps Air Ground Combat Center (MCAGCC)
Floodways
Trail Type Connections
Copper Mt. College Connection
- Multi-Purpose • Pedestrian, Equestrian & Bicycle
• ■ Multi-Purpose • Pedestrian & Equestrian
Proposed Connector Routes
- Base-Park Connection
- City Center
• Copper Mt. College Connection
- Foothill Connection
High School Connection
15631 - 01 - Study Area.dwg
-+-BLM
• Base
♦ City Property
♦ County
♦ JTNP
w
I
I
I
I
..
--

Page 1222 of 1452 ends

18 URBAN I CROSSROADS Yonder 29 Palms Traffic Analysis
EXHIBIT 3-5: EXISTING PEDESTRIAN FACILITIES
CACTUS'DR.

I
' -
LEGEND:
--- =FUTURE ROADWAY
■ ■ ■ ■ ■ = MARKED CROSSWALK
15631 - 01 - Study Area.dwg Page 1223 of 1452
Yonder 29 Palms Traffic Analysis
15631-05 TA Report.docx
19 3.4 TRANSIT SERVICE
Morongo Basin Transit Authority (MBTA) connects Twentynine Palms and nearby communities. Route 1 (Yucca Valley-Twentynine Palms) serves Twentynine Palms Highway in the study area. The Project location on the southeast corner of Lear Avenue at Twentynine Palms Highway positions it near the Route 1 stop located on the southeast corner of Monte Vista Avenue at Twentynine Palms Highway.

Route 1 continues eastward where transit riders can visit shops and restaurants. In addition, this transit route provides a potential non-automobile option for employees of Yonder 29 Palms to travel between their homes and their job.

Transit service is reviewed and updated by MBTA periodically to address ridership, budget and community demand needs. Changes in land use can affect these periodic adjustments which may lead to either enhanced or reduced service where appropriate. As such, it is recommended that the applicant work in conjunction with MBTA to potentially provide bus service to the site. Existing transit routes in the vicinity of the study area are illustrated on Exhibit 3-6.

3.5 EXISTING (2023) TRAFFIC COUNTS
The intersection LOS analysis is based on the traffic volumes observed during the peak hour conditions using traffic count data collected in November 2023. The following peak hours were selected for analysis:
 Weekday AM Peak Hour (peak hour between 7:00 AM and 9:00 AM)  Weekday PM Peak Hour (peak hour between 4:00 PM and 6:00 PM) The 2023 weekday AM and weekday PM peak hour count data is representative of typical weekday peak hour traffic conditions in the study area. There were no observations made in the field that would indicate atypical traffic conditions on the count dates, such as construction activity or detour routes and near-by schools were in session and operating on normal schedules. The raw manual peak hour turning movement traffic count data sheets are included in Appendix 3.1.

Existing weekday ADT volumes are shown on Exhibit 3-7. Where actual 24-hour tube count data was not available, Existing ADT volumes were based upon factored intersection peak hour counts collected by Urban Crossroads, Inc. using the following formula for each intersection leg:

Weekday PM Peak Hour (Approach Volume + Exit Volume) x 11.765 = Leg Volume

19 URBAN CROSSROADS

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20 URBAN I CROSSROADS Yonder 29 Palms Traffic Analysis
EXHIBIT 3-6: EXISTING TRANSIT ROUTES
LEGEND:
= • YUCCA VALLEY-TWENTYNINE PALMS ROUTE
fe} •BUSSTOP
15631 - 01 - Study Area.dwg Page 1225 of 1452
21 URBAN I CROSSROADS Yonder 29 Palms Traffic Analysis
EXHIBIT 3-7: EXISTING (2023) TRAFFIC VOLUMES
I ;1~ . !!!,_f) I 5.7 -'o 11.2 TWENTYNINE PALMS HWY. •
-;~~ • • .. .. .. .. .. .. .. .. .. .. ] >I
__ 1 __ ·,·'" N; PROJECT ACCESS • • • • • • • • • • • • • • • • • • • • • 1

AM PEAK HOUR
1 Lear Av./ 2 Monte Vista Av. / 3
Twentynine Palms Hwy. Twentynine Palms Hwy.
(SR-62) (SR-62)
:j:N..,._ Ls L1 .... 344 JTl --480
.• H l ,1 ,s
175_j iti l_j iti 375 ..... --N 543 ..... N-t17 17

PM PEAK HOUR
1 Lear Av./ 2 Monte Vista Av. / 3
Twentynine Palms Hwy. Twentynine Palms Hwy.
(SR-62) (SR-62)
"' L13 L1 Nll>CO "' --471 -N- .... 729 .H l ,n .Hl ,14
135_j iti l_j iti 442-- .,..,,..., 565-- ,....-~ 17 47
15631 - 01 - Study Area.dwg
••••••••••••••••••••••••••••••SITE
LEGEND:

Cl) = INTERSECTION ID
L100 • PEAK HOUR INTERSECTION VOLUMES

10.0 = VEHICLES PER DAY {lOOO'S)
NOM • NOMINAL, LESS THAN 50 VEHICLES PER DAY
Lear Av./ 4 Lear Av./ S Lear Av./
Cactus Dr. Sullivan Rd. N. Project Access

FUTURE FUTURE FUTURE

INTERSEOION INTERSECTION INTERSECTION
Lear Av./ 4 Lear Av./ S Lear Av./
Cactus Dr. Sullivan Rd. N. Project Access

FUTURE FUTURE FUTURE

INTERSECTION INTERSECTION INTERSECTION

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Yonder 29 Palms Traffic Analysis
15631-05 TA Report.docx
22 A comparison of the PM peak hour and daily traffic volumes of various roadway segments within the study area indicated that the peak-to-daily relationship is approximately 8.5 percent. As such, the above equation utilizing a factor of 11.765 estimates the ADT volumes on the study area roadway segments assuming a peak-to-daily relationship of approximately 8.5 percent (i.e., 1/0.085 = 11.765) and was assumed to sufficiently estimate average daily traffic (ADT) volumes for planning-level analyses. Existing weekday peak hour intersection volumes are also shown on Exhibit 3-7.

3.6 INTERSECTION OPERATIONS ANALYSIS
Existing peak hour traffic operations have been evaluated for the study area intersections based on the analysis methodologies presented in Section 2.2 Intersection Capacity Analysis of this report. The intersection operations analysis results are summarized on Table 3-1, which indicates that all existing study area intersections are currently operating at acceptable LOS during the peak hours. The intersection operations analysis worksheets are included in Appendix 3.2 of this TA.

TABLE 3-1: INTERSECTION ANALYSIS FOR EXISTING (2023) CONDITIONS Intersection Approach Lanes2
Delay3 Level of
Traffic Northbound Southbound Eastbound Westbound (secs.) Service # Intersection Control1 L T R L T R L T R L T R AM PM AM PM 1 Lear Av. / Twentynine Palms Hwy. (SR-62) TS 0.5 0.5 d 0 1! 0 1 2 0 1 2 0 18.6 18.4 B B 2 Monte Vista Av. / Twentynine Palms Hwy. (SR-62) CSS 0 1! 0 0 1! 0 1* 2 0 1* 2 0 17.5 19.9 C C 3 Lear Av. / Cactus Av. Future Intersection
4 Lear Av. / Sullivan Rd. Future Intersection
5 Lear Av. / N. Project Access Future Intersection

1 TS = Traffic Signal; CSS = Cross-street Stop
2 When a right turn is designated, the lane can either be striped or unstriped. To function as a right turn lane there must be sufficient width for right turning vehicles to travel outside the through lanes.

L = Left; T = Through; R = Right; d = Defacto Right Turn Lane; 0.5 = Shared Lane; 1! = Shared Left/Through/Right lane * = Turn lane accommodated within two-way left-turn lane (TWLTL) median 3 Per the Highway Capacity Manual (6th Edition), overall average intersection delay and level of service are shown for intersections with a traffic signal or all way stop control. For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a single lane) are shown.

3.7 TRAFFIC SIGNAL WARRANTS
Traffic signal warrants for Existing traffic conditions are based on existing peak hour intersection turning volumes. There are no unsignalized study area intersections that currently warrant a traffic signal for Existing traffic conditions. Existing conditions traffic signal warrant analysis worksheets are provided in Appendix 3.3.

22 URBAN CROSSROADS

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15631-05 TA Report.docx
23 4 PROJECTED FUTURE TRAFFIC
The Project is proposed to consist of the development of a 152.7-acre glamping resort with a total of 100 units. Additional amenities include food & beverage space, and a main lodge that could host special events. Vehicular access will be provided via the one driveway connection to the extension of Lear Avenue at Cactus Drive, with a secondary access driveway connecting to the easterly extension of Sullivan Road. Regional access to the Project site is accommodated via Twentynine Palms Highway (SR-62).

4.1 PROJECT TRIP GENERATION
Trip generation represents the amount of traffic which is both attracted to and produced by a development. Determining traffic generation for a specific project is therefore based upon forecasting the amount of traffic that is expected to be both attracted to and produced by the specific land uses being proposed for a given development. In order to develop the traffic characteristics of the proposed project, trip-generation statistics published in the ITE Trip Generation Manual (11th Edition, 2021). (4)
Trip generation rates for the proposed uses and a summary of the proposed Project trip generation are included on Table 4-1. As shown in Table 4-1, the proposed Project is anticipated to generate 894 external vehicle trip-ends per day with 54 external AM peak vehicle hour trips and 62 external PM peak hour vehicle trips.

4.2 PROJECT TRIP DISTRIBUTION
The Project trip distribution and assignment process represents the directional orientation of traffic to and from the Project site The trip distribution pattern is heavily influenced by the geographical location of the site, the location of surrounding uses, and proximity to the surrounding highway network. Exhibit 4-1 illustrates the distribution patterns for the Project.

4.3 MODAL SPLIT
The potential for Project trips (non-truck) to be reduced by the use of public transit, walking or bicycling have not been included as part of the Project’s estimated trip generation. Essentially, the Project’s traffic projections are "conservative" in that these alternative travel modes would reduce the forecasted traffic volumes.

4.4 PROJECT TRIP ASSIGNMENT
The assignment of traffic from the Project area to the adjoining roadway system is based upon the Project trip generation, trip distribution, and the arterial highway and local street system improvements that would be in place by the time of initial occupancy of the Project. Based on the identified Project traffic generation and trip distribution patterns, Project ADT and peak hour intersection turning movement volumes are shown on Exhibit 4-2. 23 URBAN CROSSROADS

Page 1228 of 1452 ends

In Out Total In Out Total
Glamping Units3 330 100 OCC RM 0.27 0.10 0.37 0.20 0.27 0.47 7.87 Food and Beverage 932 3.2 TSF 5.26 4.31 9.57 5.52 3.53 9.05 107.20 In Out Total In Out Total
Glamping Units 330 100 OCC RM 27 10 37 20 27 47 787
(5) (2) (7) (2) (5) (7) (118)
22 8 30 18 22 40 669
Food and Beverage 932 3.2 TSF 17 14 31 18 11 29 343
(2) (5) (7) (5) (2) (7) (118)
15 9 24 13 9 22 225
44 24 68 38 38 76 1,130
(7) (7) (14) (7) (7) (14) (236)
37 17 54 31 31 62 894
F:\UXRjobs\_15600_16000\_15600\15631\Excel\[15631 - Report.xlsx]4-1 - TG 3 Glamping rates are based upon resort accommodations which include guest services and lodge facilities.

Food and Beverage External Trips
Project Subtotal
Internal Capture Subtotal

PROJECT TOTAL EXTERNAL TRIPS
1 Trip Generation Source: Institute of Transportation Engineers (ITE), Trip Generation Manual, 11th Edition (2021). 2 OCC RM = Occupied Room; TSF = Thousand Square Feet
Internal to Food & Beverage
Glamping Units External Trips
Internal to Glamping Units
Trip Generation Results
Land Use
ITE LU
Code Quantity2
AM Peak Hour PM Peak Hour
Daily
Land Use
ITE LU
Code Quantity2
AM Peak Hour PM Peak Hour
Daily
TABLE 4-1: PROJECT TRIP GENERATION SUMMARY
Trip Generation Rates1
24 URBAN I CROSSROADS Yonder 29 Palms Traffic Analysis

Page 1229 of 1452 ends

25 70
URBAN I CROSSROADS Yonder 29 Palms Traffic Analysis
EXHIBIT 4-1: PROJECT TRIP DISTRIBUTION
"'
SULLIVAN RD.
15631 - 01 - Study Area.dwg
TWENTYNINE PALMS HWY.

LEGEND:
10 = PERCENT O/FROM PROJECT
--- =FUTURE ROADWAY
15 I

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26 URBAN I CROSSROADS Yonder 29 Palms Traffic Analysis
EXHIBIT 4-2: PROJECT ONLY TRAFFIC VOLUMES
I ;1, . !!:!..._9 0.6 -'o 0.1 TWENTYNINE PALMS HWY. •
t;; I I -!no,: ..................... 1
> ----
1 4:lt-O.I . . . . N; PROJECT ACCESS • • • • • • • • • • • • • • • • • • • • • I ••••••••••••••••••••••••••••••SITE
NOM LEGEND:

AM PEAK HOUR
1 Lear Av./ 2 Monte Vista Av. / 3
Twentynine Palms Hwy. Twentynine Palms Hwy.
(SR-62) (SR·62)
ONO Lo 000 Lo --o --12 .• H l ,6 .Hl ,o
o_j iti o_j iti o-- ~-,-,, 26-- 000 267 07

PM PEAK HOUR
1 Lear Av./ 2 Monte Vista Av. / 3
Twentynine Palms Hwy. Twentynine Palms Hwy.
(SR-62) (SR-62)
ONO Lo 000 Lo --o --22 .J t l ,s .J t l ,o
o_j iti o_j iti o-- NNU'l 22-- 000 227 N 07
15631 - 01 - Study Area.dwg
-NO
.Hl
2_j
o--
07 NNO
.J • l
2_j
o--
07 Cl) = INTERSECTION ID
L100 • PEAK HOUR INTERSECTION VOLUMES

10.0 = VEHICLES PER DAY {lOOO'S)
NOM • NOMINAL, LESS THAN 50 VEHICLES PER DAY
Lear Av./ 4 Lear Av./ S Lear Av./
Cactus Dr. Sullivan Rd. N. Project Access
~IL, Lo
--o N;;:; L14
,o .J l--1 tl ,1
iti o_j ti o-o 2-- -N
Lear Av./ 4 Lear Av./ S Lear Av./
Cactus Dr. Sullivan Rd. N. Project Access
~IL, Lo
--o N~ L26
,o .J l--2 t l ,2
iti o_j ti ONO 2-- NN

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Yonder 29 Palms Traffic Analysis
15631-05 TA Report.docx
27 4.5 CUMULATIVE DEVELOPMENT TRAFFIC
Future year traffic forecasts have been based upon background (ambient) growth at 2% per year for 2025 traffic conditions. The total ambient growth is 4.04% for 2025 traffic conditions. The ambient growth factor is intended to approximate regional traffic growth. Ambient growth has been added to daily and peak hour traffic volumes on surrounding roadways, in conjunction with traffic generated by the development of future projects that have been approved but not yet built and/or for which development applications have been filed and are under consideration by governing agencies.

Opening Year Cumulative (2025) traffic volumes are provided in Section 5 of this report. The traffic generated by the proposed Project was then manually added to the base volume to determine Opening Year Cumulative “With Project” forecasts.

A cumulative project list was developed for the purposes of this analysis through consultation with planning and engineering staff from the City of Twentynine Palms. The cumulative projects listed are those that would generate traffic and would contribute traffic to study area intersections. Exhibit 4-3 illustrates the cumulative development location map. A summary of cumulative development projects and their proposed land uses are shown on Table 4-2.

If applicable, traffic volumes generated by individual cumulative projects were manually added to the cumulative forecasts to ensure that traffic generated by the listed development projects on Table 4-2 are reflected as part of the background traffic.

The cumulative traffic analyses include the following traffic conditions, with the various traffic components:
 Cumulative (2025) Without Project
o Existing 2023 counts
o Ambient growth (4.04%)
o Cumulative Development traffic
 Cumulative (2025) With Project
o Existing 2023 counts
o Ambient growth (4.04%)
o Cumulative Development traffic
o Project traffic
27 URBAN CROSSROADS

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Yonder 29 Palms Traffic Analysis
15631-05 TA Report.docx
28 TABLE 4-2: CUMULATIVE DEVELOPMENT LAND USE SUMMARY
ID Project Name Land Use Quantity Units1
TP1 Micro Brewery Building Renovation Drinking Place 1.475 TSF TP2 Restaurant/Coffee Bar Building Renovation Coffee Shop without Drive-Through Window 4.200 TSF TP3 Coffee Shop New Building (Drive-Thru) Coffee Shop with Drive-Through Window 1.800 TSF TP4 Laundromat Building Renovation -- 3.972 TSF
TP5 Ice Cream/Juice Bar Building Renovation Fast Casual Restaurant 4.100 TSF TP6 Theatre 29 Expansion Movie Theater 60 Seats
TP7 32 New Casitas Multifamily Housing (Low-Rise) 32 DU TP8 Museum Expansion New Building Museum 2.432 TSF
TP9 Project Phoenix
Business Hotel 95 Room
Recreational Community Center 26.500 TSF
Shopping Center 2.500 TSF
High-Turnover (Sit-Down) Restaurant 2.500 TSF
TP10 O'Reilly Auto Parts Automobile Parts Sales 7.396 TSF TP11 Depierro Car Wash & Restaurant
(TPM 20501)
Fast Food Restaurant w/o Drive Thru 2.500 TSF
Automated Car Wash 1 Tunnel
TP12 Grocery Outlet (Under Construction) Grocery Store 16.0 TSF TP13 Taco Bell Fast Food Restaurant w/ Drive Thru 2.240 TSF TP14 Wander Hotel Hotel 95 Room
TP15 Dollar General Retail Store 10.640 TSF
1 DU = Dwelling Unit; RM = Room; TSF = Thousand Square Feet

28 URBAN CROSSROADS

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SITE
TP9
TP7 TP11
TP10 TP3
TP4
TP1
TP14
TP15
TP12
TP6
TP5
TP8
TP13 TP2
Sources: Esri, HERE, Garmin, Intermap, increment P Corp., GEBCO, USGS, FAO, NPS, NRCAN,GeoBase, IGN, Kadaster NL, Ordnance Survey, Esri Japan, METI, Esri China (Hong Kong), (c) _OpenStreetMap contributors, and the GIS User Community N
29 URBAN I CROSSROADS
;:

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EXHIBIT 4-3: CUMULATIVE DEVELOPMENT LOCATION MAP
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Yonder 29 Palms Traffic Analysis
C.:.11e lod n
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~-------------fwentynlne•Palms·Hwy tynlne Plllms Hwy---1!2 51 c Oollllfl H,1 g .., a:
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15631 - 01 - Study Area.dwg
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Yonder 29 Palms Traffic Analysis
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30 This page intentionally left blank
30 URBAN CROSSROADS

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31 5 EXISTING PLUS PROJECT TRAFFIC CONDITIONS
This section discusses the methods used to develop Existing Plus Project traffic forecasts, and the resulting intersection operations and traffic signal warrant analyses.

The lane configurations and traffic controls assumed to be in place for Existing Plus Project conditions are consistent with those shown previously on Exhibit 3-1, except for Project driveways and those facilities assumed to be constructed by the Project to provide site access (e.g., intersection and roadway improvements along the Project’s frontage and driveways).

5.1 EXISTING PLUS PROJECT TRAFFIC VOLUME FORECASTS
This scenario includes Existing (2023) traffic in conjunction with the addition of Project traffic. The weekday ADT and peak hour volumes which can be expected for Existing Plus Project traffic conditions are shown on Exhibit 5-1.

5.2 INTERSECTION OPERATIONS ANALYSIS
As shown on Table 5-1, there are no study area intersections that are anticipated to operate at a deficient LOS during any of the peak hours for Existing Plus Project traffic conditions.

The intersection operations analysis worksheets for Existing Plus Project traffic conditions are included in Appendix 5.1 of this TA.

TABLE 5-1: INTERSECTION ANALYSIS FOR EXISTING PLUS PROJECT CONDITIONS Intersection Approach Lanes2
Delay3 Level of
Traffic Northbound Southbound Eastbound Westbound (secs.) Service # Intersection Control1 L T R L T R L T R L T R AM PM AM PM 1 Lear Av. / Twentynine Palms Hwy. (SR‐62) TS 0.5 0.5 d 0 1! 0 1 2 0 1 2 0 18.7 18.5 B B 2 Monte Vista Av. / Twentynine Palms Hwy. (SR‐62) CSS 0 1! 0 0 1! 0 1* 2 0 1* 2 0 18.1 21.9 C C 3 Lear Av. / Cactus Av. CSS 0.5 0.5 0 0 1 0 0 1! 0 0 0 0 8.6 8.6 A A 4 Lear Av. / Sullivan Rd. CSS 0 0 0 0 1! 0 0.5 0.5 0 0 1 0 8.5 8.5 A A 5 Lear Av. / N. Project Access CSS 0 1 0 0.5 0.5 0 0 0 0 0 1! 0 8.4 8.5 A A 1 TS = Traffic Signal; CSS = Cross-street Stop
2 When a right turn is designated, the lane can either be striped or unstriped. To function as a right turn lane there must be sufficient width for right turning vehicles to travel outside the through lanes.

L = Left; T = Through; R = Right; d = Defacto Right Turn Lane; 0.5 = Shared Lane; 1! = Shared Left/Through/Right lane; 1 = Improvement * = Turn lane accommodated within two-way left-turn lane (TWLTL) median 3 Per the Highway Capacity Manual (6th Edition), overall average intersection delay and level of service are shown for intersections with a traffic signal or all way stop control. For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a single lane) are shown.

31 URBAN CROSSROADS

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32 URBAN I CROSSROADS Yonder 29 Palms Traffic Analysis
EXHIBIT 5-1: EXISTING PLUS PROJECT TRAFFIC VOLUMES
I ;1~ . !!:!,_f) 16.4 -'o 11.3 TWENTYNINE PALMS HWY. •
t;; - I I -!n-,: ..................... 1
> ----
1 4:lt-O.I . . . . N; PROJECT ACCESS • • • • • • • • • • • • • • • • • • • • • I

AM PEAK HOUR
1 Lear Av./ 2 Monte Vista Av. / 3
Twentynine Palms Hwy. Twentynine Palms Hwy.
(SR-62) (SR-62)
:!vr--- Ls L1 .... 344 JTl --492
.• H l ,1 ,s
175_j iti l_j iti 375 ..... ~NU'I 569-- N-t277 17

PM PEAK HOUR
1 Lear Av./ 2 Monte Vista Av. / 3
Twentynine Palms Hwy. Twentynine Palms Hwy.
(SR-62) (SR-62)
"' L13 L1 Nt-CO "' --471 -N- --751 .J t l ,16 .J • l ,14 135_j iti l_j iti 442-- -ot-CO 587-- ,....-~ 237 N 47
15631 - 01 - Study Area.dwg
••••••••••••••••••••••••••••••SITE
_...,
.lt
2_j
17 N...,
j t
2_j
17 LEGEND:

Cl) = INTERSECTION ID
L100 • PEAK HOUR INTERSECTION VOLUMES

10.0 = VEHICLES PER DAY {lOOO'S)
Lear Av./ 4 Lear Av./ S Lear Av./
Cactus Dr. Sullivan Rd. N. Project Access
~IL, ...,;;:; L14 .J l--1 tl ,1
it l_j ti -N 2-- NN
Lear Av./ 4 Lear Av./ S Lear Av./
Cactus Dr. Sullivan Rd. N. Project Access
-NIL, "' L26 ...,N
.J l--2 t l ,2
i t l_j _,,, ti 2-- ...,N

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Yonder 29 Palms Traffic Analysis
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33 5.3 TRAFFIC SIGNAL WARRANTS
The traffic signal warrant analysis for Existing Plus Project traffic conditions are based on the peak hour volumes or planning level ADT volume-based traffic signal warrants No study area intersections are anticipated to meet either peak hour volume or ADT volume-based warrants for Existing Plus Project traffic conditions (see Appendix 3.3).

33 URBAN CROSSROADS

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34 URBAN CROSSROADS

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35 6 CUMULATIVE (2025) TRAFFIC CONDITIONS
This section discusses the methods used to develop Cumulative (2025) Without and With Project traffic forecasts, and the resulting intersection operations and traffic signal warrant analyses.

The lane configurations and traffic controls assumed to be in place for Cumulative (2025) conditions are consistent with those shown previously on Exhibit 3-1, with the exception of the following:
 Project driveways and those facilities assumed to be constructed by the Project to provide site access are also assumed to be in place for Cumulative conditions With Project only (e.g., intersection and roadway improvements along the Project’s frontage and driveways).  If applicable, driveways and those facilities assumed to be constructed by cumulative developments to provide site access are also assumed to be in place for Cumulative conditions only.

6.1 CUMULATIVE WITHOUT PROJECT TRAFFIC VOLUME FORECASTS This scenario includes Existing traffic volumes plus an ambient growth factor of 4.04% plus traffic from pending and approved but not yet constructed known development projects in the area. The weekday ADT and peak hour volumes which can be expected for Cumulative (2024) Without Project traffic conditions are shown on Exhibit 6-1.

6.2 CUMULATIVE WITH PROJECT TRAFFIC VOLUME FORECASTS
This scenario includes Cumulative (2025) Without Project traffic in conjunction with the addition of Project traffic. The weekday ADT and peak hour volumes which can be expected for Cumulative (2025) With Project traffic conditions are shown on Exhibit 6-2.

6.3 INTERSECTION OPERATIONS ANALYSIS

6.3.1 CUMULATIVE (2025) WITHOUT PROJECT TRAFFIC CONDITIONS LOS calculations were conducted for the study intersections to evaluate their operations under Cumulative (2025) Without Project conditions with roadway and intersection geometrics consistent with Section 6.1 Roadway Improvements. As shown on Table 6-1, the study area intersections are anticipated to operate at an acceptable LOS under Cumulative (2025) Without Project traffic conditions
The intersection operations analysis worksheets for Cumulative (2025) Without Project traffic conditions are included in Appendix 6.1 of this TA.
35 URBAN CROSSROADS

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36 URBAN I CROSSROADS Yonder 29 Palms Traffic Analysis
EXHIBIT 6-1: CUMULATIVE (2025) WITHOUT PROJECT TRAFFIC VOLUMES J 18.1 ;1~ IU TWEN~NIU~HN . •
-::,;:~... c:c • .1 I
<( ~. . .................... .
t;; I I
> ____ ,·!- N; PROJECT ACCESS • • • • • • • • • • • • • • • • • • • • • I

AM PEAK HOUR
1 Lear Av./ 2
Twentynine Palms Hwy.
(SR·62)
.... La :!N= ---425
.• H l ,1
182_j iti 462--- --N
17 PM PEAK HOUR
1 Lear Av./ 2
Twentynine Palms Hwy.
(SR·62)
0 L17 ~&n~ --558 .H l ,n
140_j iti 533_.., ....... ..., 17
15631 - 01 - Study Area.dwg
Monte Vista Av. / 3
Twentynine Palms Hwy.
(SR·62)
L1
JTl --567
,5
l_j iti 637--- N-r--
17 Monte Vista Av. / 3
Twentynine Palms Hwy.
(SR·62)
L1 -N- --826 .Hl ,15
l_j iti 661--- ,....-~
47 ••••••••••••••••••••••••••••••SITE
LEGEND:

Cl) = INTERSECTION ID
L100 • PEAK HOUR INTERSECTION VOLUMES

10.0 = VEHICLES PER DAY {lOOO'S)
Lear Av./ 4 Lear Av./ S Lear Av./
Cactus Dr. Sullivan Rd. N. Project Access

FUTURE FUTURE FUTURE

INTERSEOION INTERSECTION INTERSECTION
Lear Av./ 4 Lear Av./ S Lear Av./
Cactus Dr. Sullivan Rd. N. Project Access

FUTURE FUTURE FUTURE

INTERSECTION INTERSECTION INTERSECTION

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37 URBAN I CROSSROADS Yonder 29 Palms Traffic Analysis
EXHIBIT 6-2: CUMULATIVE (2025) WITH PROJECT TRAFFIC VOLUMES I ;1~ . !!!,_f) 18.7 -'o 13.5 TWENTYNINE PALMS HWY. •
t;; - I I -!n-,: ..................... 1
> ----
1 4:lt-0•
8 . . . . N; PROJECT ACCESS • • • • • • • • • • • • • • • • • • • • • I

AM PEAK HOUR
1 Lear Av./ 2 Monte Vista Av. / 3
Twentynine Palms Hwy. Twentynine Palms Hwy.
(SR·62) (SR·62)
... La L1
::!:st= --425 JTl --579
.• H l ,1 ,5
182_j iti l_j iti 462-- ~NU'I 663-- N-r--
277 17

PM PEAK HOUR
1 Lear Av./ 2 Monte Vista Av. / 3
Twentynine Palms Hwy. Twentynine Palms Hwy.
(SR·62) (SR·62)
0 L17 L1 ~r,..~ --558 -N- --848 .J t l ,16 .J • l ,15
140_j iti l_j iti 533 ..... -or--co 683-- ,....-~ 237 N 47 15631 - 01 - Study Area.dwg
••••••••••••••••••••••••••••••SITE
_...,
.lt
l_j
17 N<'"l
j t
2_j
17 LEGEND:

Cl) = INTERSECTION ID
L100 • PEAK HOUR INTERSECTION VOLUMES

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Yonder 29 Palms Traffic Analysis
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38 TABLE 6-1: INTERSECTION ANALYSIS FOR CUMULATIVE (2025) CONDITIONS Intersection Approach Lanes2
Delay3 Level of
Traffic Northbound Southbound Eastbound Westbound (secs.) Service # Intersection Control1 L T R L T R L T R L T R AM PM AM PM 1 Lear Av. / Twentynine Palms Hwy. (SR-62) TS 0.5 0.5 d 0 1! 0 1 2 0 1 2 0 18.9 19.1 B B 2 Monte Vista Av. / Twentynine Palms Hwy. (SR-62) CSS 0 1! 0 0 1! 0 1* 2 0 1* 2 0 20.9 25.4 C D 3 Lear Av. / Cactus Av. Future Intersection
4 Lear Av. / Sullivan Rd. Future Intersection
5 Lear Av. / N. Project Access Future Intersection

6.3.2 CUMULATIVE (2025) WITH PROJECT TRAFFIC CONDITIONS As shown on Table 6-2, there are no study area intersections that are anticipated to operate at a deficient LOS during any of the peak hours for Cumulative (2025) With Project traffic conditions with the addition of Project traffic.

The intersection operations analysis worksheets for Cumulative (2025) With Project traffic conditions are included in Appendix 6.2 of this TA.

6.4 TRAFFIC SIGNAL WARRANTS
The traffic signal warrant analysis for Cumulative (2025) traffic conditions are based on the peak hour volumes or planning level ADT volume-based traffic signal warrants. No study area intersections are anticipated to meet either peak hour volume or ADT volume-based warrants for Cumulative (2025) Without and With Project traffic conditions (see Appendix 3.3). 38 URBAN CROSSROADS

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39 TABLE 6-2: INTERSECTION ANALYSIS FOR CUMULATIVE (2025) PLUS PROJECT CONDITIONS Intersection Approach Lanes2
Delay3 Level of
Traffic Northbound Southbound Eastbound Westbound (secs.) Service # Intersection Control1 L T R L T R L T R L T R AM PM AM PM 1 Lear Av. / Twentynine Palms Hwy. (SR-62) TS 0.5 0.5 d 0 1! 0 1 2 0 1 2 0 19.0 19.2 B B 2 Monte Vista Av. / Twentynine Palms Hwy. (SR-62) CSS 0 1! 0 0 1! 0 1* 2 0 1* 2 0 21.6 26.4 C D 3 Lear Av. / Cactus Av. CSS 0.5 0.5 0 0 1 0 0 1! 0 0 0 0 8.6 8.6 A A 4 Lear Av. / Sullivan Rd. CSS 0 0 0 0 1! 0 0.5 0.5 0 0 1 0 8.5 8.5 A A 5 Lear Av. / N. Project Access CSS 0 1 0 0.5 0.5 0 0 0 0 0 1! 0 8.4 8.5 A A 1 TS = Traffic Signal; CSS = Cross-street Stop
2 When a right turn is designated, the lane can either be striped or unstriped. To function as a right turn lane there must be sufficient width for right turning vehicles to travel outside the through lanes.

39 URBAN CROSSROADS

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41 7 GENERAL PLAN BUILDOUT (2045) TRAFFIC CONDITIONS
This section discusses the methods used to develop General Plan Buildout (2045) Without and With Project traffic forecasts, and the resulting intersection operations and traffic signal warrant analyses.

The lane configurations and traffic controls assumed to be in place for General Plan Buildout (2045) take into consideration the City of Twentynine Palms General Plan Circulation Element (Exhibit 3-2).

As note previously, Twentynine Palms Highway (SR-62) is designated as an Expressway within the study area. Lear Avenue is designated as an Arterial north of Twentynine Palms Highway.

7.1 2045 WITHOUT PROJECT TRAFFIC VOLUME FORECASTS
Two sources of traffic projections for long range future conditions have been reviewed in order to determine General Plan Buildout (2045) traffic conditions in the study area: (1) the San Bernardino Transportation Analysis Model (SBTAM), a subregional analysis tool developed to assist local jurisdictions and agencies utilize forecasts that are consistent with the SCAG Regional Model, and (2) the Morongo Basin Transportation Model (MBTM), an analysis tool used by the City or Twentynine Palms to evaluate traffic conditions with buildout of the City’s General Plan (Citywide Traffic Fee Program Traffic Study, March 6, 2007) (7).

Because the MBTM includes socioeconomic data inputs which directly represent General Plan buildout land uses (buildout likely to occur beyond 2045), traffic volume projections from that source are significantly higher than SBTAM traffic volumes. The City General Plan/MBTM projections are therefore utilized in this analysis.

The “without Project” designation (currently approved) for the site is RS-E (Single Family, 1 unit per 2.5 acres), which could allow up to 61 homes on the property.

The weekday ADT and peak hour volumes which can be expected for General Plan Buildout (2045) Without Project traffic conditions are shown on Exhibit 7-1.

7.2 2045 WITH PROJECT TRAFFIC VOLUME FORECASTS
The Project involves a General Plan Amendment: from RS-E (Single Family, 1 unit per 2.5 acres) for all 152.7 acres, to 41.9 acres of Tourist Commercial (in the middle of the property where the Project is situated) and 110.8 acres of Open Space Recreational with 10 acre minimum (allows one home per 10 acres).

Table 7-1 shows the differences in trip generation between the currently approved land use for the property and the Project land use changes.
41 URBAN CROSSROADS

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42 URBAN I CROSSROADS Yonder 29 Palms Traffic Analysis
EXHIBIT 7-1: GENERAL PLAN BUILDOUT (2045)

WITHOUT PROJECT TRAFFIC VOLUMES
I ;1; . !!l,_9 41.3 -'o 36.6 TWENTYNINE PALMS HWY. •
-!no,: ........................ 1
t;; I I
> f)1~.!. NO PROJECT ACCESS • • • • • • • • • • • • • • • • • • • • • • • • I ~ . . 1 ~ Qt•• dti ////// / } !

AM PEAK HOUR
1 Lear Av./ 2
Twentynine Palms Hwy.
(SR·62)
N..,. L104 :2rwi0' .... 977 .. H l ,3
437_j iti 1075-- ...,Nr87 N

PM PEAK HOUR
1 Lear Av./ 2
Twentynine Palms Hwy.
(SR·62)
ico5! L141
--1286 .J t l ,18
280_j iti 1143-- 2: .......... 267
15631 - 01 - Study Area.dwg
.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.s·rT'T'D .•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.••. i.·.1.,·.~ . ..., I
Monte Vista Av. / 3
Twentynine Palms Hwy.
(SR·62)
L1
JTl --1155 N,O
,6 .lt
l_j iti 2_j
1511-- N-CO 17
17 Monte Vista Av. / 3
Twentynine Palms Hwy.
(SR·62)
L1 0 -N- --1870 -N
.J • l ,11 j t
l_j iti 2_j
1435-- ,....-~ 17
47 LEGEND:

Cl) = INTERSECTION ID
L100 • PEAK HOUR INTERSECTION VOLUMES

10.0 = VEHICLES PER DAY {lOOO'S)
Lear Av./ 4 Lear Av./ S Lear Av./
Cactus Dr. Sullivan Rd. N. Project Access
NLtl L15 L11 ....,. .J l --1 tl ,1
it 2_j ti -:!! 1-- !:::-
Lear Av./ 4 Lear Av./ S Lear Av./
Cactus Dr. Sullivan Rd. N. Project Access
N~ L11 N~ L6 .J l --1 t l ,1
i t 2_j ti -::2 2-- :::?N

Page 1247 of 1452 ends

In Out Total In Out Total
Glamping Units3 330 100 OCC RM 0.27 0.10 0.37 0.20 0.27 0.47 7.87 Food and Beverage 932 3.2 TSF 5.26 4.31 9.57 5.52 3.53 9.05 107.20 Single Family Detached 210 0.18 0.52 0.70 0.59 0.35 0.94 9.43 In Out Total In Out Total
Single Family Detached 210 61 DU 11 32 43 36 21 57 575
11 32 43 36 21 57 575
In Out Total In Out Total
Glamping Units 330 100 OCC RM 27 10 37 20 27 47 787
(5) (2) (7) (2) (5) (7) (118)
22 8 30 18 22 40 669
Food and Beverage 932 3.2 TSF 17 14 31 18 11 29 343
(2) (5) (7) (5) (2) (7) (118)
15 9 24 13 9 22 225
Single Family Detached 210 11 DU 2 6 8 6 4 10 104
46 30 76 44 42 86 1,234
(7) (7) (14) (7) (7) (14) (236)
PROPOSED GENERAL PLAN PROJECT AREA TOTAL EXTERNAL TRIPS 39 23 62 37 35 72 998 In Out Total In Out Total
Currently Approved General Plan Land Use Project Area 11 32 43 36 21 57 575 Proposed General Plan Land Use Project Area 39 23 62 37 35 72 998 28 -9 19 1 14 15 423
F:\UXRjobs\_15600_16000\_15600\15631\Excel\[15631 - Report.xlsx]7-1 - GP TG AM Peak Hour PM Peak Hour
Daily
3 Glamping rates are based upon resort accommodations which include guest services and lodge facilities.

Land Use
DELTA (Proposed - Previous)

CURRENLTY APPROVED GENERAL PLAN PROJECT AREA TOTAL TRIPS varies
Trip Generation Comparison
Currently Approved General Plan Project Area Land Use Trip Generation Results Internal Capture Subtotal
1 Trip Generation Source: Institute of Transportation Engineers (ITE), Trip Generation Manual, 11th Edition (2021). 2 OCC RM = Occupied Room; TSF = Thousand Square Feet
Internal to Food & Beverage
Glamping Units External Trips
Internal to Glamping Units
Food and Beverage External Trips
Project Area Subtotal
Land Use
ITE LU
Code Quantity2
AM Peak Hour PM Peak Hour
Daily
Proposed General Plan Project Area Land Use Trip Generation Results Land Use
ITE LU
Code Quantity2
AM Peak Hour PM Peak Hour
Daily
PM Peak Hour
Land Use Daily
ITE LU
Code Quantity2
AM Peak Hour
TABLE 7-1: GENERAL PLAN PROJECT AREA TRIP GENERATION COMPARISON Trip Generation Rates1
43 URBAN I CROSSROADS Yonder 29 Palms Traffic Analysis

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44 The weekday ADT and peak hour volumes which can be expected for General Plan Buildout (2045) With Project traffic conditions are shown on Exhibit 7-2.

7.3 INTERSECTION OPERATIONS ANALYSIS

7.3.1 2045 WITHOUT PROJECT TRAFFIC CONDITIONS
LOS calculations were conducted for the study intersections to evaluate their operations under General Plan Buildout (2045) Without Project conditions with roadway and intersection geometrics consistent with Section 6.1 Roadway Improvements.

As shown on Table 7-2, the study area intersections are anticipated to operate at an acceptable LOS under General Plan Buildout (2045) Without Project traffic conditions.

The intersection operations analysis worksheets for 2045 Without Project traffic conditions are included in Appendix 7.1 of this TA.

TABLE 7-2: INTERSECTION ANALYSIS FOR 2045 WITHOUT PROJECT CONDITIONS Intersection Approach Lanes2
Delay3 Level of
Traffic Northbound Southbound Eastbound Westbound (secs.) Service # Intersection Control1 L T R L T R L T R L T R AM PM AM PM 1 Lear Av. / Twentynine Palms Hwy. (SR-62)
- Without Improvements TS 0.5 0.5 d 0 1! 0 1 2 0 1 2 0 32.8 >80 D F - With Improvements TS 0.5 0.5 d 1 1 1> 1 2 0 1 2 0 28.7 37.3 C D 2 Monte Vista Av. / Twentynine Palms Hwy. (SR-62) CSS 0 1! 0 0 1! 0 1* 2 0 1* 2 0 33.6 32.7 C D 3 Lear Av. / Cactus Av. CSS 0.5 0.5 0 0 1 0 0 1! 0 0 0 0 8.6 8.7 A A 4 Lear Av. / Sullivan Rd. CSS 0 0 0 0 1! 0 0.5 0.5 0 0 1 0 8.6 8.7 A A 5 Lear Av. / N. Project Access CSS 0 1 0 0.5 0.5 0 0 0 0 0 1! 0 8.5 8.5 A A 1 TS = Traffic Signal; CSS = Cross-street Stop
2 When a right turn is designated, the lane can either be striped or unstriped. To function as a right turn lane there must be sufficient width for right turning vehicles to travel outside the through
lanes.

To serve General Plan Buildout traffic growth with or without the Project, separate southbound right and left turn lanes are needed on the north leg of the Lear Avenue / Twentynine Palms Hwy. (SR-62) intersection.
44 URBAN CROSSROADS

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45 7.3.2 CUMULATIVE (2025) WITH PROJECT TRAFFIC CONDITIONS As shown on Table 7-3, there are no study area intersections that are anticipated to operate at a deficient LOS during any of the peak hours for General Plan Buildout (2045) With Project traffic conditions with the addition of Project traffic.

45 URBAN CROSSROADS

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46 URBAN I CROSSROADS Yonder 29 Palms Traffic Analysis
EXHIBIT 7-2: GENERAL PLAN BUILDOUT (2045)

WITH PROJECT TRAFFIC VOLUMES
J 41.6 ;J: 36.7 TWEN~NIU~HN . •
t;; - I I -!n-,: ..................... 1
> ----
1 4:lt-0,9 . . . . N; PROJECT ACCESS • • • • • • • • • • • • • • • • • • • • • I

AM PEAK HOUR
1 Lear Av./ 2 Monte Vista Av. / 3
Twentynine Palms Hwy. Twentynine Palms Hwy.
(SR-62) (SR-62)
N..,. L104 L1 :2v0' ..-977 JTl --1149
.• H l ,1 ,6
437_j iti l_j iti 1075-- t::.N..O 1531-- N-CO
287 17

PM PEAK HOUR
1 Lear Av./ 2 Monte Vista Av. / 3
Twentynine Palms Hwy. Twentynine Palms Hwy.
(SR-62) (SR-62)
ico5! L141 -NL1
--1286 --1880 .J t l ,18 .J • l ,11
280_j iti l_j iti 1143-- "'"°"' 1436-- ,....-~ 277 N 47 15631 - 01 - Study Area.dwg
••••••••••••••••••••••••••••••SITE
N...,
.lt
2_j
17 N...,
j t
2_j
17 LEGEND:

Cl) = INTERSECTION ID
L100 • PEAK HOUR INTERSECTION VOLUMES

10.0 = VEHICLES PER DAY {lOOO'S)
Lear Av./ 4 Lear Av./ S Lear Av./
Cactus Dr. Sullivan Rd. N. Project Access
~IL, ..., L19 ...,..., .J l--1 tl ,1
it 2_j ti -N 2-- NN
Lear Av./ 4 Lear Av./ S Lear Av./
Cactus Dr. Sullivan Rd. N. Project Access
~IL, ...,;;; L29 .J l--2 t l ,2
i t 2_j _,,, ti 2-- ...,N

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47 TABLE 7-3: INTERSECTION ANALYSIS FOR 2045 WITH PROJECT CONDITIONS Intersection Approach Lanes2
Delay3 Level of
Traffic Northbound Southbound Eastbound Westbound (secs.) Service # Intersection Control1 L T R L T R L T R L T R AM PM AM PM 1 Lear Av. / Twentynine Palms Hwy. (SR-62)
- Without Improvements TS 0.5 0.5 d 0 1! 0 1 2 0 1 2 0 33.6 >80 D F - With Improvements TS 0.5 0.5 d 1 1 1> 1 2 0 1 2 0 29.6 37.5 C D 2 Monte Vista Av. / Twentynine Palms Hwy. (SR-62) CSS 0 1! 0 0 1! 0 1* 2 0 1* 2 0 33.8 32.7 C D 3 Lear Av. / Cactus Av. CSS 0.5 0.5 0 0 1 0 0 1! 0 0 0 0 8.6 8.6 A A 4 Lear Av. / Sullivan Rd. CSS 0 0 0 0 1! 0 0.5 0.5 0 0 1 0 8.5 8.5 A A 5 Lear Av. / N. Project Access CSS 0 1 0 0.5 0.5 0 0 0 0 0 1! 0 8.4 8.5 A A 1 TS = Traffic Signal; CSS = Cross-street Stop
2 When a right turn is designated, the lane can either be striped or unstriped. To function as a right turn lane there must be sufficient width for right turning vehicles to travel outside the through lanes.

The intersection operations analysis worksheets for General Plan Buildout (2045) With Project traffic conditions are included in Appendix 7.2 of this TA.

7.4 TRAFFIC SIGNAL WARRANTS
The traffic signal warrant analysis for General Plan Buildout (2045) traffic conditions are based on the peak hour volumes or planning level ADT volume-based traffic signal warrants. No study area intersections are anticipated to meet either peak hour volume or ADT volume-based warrants for General Plan Buildout (2045) Without and With Project traffic conditions (see Appendix 3.3). 47 URBAN CROSSROADS

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49 8 RECOMMENDATIONS

8.1 SITE ADJACENT AND SITE ACCESS RECOMMENDATIONS
The following recommendations are based on the minimum improvements needed to accommodate site access and maintain acceptable peak hour operations for the proposed Project. The site adjacent recommendations are shown on Exhibit 8-1 and Exhibit 8-2 illustrates the concept striping plan for improvements along Lear Avenue south of Twentynine Palms Highway (SR-62). Site access intersection improvements include the following:

Lear Avenue & North Project Access (#5)
 Install a stop control on the westbound approach.
 Provide a westbound shared left-right turn lane.

Lear Avenue & Sullivan Road / South Project Access (#4)  Install a stop control on the southbound approach.
 Provide a westbound shared through-right turn lane.

In addition, the Project is to construct the following site-adjacent roadways:
 Construct Lear Avenue along the site’s westerly edge to its ultimate half-section plus 10 feet of pavement west of the centerline as a Collector between Twentynine Palms Highway (SR-62) and Sullivan Road.  Construct Sullivan Road along the site’s southerly edge to its ultimate half-section plus 10 feet of pavement south of the centerline as a Local Street between Lear Avenue and the South Project Access.

On-site traffic signing and striping should be implemented agreeable with the provisions of the California Manual on Uniform Traffic Control Devices (CA MUTCD) and in conjunction with detailed construction plans for the Project site.

Sight distance at each project access point should be reviewed with respect to standard Caltrans and City of Twentynine Palms sight distance standards at the time of preparation of final grading, landscape, and street improvement plans.

8.2 OFF-SITE RECOMMENDATIONS
For Existing plus Project and Cumulative plus Project scenarios, there are no off-site improvements recommended as the study area intersections are anticipated to operate at an acceptable LOS during evaluated peak hours. To serve General Plan Buildout traffic growth with or without the Project, separate southbound right and left turn lanes are needed on the north leg of the Lear Avenue / Twentynine Palms Hwy. (SR-62) intersection. The Project Applicant shall pay requisite fees for the applicable pre-existing fee programs.
49 URBAN CROSSROADS

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50 URBAN I CROSSROADS Yonder 29 Palms Traffic Analysis
EXHIBIT 8-1: SITE ACCESS RECOMMENDATIONS

CONSTRUCT LEAR AVENUE ALONG THE S
\ll"'i!!'-;c------1 TO ITS ULTIMATE HALF-SECTION PLUS 10 FEET

WEST OF THE CENTERLINE AS A COLLECTOR
TWENTYNINE PALMS HIGHWAY (SR-62) ANDS
r ✓ r •✓ f r r .rf' .,..r
.,,r}' .. ✓
N. PROJECT ACCESS
J
/
r f +
\.
........_~z5=...!ir::....::=::=

CONSTRUCT SULLIVAN ROAD ALONG THE SITE'S SOUTHERLY
EDGE TO ITS ULTIMATE HALF-SECTION PLUS 10 FEET OF

PAVEMENT SOUTH OF THE CENTERLINE AS A LOCAL STREET
BETWEEN LEAR AVENUE AND THE SOUTH PROJECT ACCESS.

SIGHT DISTANCE AT THE PROJECT ACCESS POINTS SHOULD BE REVIEWED WITH RESPECT TO

STANDARD CALTRANS AND CITY OF TWENTYNINE PALMS SIGHT DISTANCE STANDARDS AT THE TIME OF PREPARATION OF FINAL GRADING, LANDSCAPE AND STREET IMPROVEMENT PLANS. 1 Lear Av./ 3 Lear Av. / Cactus Dr. 4
Twentynine Palms Hwy.
(SR·62)
.!...
+, --r +!
_J /.fr ---{ ~ -.. .. Ill
a ~
15631 - 01 - Study Area.dwg
Lear Av./ 5
Sullivan Rd.
"'T'" ... 1 ...
-4
Lear Av./
N. Project Access
~
l+ ►
...

ON-SITE TRAFFIC SIGNING AND STRIPING SHOULD BE

IMPLEMENTED AGREEABLE WITH THE PROVISIONS OF

THE CA MUTCD AND IN CONJUNCTION WITH DETAILED
CONSTRUCTION PLANS FOR THE PROJECT SITE.

LEGEND:
0 • INTERSECTION ID L • EXISTING LANE
~ • TRAFFIC SIGNAL ~ • LANE IMPROVEMENT
..A.. • STOP SIGN DEF = DEFACTO RIGHT TURN LANE

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51 URBAN I CROSSROADS Yonder 29 Palms Traffic Analysis
EXHIBIT 8-2: LEAR AVENUE AND N. PROJECT ACCESS CONCEPT STRIPING PLAN

TWENTYNINE
OUTER HWY.

CACTUS DR.
15631 - 01 - Study Area.dwg
0 N.PROJECT
ACCESS

CONSTRUCT LEAR AVENUE ALONG THE SITE'S WESTERLY EDGE
TO ITS ULTIMATE HALF-SECTION PLUS 10 FEET OF PAVEMENT

WEST OF THE CENTERLINE AS A COLLECTOR BETWEEN
TWENTYNINE PALMS HIGHWAY (SR-62) AND SULLIVAN ROAD.
90' 60' 30' 0 90'
SCALE: 1" = 90'

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Yonder 29 Palms Traffic Analysis
15631-05 TA Report.docx
52 8.3 LOCAL AND REGIONAL FUNDING MECHANISMS
Transportation improvements within the City of Twentynine Palms are funded through a combination of direct project mitigation, fair share contributions or development impact fee programs, such as the County’s Measure “I” Fund and the City of Twentynine Palms DIF program. Identification and timing of needed improvements is generally determined through local jurisdictions based upon a variety of factors. The proposed Project would be required to pay DIF fees.

In 2004, the voters of San Bernardino County approved the 30-year extension of Measure “I”, a onehalf of one percent sales tax on retail transactions, through the year 2040, for transportation projects including, but not limited to, infrastructure improvements, commuter rail, public transit, and other identified improvements. The Measure “I” extension requires that a regional traffic impact fee be created to ensure development is paying its fair share. A regional Nexus study was prepared by San Bernardino County Transportation Authority (SBCTA) and concluded that each jurisdiction should include a regional fee component in their local programs in order to meet the Measure “I” requirement. The regional component assigns specific facilities and cost sharing formulas to each jurisdiction and was most recently updated in March 2021. Revenues collected through these programs are used in tandem with Measure “I” funds to deliver projects identified in the Nexus Study.

While Measure “I” is a self-executing sales tax administered by SBCTA, it bears discussion here because the funds raised through Measure “I” have funded in the past and will continue to fund new transportation facilities in San Bernardino County.

52 URBAN CROSSROADS

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Yonder 29 Palms Traffic Analysis
15631-05 TA Report.docx
53 9 REFERENCES

1. City of Twentynince Palms. Traffic Study Policy. Twentynine Palms : s.n., February 22, 2005 (Adopted).

2. San Bernardino Associated Governments. Congestion Management Program for County of San Bernardino. County of San Bernardino : s.n., Updated June 2016.

3. City of Twentynine Palms. Vehicle Miles Traveled Policy Guidance. Twentynine Palms : s.n., August 25, 2020.

4. Institute of Transportation Engineers. Trip Generation Manual. 11th Edition. 2021.

5. Transportation Research Board. Highway Capacity Manual (HCM). 6th Edition. s.l. : National Academy of Sciences, 2016.

6. California Department of Transportation. California Manual on Uniform Traffic Control Devices (CA MUTCD). [book auth.] California Department of Transportation. California Manual on Uniform Traffic Control Devices (CA MUTCD). 2014, Updated March 30, 2021 (Revision 6).

7. Urban Crossroads, Inc. Citywide Traffic Fee Program Traffic Study. March 6, 2007.

53 URBAN CROSSROADS

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APPENDIX 1.1: APPROVED TRAFFIC STUDY SCOPING AGREEMENT

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15631-02 LOS VMT Scope.docx
October 20, 2023
Mr. Richard Pedersen
City of Twentynine Palms
6136 Adobe Road
Twentynine Palms, CA 92277
YONDER 29 PALMS TRAFFIC ANALYSIS AND VMT SCOPE
Dear Mr. Richard Pedersen:

Urban Crossroads, Inc. is pleased to submit this scope for a level of service (LOS) access analysis and vehicle miles traveled (VMT) screening to the City of Twentynine Palms regarding the proposed Yonder 29 Palms development (“Project”). The Project is located on the southeast corner of Lear Avenue at Twentynine Palms Highway in the City of Twentynine Palms. Access to the site is provided via the one driveway connection to the extension of Lear Avenue at Cactus Drive, with a secondary access driveway connecting to the easterly extension of Sullivan Road.

The project consists of a 150-acre glamping resort with a total of 130 units. Additional amenities include food & beverage space, and a main lodge that could host special events. The on-site facilities are connected via a pedestrian / golf cart trail network.

The remainder of this letter describes the proposed analysis methodology, Project trip generation, trip distribution, and analysis scenarios. The following scoping assumptions for the LOS access analysis and VMT screening assessment have been prepared in accordance with the City of Twentynine Palms Traffic Study Policy (February 2005), Planning Commission Resolution No 20-07 (July 2020), and the Adoption of SB743, Vehicle Miles Traveled Policy Guidance Staff Report (August 2020).

A preliminary site plan for the proposed Project is shown on Exhibit 1. Exhibit 2 depicts the location of the proposed project in relation to the existing roadway network. It is anticipated that the Project would be fully developed by year 2025.

TRIP GENERATION
In order to develop the traffic characteristics of the Project, trip-generation statistics published in the Institute of Transportation Engineers (ITE) Trip Generation (11th Edition, 2021) are used. Table 1 shows the vehicle trip generation rates for the Project, as well as the vehicle trip generation summary with daily and peak hour trip generation estimates.

As shown on Table 1, the Project is anticipated to generate a total of 849 external vehicle trip-ends per day with 53 external AM peak vehicle hour trips and 58 external PM peak hour vehicle trips.

1.1-1

URBAN CROSSROADS
20341 SW Birch Street I Suite 230 I Newport Beach, CA 92660 I (949) 660-1994 I urbanxroads.com

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TWENTYNINE PALMS HIGHWAY

SHOSHONE VALLEY ROAD (UNMAINTAINED)
(R.O.W. DEDICATION REQUIRED)

SULLIVAN ROAD
(R.O.W. DEDICATION REQUIRED)

LEAR AVENUE (UNMAINTAINED)
(R.O.W. DEDICATION REQUIRED)
(E) PRIVATE WATER
500'
500' 550'
YONDER - 29 PALMS
29 PALMS, CA 92277

D RAWN BY
C
P

HECKED BY

R O JE C TNO

DATE I SS UE

BOUNDARY WORKS
1910 DIVISADERO ST #3
SAN FRANCISCO, CA 94115
415.203.5132
A0.01

SITE PLAN
######
WS

1.1-2

URBAN I CROSSROADS
~1
~I
o:: I
~ I N. PROJECT
ACCESS
Yonder 29 Palms Traffic Analysis
EXHIBIT 1: PRELIMINARY SITE PLAN
______ d \
--------------------------::=j
15631 - 01 - Scope.dwg Page 1263 of 1452

1.1-3
URBAN I CROSSROADS Yonder 29 Palms Traffic Analysis
CACTUS'DR.
' -
SULLIVAN RD.
15631 - 01 - Scope.dwg
EXHIBIT 2: TRAFFIC ANALYSIS STUDY AREA
LEGEND:
f) = EXISTING ANALYSIS LOCATION
@ = FUTURE ANALYSIS LOCATION
--- =FUTURE ROADWAY
I

Page 1264 of 1452 ends

In Out Total In Out Total
Glamping Units3 330 130 OCC RM 0.27 0.10 0.37 0.20 0.27 0.47 7.87 Food and Beverage 932 3.2 TSF 5.26 4.31 9.57 5.52 3.53 9.05 107.20 In Out Total In Out Total
Glamping Units 330 130 OCC RM 35 13 48 26 35 61 1,023
(9) (2) (11) (5) (8) (13) (210)
(2) (2) (4) (3) (3) (6) (97)
24 9 33 18 24 42 716
Food and Beverage 932 3.2 TSF 17 14 31 18 11 29 343
(2) (9) (11) (8) (5) (13) (210)
15 5 20 10 6 16 133
52 27 79 44 46 90 1,366
(13) (13) (26) (16) (16) (32) (517)
39 14 53 28 30 58 849
F:\UXRjobs\_15600_16000\_15600\15631\Excel\[15631 - Scope.xlsx]15631 - TG Internal to Lodge Event Space
3 Glamping rates are based upon resort accomodations which include guest services and lodge facilities.

Food and Beverage External Trips
Project Subtotal
Internal Capture Subtotal

PROJECT TOTAL EXTERNAL TRIPS
1 Trip Generation Source: Institute of Transportation Engineers (ITE), Trip Generation Manual, 11th Edition (2021). 2 OCC RM = Occupied Room; TSF = Thousand Square Feet
Internal to Food & Beverage
Glamping Units External Trips
Internal to Glamping Units
Land Use
ITE LU
Code Quantity2
AM Peak Hour PM Peak Hour
Daily
Trip Generation Results
Land Use
ITE LU
Code Quantity2
AM Peak Hour PM Peak Hour
Daily
TABLE 1: PROJECT TRIP GENERATION SUMMARY
Trip Generation Rates1

1.1-4
URBAN I CROSSROADS Yonder 29 Palms Traffic Analysis

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City of Twentynine Palms
October 20, 2023

Page 5 of 12 ends

PROJECT TRIP DISTRIBUTION AND ASSIGNMENT
The trip distribution pattern is heavily influenced by the geographical location of the site and the anticipated connections to existing nearby roadways. Exhibit 3 shows the Project trip distribution pattern.

The extension of Lear Avenue south of Twentynine Palms Highway to Sullivan Road is anticipated to be implemented by the Project as a new two-lane roadway (easterly half section of a Collector, plus 10 feet west of centerline to accomplish a 32-foot interim pavement section). Sullivan Road is also anticipated be implemented by the Project between Lear Avenue and the south Project Access as twolane roadway (northerly half section of a Local, plus 10 feet south of centerline to accomplish a 28-foot interim pavement section).

Based on the identified Project traffic generation and trip distribution pattern, Project peak hour intersection turning movement and daily volumes are shown on Exhibit 4.

GENERAL PLAN CIRCULATION ELEMENT
The City of Twentynine Palms General Plan Circulation Element is depicted on Exhibit 5. Roadway cross-sections are shown on Exhibit 6. Twentynine Palms Highway is classified as an Expressway, and Lear Avenue is shown as Collector south of Twentynine Palms Highway.

ANALYSIS SCENARIOS
Consistent with the City’s TA guidelines, intersection analysis will be provided for the following analysis scenarios:
 Existing (2023) Conditions
 Existing Plus Project
 Cumulative (2025)
 Cumulative (2025) plus Project

STUDY AREA
For the LOS analysis study area, the following intersections will be evaluated:
# Intersection
1 Lear Av. / Twentynine Palms Hwy. (SR-62)
2 Monte Vista Av. / Twentynine Palms Hwy. (SR-62)
3 Lear Av. / Cactus Av. – N. Project Dwy. - (Future Intersection) 4 Lear Av. / Sullivan Rd. - (Future Intersection)
Exhibit 2 identifies the proposed study area intersection analysis locations.

1.1-5

URBAN I CROSSROADS

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1.1-6
URBAN I CROSSROADS Yonder 29 Palms Traffic Analysis
EXHIBIT 3: PROJECT TRIP DISTRIBUTION
> <[
<[
> "' ...

V'l <[
> 0: ..., <[
... ..., z _,
70 0 :::.: TWENTYNINE PALMS HWY.
15 CACTUS DR.

I
LEGEND:
10 = PERCENT O/FROM PROJECT
--- = FUTURE PROJECT DRIVEWAY
15631 - 01 - Scope.dwg Page 1267 of 1452

1.1-7
URBAN I CROSSROADS Yonder 29 Palms Traffic Analysis
EXHIBIT 4: PROJECT ONLY TRAFFIC VOLUMES
!,_.6 l :11
V 1 ___ 0_.6 ___ ~,0 0.1 TWENTYNINE PALMS HWY.
~If 11 •• •• •• •• •• •• •• •• •• •• •• •• •• •• •• •• •• •• i I ----,o----

AM PEAK HOUR
1 Lear Av./ 2 Monte Vista Av. / 3
Twentynine Palms Hwy. Twentynine Palms Hwy.
(SR-62) (SR-62)
ONO Lo 000 Lo
-a ----10 .J t l ,6 .J t l ,o
o_j iti o_j iti o- g-N 27- 000 277 o,

PM PEAK HOUR
1 Lear Av./ 2 Monte Vista Av. / 3
Twentynine Palms Hwy. Twentynine Palms Hwy.
(SR-62) (SR-62)
o_o Lo 000 Lo ----o ----21 .H l r4 .H l ,o
o_j iti o_j iti o- NNlll 20- 000 20, o,
15631 - 01 - Scope.dwg
••••••••••••••••••••••••••••••••SITE
Lear Av./ 4 Lear Av./
Cactus Av. Sullivan Rd.

ON~ ~L, L12
----1 .J t l ,o .J l ----1
o_j iti o_j
2- o-o 2-
o,
Lear Av./ 4 Lear Av./
Cactus Av. Sullivan Rd.
0-~ ~IL, L26
----2 .H l ,o J l ----2
o_j iti o_j
1- ONO 1-
o,
LEGEND:
0 = INTERSECTION ID
L100 = PEAK HOUR INTERSECTION VOLUMES

10.0 = VEHICLES PER DAY (IOOO'S)
NOM = NOMINAL, LESS THAN 50 VEHICLES PER DAY

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1.1-8
URBAN I CROSSROADS Yonder 29 Palms Traffic Analysis
EXHIBITS: CITY OF TWENTYNINE PALMS CIRCULATION PLAN

VALLE VI A ROAD
-------~ - - - -
________________________ _, _________ _
AW!OYROA0
I
I
---1--
1 IIESAbRIVE --Tl
SOURCE: CITY OF TWENTYNINE PALMS GENERAL PLAN (2012)
LEGEND:
- City Bou dary Twontfnine Patflls Clr'C'ul.1tfot1
-- Sptiere of I fluence (SOI) Bo dary - 6-Lane Expressway 120' ROW) Marine Corps Air Ground Combat Ce ler (MCAGC C) - - Arterial ( 104' ROW Flooclways - Seconc! ry (80' ROW}
San Bernardino County Circulation
Major Hi hwey (104' ROW)
Secondary Highway 88' ROW
15631 - 01 - Scope.dwg
- • Collector (66' ROW)
pecial Study Area

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1.1-9
URBAN I CROSSROADS Yonder 29 Palms Traffic Analysis
R/W
EXHIBIT 6: CITY OF TWENTYNINE PALMS ROADWAY CROSS-SECTIONS -------12·------ 40'
fXPRESSWAY
110' JUGHT'-OF WA¥

ARTERIAL
104" RIGHT-GF-WAY
12'
40'
-•O'T12~-12·--·- __,,. __ ,,T,,~

SECONDARY
ao· RIGHT-OF-WAY
-------12·------
-10·-
-=--------------->£r--
COLJLEaOR
66' RIGHT-OF-WAY
'22''-•-1- .-22•·--,r-r
ae11-------------!J'!J'
oca] treet, 60' Right-of-\ a
----< t-oo-- 18'
urb :uuer urb&
idt,ulk
(Ptr an(lord I09)
&
Lrilllle..lli
~ ......... Modified Local treet 50' Riobt-of-\ a
Id ..-~,l;;:-k -lp...---~----:r-----'o!;J"""---::~ld<-.•lk {P<r. and rd 109) (l'or • odonl 11111)
l1ili1· Ultt<r ltlllli •
SOURCE: CITY OF TWENTYNINE PALMS GENERAL PLAN (2012)
15631 - 01 - Scope.dwg Page 1270 of 1452
City of Twentynine Palms
October 20, 2023

Page 10 of 12 ends

ANALYSIS METHODOLOGY
Per the City of Twentynine Palms’ General Plan, LOS C as the threshold for acceptable traffic conditions on the circulation network.

For the purposes of this analysis, signalized intersection operations analysis will be based on the methodology described in the Highway Capacity Manual (6th Edition). Intersection LOS operations are based on an intersection’s average control delay. Unsignalized intersections will be evaluated using the methodology described in the HCM 6th Edition. At two-way or side-street stop-controlled intersections, LOS is calculated for each controlled movement and for the left turn movement from the major street, as well as for the intersection as a whole. For approaches composed of a single lane, the delay is computed as the average of all movements in that lane.

TRAFFIC COUNTS
Traffic count data will be collected in the early part of November 2023 during the AM peak period of 7:00 AM to 9:00 AM and PM peak period of 4:00 PM to 6:00 PM.

CUMULATIVE DEVELOPMENT TRAFFIC
It is requested that City staff review the list of cumulative development projects (shown on Exhibit 7 and listed on Table 2) for inclusion in the traffic study. Consistent with other studies performed in the area, an ambient growth rate of 2% per year will be utilized as a minimum if necessary.

The rate will be compounded over a 2-year period (i.e., 1.022years = 1.0404 or 4.04%) for Interim Year (2025) conditions.

VMT SCREENING
Consistent with City Guidelines, the project will be evaluated based on available screening criteria based on the location and project type to determine if a presumption of a less than significant transportation impact can be made. If the Project does not satisfy screening criteria, VMT analysis consistent with the City guidelines will be prepared.

Please review this scope for LOS access analysis and VMT screening, and provide any comments or your concurrence. If you have any questions, please contact John Kain at (949) 375-2435 or Marlie Whiteman at (714) 585-0574.

Respectfully submitted,
URBAN CROSSROADS, INC.

John Kain, AICP Marlie Whiteman, PE
Principal Senior Associate

1.1-10

URBAN I CROSSROADS

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SITE
TP9 TP7 TP11
TP10 TP3
TP7
TP4
TP1
TP14
TP15
TP12
TP7
TP6
TP5
TP8
TP13 TP2
TP7
Sources: Esri, HERE, Garmin, Intermap, increment P Corp., GEBCO, USGS, FAO, NPS, NRCAN,GeoBase, IGN, Kadaster NL, Ordnance Survey, Esri Japan, METI, Esri China (Hong Kong), (c) _OpenStreetMap contributors, and the GIS User Community N

1.1-11
URBAN I CROSSROADS Yonder 29 Palms Traffic Analysis
EXHIBIT 7: CUMULATIVE DEVELOPMENT LOCATION MAP
;:

Q.
1 t iii ... 1/\
r: a:: r; LIJ - C
.....

C
:,: =
,, a: :.:
g !I! .. E 0 z
ic
,5
iii
i:
a:

C "
8 ,, a:
!
VI
·---------------i•wentynlne•Palms·Hwy
C
,; ..,
::, a:
0 C Conorn t::
... "'
C tn
Footn111 Dr
15631 - 01 - Scope.dwg
Chlver on Dr
Dr
T, Mlle Rd
Sunnyslo 01
El Paseo D1 J
Gor nioDr 1
:A
2-----•~r-----= ~·-----Twentynine P.ilms·Hwy
Sulhv n Ro
,...
lie lodd n
-adDr
2 WI<
s
,..

Page 1272 of 1452 ends

ID Project Name Land Use1 Quantity Units2
TP1 Micro Brewery Building Renovation Drinking Place 1.475 TSF TP2 Restaurant/Coffee Bar Building Renovation Coffee Shop without Drive-Through Window 4.200 TSF TP3 Coffee Shop New Building (Drive-Thru) Coffee Shop with Drive-Through Window 1.800 TSF TP4 Laundromat Building Renovation -- 3.972 TSF
TP5 Ice Cream/Juice Bar Building Renovation Fast Casual Restaurant 4.100 TSF TP6 Theatre 29 Expansion Movie Theater 60 Seats
TP7 32 New Casitas Multifamily Housing (Low-Rise) 32 DU TP8 Museum Expansion New Building Museum 2.432 TSF
Business Hotel 95 Room
Recreational Community Center 26.500 TSF
Shopping Center 2.500 TSF
High-Turnover (Sit-Down) Restaurant 2.500 TSF
TP10 O'Reilly Auto Parts Automobile Parts Sales 7.396 TSF Fast Food Restaurant w/o Drive Thru 2.500 TSF
Automated Car Wash 1.000 Tunnel
TP12 Grocery Outlet (Under Construction) Grocery Store 16.0 TSF TP13 Taco Bell Fast Food Restaurant w/ Drive Thru 2.2 TSF TP14 Wander Hotel Hotel 95 Room
TP15 Dollar General Retail Store 10.640 TSF
1 SFDR = Single Family Detached Residential
2 DU = Dwelling Unit; RM = Room; TSF = Thousand Square Feet; AC = Acre; OCC RM = Occupied Room F:\UXRjobs\_15600_16000\_15600\15631\Excel\[15631 - Scope.xlsx]15631-CM TP11
TP9 Project Phoenix
Depierro Car Wash & Restaurant
(TPM 20501)
TABLE 2: CUMULATIVE DEVELOPMENT LAND USE SUMMARY

1.1-12
URBAN I CROSSROADS Yonder 29 Palms Traffic Analysis
l l
l l
I I

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Yonder 29 Palms Traffic Analysis
15631-03 TA Report.docx
APPENDIX 3.1: TRAFFIC COUNTS – NOVEMBER 2023

URBAN CROSSROADS

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File Name : 01_TNP_Lear_TPH AM
Site Code : 231063
Start Date : 11/8/2023
Page No : 1
City of Twentynine Palms
N/S: Lear Avenue/Twentynine Outerhwy
E/W: Twentynine Palms Highway
Weather: Clear
Groups Printed- Total Volume
Lear Avenue
Southbound
Twentynine Palms Highway
Westbound
Twentynine Outerhighway
Northbound
Twentynine Palms Highway
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 2 0 24 26 0 67 1 68 1 0 1 2 64 66 0 130 226
07:15 AM 1 0 36 37 0 81 1 82 0 0 2 2 70 96 0 166 287
07:30 AM 2 1 31 34 0 77 1 78 0 0 0 0 47 91 0 138 250
07:45 AM 3 0 40 43 0 81 0 81 0 0 0 0 30 104 0 134 258
Total 8 1 131 140 0 306 3 309 1 0 3 4 211 357 0 568 1021 08:00 AM 1 1 34 36 1 105 3 109 1 0 0 1 28 84 0 112 258
08:15 AM 2 0 33 35 1 83 1 85 0 0 3 3 35 78 0 113 236
08:30 AM 4 0 44 48 0 109 0 109 0 1 0 1 26 82 0 108 266
08:45 AM 1 0 43 44 0 86 2 88 0 1 0 1 29 82 0 111 244
Total 8 1 154 163 2 383 6 391 1 2 3 6 118 326 0 444 1004 Grand Total 16 2 285 303 2 689 9 700 2 2 6 10 329 683 0 1012 2025 Apprch % 5.3 0.7 94.1 0.3 98.4 1.3 20 20 60 32.5 67.5 0 Total % 0.8 0.1 14.1 15 0.1 34 0.4 34.6 0.1 0.1 0.3 0.5 16.2 33.7 0 50 Lear Avenue
Southbound
Twentynine Palms Highway
Westbound
Twentynine Outerhighway
Northbound
Twentynine Palms Highway
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM 1 0 36 37 0 81 1 82 0 0 2 2 70 96 0 166 287
07:30 AM 2 1 31 34 0 77 1 78 0 0 0 0 47 91 0 138 250
07:45 AM 3 0 40 43 0 81 0 81 0 0 0 0 30 104 0 134 258
08:00 AM 1 1 34 36 1 105 3 109 1 0 0 1 28 84 0 112 258
Total Volume 7 2 141 150 1 344 5 350 1 0 2 3 175 375 0 550 1053 % App. Total 4.7 1.3 94 0.3 98.3 1.4 33.3 0 66.7 31.8 68.2 0 PHF .583 .500 .881 .872 .250 .819 .417 .803 .250 .000 .250 .375 .625 .901 .000 .828 .917 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-1

Page 1276 of 1452 ends

File Name : 01_TNP_Lear_TPH AM
Site Code : 231063
Start Date : 11/8/2023
Page No : 2
City of Twentynine Palms
N/S: Lear Avenue/Twentynine Outerhwy
E/W: Twentynine Palms Highway
Weather: Clear
Lear Avenue
Twentynine Palms Highway
Twentynine Palms Highway
Twentynine Outerhighway
Right
141
Thru
2 Left
7 Out In Total
180 150 330
Right
5 Thru
344
Left
1 Out Total In
384 350 734
Left
1 Thru
0 Right
2 Out In Total
3 3 6
Left
175
Thru
375
Right
0 Total Out In
486 550 1036
Peak Hour Begins at 07:15 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
08:00 AM 08:00 AM 08:00 AM 07:00 AM
+0 mins. 1 1 34 36 1 105 3 109 1 0 0 1 64 66 0 130
+15 mins. 2 0 33 35 1 83 1 85 0 0 3 3 70 96 0 166
+30 mins. 4 0 44 48 0 109 0 109 0 1 0 1 47 91 0 138
+45 mins. 1 0 43 44 0 86 2 88 0 1 0 1 30 104 0 134
Total Volume 8 1 154 163 2 383 6 391 1 2 3 6 211 357 0 568 % App. Total 4.9 0.6 94.5 0.5 98 1.5 16.7 33.3 50 37.1 62.9 0 PHF .500 .250 .875 .849 .500 .878 .500 .897 .250 .500 .250 .500 .754 .858 .000 .855 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268

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File Name : 01_TNP_Lear_TPH PM
Site Code : 231063
Start Date : 11/8/2023
Page No : 1
City of Twentynine Palms
N/S: Lear Avenue/Twentynine Outerhwy
E/W: Twentynine Palms Highway
Weather: Clear
Groups Printed- Total Volume
Lear Avenue
Southbound
Twentynine Palms Highway
Westbound
Twentynine Outerhighway
Northbound
Twentynine Palms Highway
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 2 0 74 76 1 88 1 90 0 2 1 3 26 96 1 123 292
04:15 PM 3 3 69 75 3 125 4 132 2 1 1 4 33 116 0 149 360 04:30 PM 1 0 83 84 2 121 5 128 0 2 1 3 42 114 0 156 371 04:45 PM 3 2 62 67 2 105 3 110 1 1 1 3 33 111 0 144 324 Total 9 5 288 302 8 439 13 460 3 6 4 13 134 437 1 572 1347 05:00 PM 1 0 55 56 4 103 1 108 1 1 0 2 27 101 0 128 294 05:15 PM 3 0 50 53 2 95 3 100 0 1 0 1 26 116 0 142 296
05:30 PM 2 1 45 48 2 105 2 109 0 1 0 1 22 105 0 127 285 05:45 PM 0 1 31 32 0 77 2 79 0 0 0 0 35 108 0 143 254
Total 6 2 181 189 8 380 8 396 1 3 0 4 110 430 0 540 1129 Grand Total 15 7 469 491 16 819 21 856 4 9 4 17 244 867 1 1112 2476 Apprch % 3.1 1.4 95.5 1.9 95.7 2.5 23.5 52.9 23.5 21.9 78 0.1 Total % 0.6 0.3 18.9 19.8 0.6 33.1 0.8 34.6 0.2 0.4 0.2 0.7 9.9 35 0 44.9 Lear Avenue
Southbound
Twentynine Palms Highway
Westbound
Twentynine Outerhighway
Northbound
Twentynine Palms Highway
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM
04:15 PM 3 3 69 75 3 125 4 132 2 1 1 4 33 116 0 149 360 04:30 PM 1 0 83 84 2 121 5 128 0 2 1 3 42 114 0 156 371 04:45 PM 3 2 62 67 2 105 3 110 1 1 1 3 33 111 0 144 324 05:00 PM 1 0 55 56 4 103 1 108 1 1 0 2 27 101 0 128 294 Total Volume 8 5 269 282 11 454 13 478 4 5 3 12 135 442 0 577 1349 % App. Total 2.8 1.8 95.4 2.3 95 2.7 33.3 41.7 25 23.4 76.6 0 PHF .667 .417 .810 .839 .688 .908 .650 .905 .500 .625 .750 .750 .804 .953 .000 .925 .909 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-3

Page 1278 of 1452 ends

File Name : 01_TNP_Lear_TPH PM
Site Code : 231063
Start Date : 11/8/2023
Page No : 2
City of Twentynine Palms
N/S: Lear Avenue/Twentynine Outerhwy
E/W: Twentynine Palms Highway
Weather: Clear
Lear Avenue
Twentynine Palms Highway
Twentynine Palms Highway
Twentynine Outerhighway
Right
269
Thru
5 Left
8 Out In Total
153 282 435
Right
13 Thru
454
Left
11 Out Total In
453 478 931
Left
4 Thru
5 Right
3 Out In Total
16 12 28
Left
135
Thru
442
Right
0 Total Out In
727 577 1304
Peak Hour Begins at 04:15 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:00 PM 04:15 PM 04:00 PM 04:15 PM
+0 mins. 2 0 74 76 3 125 4 132 0 2 1 3 33 116 0 149
+15 mins. 3 3 69 75 2 121 5 128 2 1 1 4 42 114 0 156
+30 mins. 1 0 83 84 2 105 3 110 0 2 1 3 33 111 0 144
+45 mins. 3 2 62 67 4 103 1 108 1 1 1 3 27 101 0 128
Total Volume 9 5 288 302 11 454 13 478 3 6 4 13 135 442 0 577 % App. Total 3 1.7 95.4 2.3 95 2.7 23.1 46.2 30.8 23.4 76.6 0 PHF .750 .417 .867 .899 .688 .908 .650 .905 .375 .750 1.000 .813 .804 .953 .000 .925 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268

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File Name : 02_TNP_MV_TPH AM
Site Code : 231063
Start Date : 11/8/2023
Page No : 1
City of Twentynine Palms
N/S: Monte Vista Avenue
E/W: Twentynine Palms Highway
Weather: Clear
Groups Printed- Total Volume
Monte Vista Avenue
Southbound
Twentynine Palms Highway
Westbound
Monte Vista Avenue
Northbound
Twentynine Palms Highway
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 0 0 0 0 88 0 88 1 0 1 2 0 139 0 139 229
07:15 AM 0 0 0 0 1 116 0 117 0 0 0 0 0 158 1 159 276
07:30 AM 0 0 0 0 2 108 0 110 1 0 5 6 0 136 0 136 252
07:45 AM 0 0 0 0 0 122 0 122 0 0 1 1 0 129 0 129 252
Total 0 0 0 0 3 434 0 437 2 0 7 9 0 562 1 563 1009
08:00 AM 0 0 0 0 2 131 0 133 1 0 1 2 0 110 0 110 245
08:15 AM 0 0 0 0 2 123 0 125 0 0 2 2 0 113 0 113 240
08:30 AM 0 0 0 0 0 155 0 155 0 0 2 2 0 111 0 111 268
08:45 AM 0 0 0 0 0 128 0 128 1 0 3 4 0 106 1 107 239
Total 0 0 0 0 4 537 0 541 2 0 8 10 0 440 1 441 992
Grand Total 0 0 0 0 7 971 0 978 4 0 15 19 0 1002 2 1004 2001 Apprch % 0 0 0 0.7 99.3 0 21.1 0 78.9 0 99.8 0.2
Total % 0 0 0 0 0.3 48.5 0 48.9 0.2 0 0.7 0.9 0 50.1 0.1 50.2 Monte Vista Avenue
Southbound
Twentynine Palms Highway
Westbound
Monte Vista Avenue
Northbound
Twentynine Palms Highway
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM 0 0 0 0 1 116 0 117 0 0 0 0 0 158 1 159 276
07:30 AM 0 0 0 0 2 108 0 110 1 0 5 6 0 136 0 136 252
07:45 AM 0 0 0 0 0 122 0 122 0 0 1 1 0 129 0 129 252
08:00 AM 0 0 0 0 2 131 0 133 1 0 1 2 0 110 0 110 245
Total Volume 0 0 0 0 5 477 0 482 2 0 7 9 0 533 1 534 1025 % App. Total 0 0 0 1 99 0 22.2 0 77.8 0 99.8 0.2
PHF .000 .000 .000 .000 .625 .910 .000 .906 .500 .000 .350 .375 .000 .843 .250 .840 .928 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-5

Page 1280 of 1452 ends

File Name : 02_TNP_MV_TPH AM
Site Code : 231063
Start Date : 11/8/2023
Page No : 2
City of Twentynine Palms
N/S: Monte Vista Avenue
E/W: Twentynine Palms Highway
Weather: Clear
Monte Vista Avenue
Twentynine Palms Highway
Twentynine Palms Highway
Monte Vista Avenue
Right
0 Thru
0 Left
0 Out In Total
0 0 0
Right
0 Thru
477
Left
5 Out Total In
540 482 1022
Left
2 Thru
0 Right
7 Out In Total
6 9 15
Left
0 Thru
533
Right
1 Total Out In
479 534 1013
Peak Hour Begins at 07:15 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:00 AM 08:00 AM 07:30 AM 07:00 AM
+0 mins. 0 0 0 0 2 131 0 133 1 0 5 6 0 139 0 139
+15 mins. 0 0 0 0 2 123 0 125 0 0 1 1 0 158 1 159
+30 mins. 0 0 0 0 0 155 0 155 1 0 1 2 0 136 0 136
+45 mins. 0 0 0 0 0 128 0 128 0 0 2 2 0 129 0 129
Total Volume 0 0 0 0 4 537 0 541 2 0 9 11 0 562 1 563
% App. Total 0 0 0 0.7 99.3 0 18.2 0 81.8 0 99.8 0.2
PHF .000 .000 .000 .000 .500 .866 .000 .873 .500 .000 .450 .458 .000 .889 .250 .885 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268

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File Name : 02_TNP_MV_TPH PM
Site Code : 231063
Start Date : 11/8/2023
Page No : 1
City of Twentynine Palms
N/S: Monte Vista Avenue
E/W: Twentynine Palms Highway
Weather: Clear
Groups Printed- Total Volume
Monte Vista Avenue
Southbound
Twentynine Palms Highway
Westbound
Monte Vista Avenue
Northbound
Twentynine Palms Highway
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 0 0 0 0 1 162 0 163 1 0 5 6 0 117 2 119 288
04:15 PM 0 0 0 0 7 198 0 205 1 0 3 4 0 148 2 150 359
04:30 PM 0 1 0 1 6 197 0 203 1 0 3 4 1 154 0 155 363
04:45 PM 0 0 0 0 0 172 1 173 0 1 1 2 0 141 0 141 316
Total 0 1 0 1 14 729 1 744 3 1 12 16 1 560 4 565 1326
05:00 PM 0 0 0 0 1 158 0 159 0 0 0 0 0 128 0 128 287
05:15 PM 0 0 0 0 2 144 1 147 0 0 2 2 0 148 3 151 300
05:30 PM 0 0 0 0 1 147 0 148 0 0 1 1 0 125 2 127 276
05:45 PM 0 0 0 0 1 106 0 107 0 0 0 0 0 142 0 142 249
Total 0 0 0 0 5 555 1 561 0 0 3 3 0 543 5 548 1112
Grand Total 0 1 0 1 19 1284 2 1305 3 1 15 19 1 1103 9 1113 2438 Apprch % 0 100 0 1.5 98.4 0.2 15.8 5.3 78.9 0.1 99.1 0.8 Total % 0 0 0 0 0.8 52.7 0.1 53.5 0.1 0 0.6 0.8 0 45.2 0.4 45.7 Monte Vista Avenue
Southbound
Twentynine Palms Highway
Westbound
Monte Vista Avenue
Northbound
Twentynine Palms Highway
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM
04:00 PM 0 0 0 0 1 162 0 163 1 0 5 6 0 117 2 119 288
04:15 PM 0 0 0 0 7 198 0 205 1 0 3 4 0 148 2 150 359
04:30 PM 0 1 0 1 6 197 0 203 1 0 3 4 1 154 0 155 363
04:45 PM 0 0 0 0 0 172 1 173 0 1 1 2 0 141 0 141 316
Total Volume 0 1 0 1 14 729 1 744 3 1 12 16 1 560 4 565 1326 % App. Total 0 100 0 1.9 98 0.1 18.8 6.2 75 0.2 99.1 0.7 PHF .000 .250 .000 .250 .500 .920 .250 .907 .750 .250 .600 .667 .250 .909 .500 .911 .913 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-7

Page 1282 of 1452 ends

File Name : 02_TNP_MV_TPH PM
Site Code : 231063
Start Date : 11/8/2023
Page No : 2
City of Twentynine Palms
N/S: Monte Vista Avenue
E/W: Twentynine Palms Highway
Weather: Clear
Monte Vista Avenue
Twentynine Palms Highway
Twentynine Palms Highway
Monte Vista Avenue
Right
0 Thru
1 Left
0 Out In Total
3 1 4
Right
1 Thru
729
Left
14 Out Total In
572 744 1316
Left
3 Thru
1 Right
12 Out In Total
19 16 35
Left
1 Thru
560
Right
4 Total Out In
732 565 1297
Peak Hour Begins at 04:00 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:00 PM 04:00 PM 04:00 PM 04:30 PM
+0 mins. 0 0 0 0 1 162 0 163 1 0 5 6 1 154 0 155
+15 mins. 0 0 0 0 7 198 0 205 1 0 3 4 0 141 0 141
+30 mins. 0 1 0 1 6 197 0 203 1 0 3 4 0 128 0 128
+45 mins. 0 0 0 0 0 172 1 173 0 1 1 2 0 148 3 151
Total Volume 0 1 0 1 14 729 1 744 3 1 12 16 1 571 3 575 % App. Total 0 100 0 1.9 98 0.1 18.8 6.2 75 0.2 99.3 0.5 PHF .000 .250 .000 .250 .500 .920 .250 .907 .750 .250 .600 .667 .250 .927 .250 .927 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268

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Page 1 ends

City of Twentynine Palms
Lear Avenue
N/ Twentynine Palms Highway
24 Hour Directional Volume Count
TNP001
Site Code: 051-231063
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
Phone: (951) 268-6268
email: [email protected]
Start 11/8/23 Northbound Hour Totals Southbound Hour Totals Combined Totals Time Wed Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 5 27 1 31
12:15 5 30 1 29
12:30 1 30 4 36
12:45 0 28 11 115 1 52 7 148 18 263
01:00 2 37 0 36
01:15 3 24 1 33
01:30 1 31 0 43
01:45 0 27 6 119 1 50 2 162 8 281
02:00 0 20 0 34
02:15 0 38 1 57
02:30 1 29 1 52
02:45 3 23 4 110 2 61 4 204 8 314
03:00 1 39 3 61
03:15 3 31 2 69
03:30 4 27 7 74
03:45 3 43 11 140 3 72 15 276 26 416
04:00 3 30 1 76
04:15 1 37 4 75
04:30 5 51 7 85
04:45 7 41 16 159 4 70 16 306 32 465
05:00 15 29 5 57
05:15 32 31 9 53
05:30 56 24 15 47
05:45 36 37 139 121 17 34 46 191 185 312
06:00 33 25 27 28
06:15 51 30 27 28
06:30 45 13 31 30
06:45 63 21 192 89 26 28 111 114 303 203
07:00 67 21 26 9
07:15 72 18 36 17
07:30 48 18 34 17
07:45 30 25 217 82 42 15 138 58 355 140
08:00 31 20 37 14
08:15 37 22 36 12
08:30 27 15 48 11
08:45 32 14 127 71 44 10 165 47 292 118
09:00 21 16 41 10
09:15 26 12 43 11
09:30 26 12 33 12
09:45 24 7 97 47 34 7 151 40 248 87
10:00 16 9 46 8
10:15 26 11 35 11
10:30 23 6 50 5
10:45 25 10 90 36 32 9 163 33 253 69
11:00 21 7 43 3
11:15 22 9 33 3
11:30 33 3 32 3
11:45 29 4 105 23 40 2 148 11 253 34
Total 1015 1112 1015 1112 966 1590 966 1590 1981 2702
Combined
Total 2127 2127 2556 2556 4683
AM Peak - 06:45 - - - 08:30 - - - - -
Vol. - 250 - - - 176 - - - - -
P.H.F. 0.868 0.917
PM Peak - - 03:45 - - - 03:45 - - - -
Vol. - - 161 - - - 308 - - - -
P.H.F. 0.789 0.906
Percentag
e

47.7% 52.3% 37.8% 62.2%
ADT/AADT ADT 4,683 AADT 4,683

3.1-9

Page 1284 of 1452 ends

Page 1 ends

City of Twentynine Palms
Twentynine Palms Highway
W/ Lear Avenue
24 Hour Directional Volume Count
TNP002
Site Code: 051-231063
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
Phone: (951) 268-6268
email: [email protected]
Start 11/8/23 Eastbound Hour Totals Westbound Hour Totals Combined Totals Time Wed Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 12 118 5 142
12:15 16 117 7 111
12:30 9 143 11 134
12:45 4 120 41 498 3 152 26 539 67 1037
01:00 9 152 5 144
01:15 12 109 5 132
01:30 6 133 6 153
01:45 5 120 32 514 4 163 20 592 52 1106
02:00 4 100 8 141
02:15 2 126 13 167
02:30 7 110 9 175
02:45 5 123 18 459 10 183 40 666 58 1125
03:00 6 133 8 162
03:15 10 124 9 147
03:30 9 120 16 186
03:45 8 149 33 526 6 173 39 668 72 1194
04:00 11 124 10 166
04:15 10 155 17 197
04:30 23 163 21 204
04:45 20 147 64 589 28 181 76 748 140 1337
05:00 50 128 32 159
05:15 74 145 32 141
05:30 94 127 40 153
05:45 81 141 299 541 44 106 148 559 447 1100
06:00 93 108 68 82
06:15 105 99 79 89
06:30 129 100 93 85
06:45 164 74 491 381 82 80 322 336 813 717
07:00 133 78 89 54
07:15 164 76 115 64
07:30 138 83 107 48
07:45 131 96 566 333 119 36 430 202 996 535
08:00 111 71 136 46
08:15 115 73 115 47
08:30 109 64 155 37
08:45 111 59 446 267 127 35 533 165 979 432
09:00 99 60 127 37
09:15 89 57 126 31
09:30 100 39 118 43
09:45 120 27 408 183 110 24 481 135 889 318
10:00 82 41 149 29
10:15 120 42 127 26
10:30 119 26 148 21
10:45 105 36 426 145 138 23 562 99 988 244
11:00 110 26 139 22
11:15 105 34 105 16
11:30 137 21 109 12
11:45 102 23 454 104 122 9 475 59 929 163
Total 3278 4540 3278 4540 3152 4768 3152 4768 6430 9308 Combined
Total 7818 7818 7920 7920 15738
AM Peak - 06:45 - - - 10:00 - - - - -
Vol. - 599 - - - 562 - - - - -
P.H.F. 0.913 0.943
PM Peak - - 04:15 - - - 04:00 - - - -
Vol. - - 593 - - - 748 - - - -
P.H.F. 0.910 0.917
Percentag
e

41.9% 58.1% 39.8% 60.2%
ADT/AADT ADT 15,738 AADT 15,738

3.1-10

Page 1285 of 1452 ends

Yonder 29 Palms Traffic Analysis
15631-03 TA Report.docx
APPENDIX 3.2: EXISTING (2023) CONDITIONS INTERSECTION

OPERATIONS ANALYSIS WORKSHEETS

URBAN CROSSROADS

Page 1286 of 1452 ends

Yonder 29 Palms Traffic Analysis
15631-03 TA Report.docx
This Page Intentionally Left Blank

URBAN CROSSROADS

Page 1287 of 1452 ends

Lanes, Volumes, Timings Existing (2023) AM Peak Hour
1: Lear Av. & Twentynine Palms Hwy. (SR-62)
Yonder 29 Palms Traffic Analysis Synchro 11 Report
F:\UXRjobs\_15600_16000\_15600\15631\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 175 375 1 1 344 5 1 1 2 7 2 141
Future Volume (vph) 175 375 1 1 344 5 1 1 2 7 2 141
Ideal Flow (vphpl) 1700 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (ft) 300 0 310 0 0 50 0 0
Storage Lanes 1 0 1 0 0 1 0 0
Taper Length (ft) 120 120 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 55 55 35 55
Link Distance (ft) 655 2881 588 432
Travel Time (s) 8.1 35.7 11.5 5.4
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%)
Turn Type Prot NA Prot NA Perm NA Perm Perm NA
Protected Phases 5 2 1 6 8 4
Permitted Phases 8 8 4
Detector Phase 5 2 1 6 88844
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 15.0 28.0 9.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (%) 25.0% 46.7% 15.8% 37.5% 37.5% 37.5% 37.5% 37.5% 37.5% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None C-Max None C-Max Max Max Max Max Max
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow, Master Intersection Natural Cycle: 60
Control Type: Actuated-Coordinated
Splits and Phases: 1: Lear Av. & Twentynine Palms Hwy. (SR-62)

3.2-1
~-----~ t~
I
+-06!!!1

Page 1288 of 1452 ends

HCM 6th Signalized Intersection Summary Existing (2023) AM Peak Hour 1: Lear Av. & Twentynine Palms Hwy. (SR-62)
Yonder 29 Palms Traffic Analysis Synchro 11 Report
F:\UXRjobs\_15600_16000\_15600\15631\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 175 375 1 1 344 5 1 1 2 7 2 141
Future Volume (veh/h) 175 375 1 1 344 5 1 1 2 7 2 141
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 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 1673 1772 1772 1772 1772 1772 1772 1772 1772 1772 1772 1772 Adj Flow Rate, veh/h 190 408 1 1 374 5 1 1 2 8 2 153
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222
Cap, veh/h 230 1632 4 3 1126 15 291 259 448 70 21 423
Arrive On Green 0.14 0.47 0.47 0.00 0.33 0.33 0.30 0.30 0.30 0.30 0.30 0.30 Sat Flow, veh/h 1594 3445 8 1688 3401 45 668 865 1494 24 68 1411 Grp Volume(v), veh/h 190 199 210 1 185 194 2 0 2 163 0 0 Grp Sat Flow(s),veh/h/ln 1594 1683 1770 1688 1683 1763 1533 0 1494 1503 0 0 Q Serve(g_s), s 7.0 4.2 4.2 0.0 5.0 5.0 0.0 0.0 0.1 0.0 0.0 0.0 Cycle Q Clear(g_c), s 7.0 4.2 4.2 0.0 5.0 5.0 0.0 0.0 0.1 5.1 0.0 0.0 Prop In Lane 1.00 0.00 1.00 0.03 0.50 1.00 0.05 0.94
Lane Grp Cap(c), veh/h 230 797 838 3 557 584 550 0 448 514 0 0 V/C Ratio(X) 0.83 0.25 0.25 0.36 0.33 0.33 0.00 0.00 0.00 0.32 0.00 0.00 Avail Cap(c_a), veh/h 279 797 838 141 557 584 550 0 448 514 0 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) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 25.0 9.4 9.4 29.9 15.1 15.1 14.7 0.0 14.7 16.5 0.0 0.0 Incr Delay (d2), s/veh 15.6 0.8 0.7 62.7 1.6 1.5 0.0 0.0 0.0 1.6 0.0 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 3.2 1.2 1.3 0.1 1.7 1.8 0.0 0.0 0.0 1.6 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 40.6 10.2 10.1 92.6 16.7 16.6 14.7 0.0 14.7 18.1 0.0 0.0 LnGrp LOS D B B F BBBABBAA
Approach Vol, veh/h 599 380 4 163
Approach Delay, s/veh 19.8 16.9 14.7 18.1
Approach LOS BBBB
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 4.6 32.9 22.5 13.1 24.4 22.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.0 23.5 18.0 10.5 18.0 18.0 Max Q Clear Time (g_c+I1), s 2.0 6.2 7.1 9.0 7.0 2.1
Green Ext Time (p_c), s 0.0 1.8 0.5 0.1 1.3 0.0
Intersection Summary
HCM 6th Ctrl Delay 18.6
HCM 6th LOS B

3.2-2
t

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Lanes, Volumes, Timings Existing (2023) AM Peak Hour
2: Monte Vista & Twentynine Palms Hwy. (SR-62)
Yonder 29 Palms Traffic Analysis Synchro 11 Report
F:\UXRjobs\_15600_16000\_15600\15631\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 1 543 1 5 480 1217111
Future Volume (vph) 1 543 1 5 480 1217111
Ideal Flow (vphpl) 1700 1800 1800 1700 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (ft) 50 0 50 0 0 0 0 50
Storage Lanes 1 0 1 0 0 0 0 0
Taper Length (ft) 90 90 90 90
Link Speed (mph) 55 55 30 30
Link Distance (ft) 402 655 418 421
Travel Time (s) 5.0 8.1 9.5 9.6
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Shared Lane Traffic (%)
Sign Control Free Free Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized

3.2-3
~-----"i tf+ "i tf+ --- 4+ --- 4+

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HCM 6th TWSC Existing (2023) AM Peak Hour
2: Monte Vista & Twentynine Palms Hwy. (SR-62)
Yonder 29 Palms Traffic Analysis Synchro 11 Report
F:\UXRjobs\_15600_16000\_15600\15631\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 0.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 1 543 1 5 480 1217111
Future Vol, veh/h 1 543 1 5 480 1217111
Conflicting Peds, #/hr 5 05505505505
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 50 - - 50 --------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93
Heavy Vehicles, % 2 22222222222
Mvmt Flow 1 584 1 5 516 1218111
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 522 0 0 590 0 0 866 1124 303 832 1124 269 Stage 1 - - - - - - 592 592 - 532 532 -
Stage 2 - - - - - - 274 532 - 300 592 -
Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 - ----- 6.54 5.54 - 6.54 5.54 -
Critical Hdwy Stg 2 - ----- 6.54 5.54 - 6.54 5.54 -
Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1041 - - 982 - - 247 204 693 262 204 729 Stage 1 - - - - - - 460 492 - 499 524 -
Stage 2 - - - - - - 709 524 - 684 492 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1036 - - 977 - - 242 201 686 254 201 722 Mov Cap-2 Maneuver - - - - - - 242 201 - 254 201 -
Stage 1 - - - - - - 457 489 - 496 519 -
Stage 2 - - - - - - 700 519 - 671 489 -
Approach EB WB NB SB
HCM Control Delay, s 0 0.1 13.6 17.5

HCM LOS B C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 427 1036 - - 977 - - 291
HCM Lane V/C Ratio 0.025 0.001 - - 0.006 - - 0.011
HCM Control Delay (s) 13.6 8.5 - - 8.7 - - 17.5
HCM Lane LOS B A - - A - - C
HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0

3.2-4

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Lanes, Volumes, Timings Existing (2023) PM Peak Hour
1: Lear Av. & Twentynine Palms Hwy. (SR-62)
Yonder 29 Palms Traffic Analysis Synchro 11 Report
F:\UXRjobs\_15600_16000\_15600\15631\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 135 442 1 11 471 13 4 5 3 8 5 269
Future Volume (vph) 135 442 1 11 471 13 4 5 3 8 5 269
Ideal Flow (vphpl) 1700 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (ft) 300 0 310 0 0 50 0 0
Storage Lanes 1 0 1 0 0 1 0 0
Taper Length (ft) 120 120 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 55 55 35 55
Link Distance (ft) 655 2881 588 432
Travel Time (s) 8.1 35.7 11.5 5.4
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Shared Lane Traffic (%)
Turn Type Prot NA Prot NA Perm NA Perm Perm NA
Protected Phases 5 2 1 6 8 4
Permitted Phases 8 8 4
Detector Phase 5 2 1 6 88844
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 15.0 28.0 9.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (%) 25.0% 46.7% 15.8% 37.5% 37.5% 37.5% 37.5% 37.5% 37.5% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None C-Max None C-Max Max Max Max Max Max
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow, Master Intersection Natural Cycle: 60
Control Type: Actuated-Coordinated
Splits and Phases: 1: Lear Av. & Twentynine Palms Hwy. (SR-62)

3.2-5
~-----~ t~
I
+-06!!!1

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HCM 6th Signalized Intersection Summary Existing (2023) PM Peak Hour 1: Lear Av. & Twentynine Palms Hwy. (SR-62)
Yonder 29 Palms Traffic Analysis Synchro 11 Report
F:\UXRjobs\_15600_16000\_15600\15631\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 135 442 1 11 471 13 4 5 3 8 5 269 Future Volume (veh/h) 135 442 1 11 471 13 4 5 3 8 5 269 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 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 1673 1772 1772 1772 1772 1772 1772 1772 1772 1772 1772 1772 Adj Flow Rate, veh/h 148 486 1 12 518 14 4 5 3 9 5 296
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 222222222222
Cap, veh/h 183 1585 3 25 1206 33 229 252 448 66 16 430
Arrive On Green 0.11 0.46 0.46 0.02 0.36 0.36 0.30 0.30 0.30 0.30 0.30 0.30 Sat Flow, veh/h 1594 3447 7 1688 3348 90 475 838 1494 15 53 1434 Grp Volume(v), veh/h 148 237 250 12 260 272 9 0 3 310 0 0 Grp Sat Flow(s),veh/h/ln 1594 1683 1771 1688 1683 1755 1313 0 1494 1501 0 0 Q Serve(g_s), s 5.4 5.3 5.3 0.4 7.0 7.0 0.0 0.0 0.1 0.0 0.0 0.0 Cycle Q Clear(g_c), s 5.4 5.3 5.3 0.4 7.0 7.0 0.2 0.0 0.1 10.9 0.0 0.0 Prop In Lane 1.00 0.00 1.00 0.05 0.44 1.00 0.03 0.95
Lane Grp Cap(c), veh/h 183 774 814 25 606 632 481 0 448 512 0 0 V/C Ratio(X) 0.81 0.31 0.31 0.47 0.43 0.43 0.02 0.00 0.01 0.61 0.00 0.00 Avail Cap(c_a), veh/h 279 774 814 141 606 632 481 0 448 512 0 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) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 25.9 10.2 10.2 29.3 14.5 14.5 14.8 0.0 14.7 18.5 0.0 0.0 Incr Delay (d2), s/veh 9.8 1.0 1.0 12.9 2.2 2.1 0.1 0.0 0.0 5.2 0.0 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 2.3 1.6 1.7 0.2 2.4 2.5 0.1 0.0 0.0 3.7 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.8 11.2 11.2 42.2 16.7 16.7 14.8 0.0 14.8 23.7 0.0 0.0 LnGrp LOS D B B D BBBABCAA
Approach Vol, veh/h 635 544 12 310
Approach Delay, s/veh 16.9 17.3 14.8 23.7
Approach LOS B B B C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 5.4 32.1 22.5 11.4 26.1 22.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.0 23.5 18.0 10.5 18.0 18.0 Max Q Clear Time (g_c+I1), s 2.4 7.3 12.9 7.4 9.0 2.2
Green Ext Time (p_c), s 0.0 2.1 0.7 0.1 1.8 0.0
Intersection Summary
HCM 6th Ctrl Delay 18.4
HCM 6th LOS B

3.2-6
t

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Lanes, Volumes, Timings Existing (2023) PM Peak Hour
2: Monte Vista & Twentynine Palms Hwy. (SR-62)
Yonder 29 Palms Traffic Analysis Synchro 11 Report
F:\UXRjobs\_15600_16000\_15600\15631\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 1 565 4 14 729 1 3 1 12 1 1 1
Future Volume (vph) 1 565 4 14 729 1 3 1 12 1 1 1
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (ft) 50 0 50 0 0 0 0 50
Storage Lanes 1 0 1 0 0 0 0 0
Taper Length (ft) 90 90 90 90
Link Speed (mph) 55 55 30 30
Link Distance (ft) 402 655 418 421
Travel Time (s) 5.0 8.1 9.5 9.6
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Shared Lane Traffic (%)
Sign Control Free Free Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized

3.2-7
~-----"i tf+ "i tf+ --- 4+ --- 4+

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HCM 6th TWSC Existing (2023) PM Peak Hour
2: Monte Vista & Twentynine Palms Hwy. (SR-62)
Yonder 29 Palms Traffic Analysis Synchro 11 Report
F:\UXRjobs\_15600_16000\_15600\15631\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 0.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 1 565 4 14 729 1 3 1 12 1 1 1
Future Vol, veh/h 1 565 4 14 729 1 3 1 12 1 1 1
Conflicting Peds, #/hr 5 05505505505
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 50 - - 50 --------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91
Heavy Vehicles, % 2 22222222222
Mvmt Flow 1 621 4 15 801 1 3 1 13 1 1 1
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 807 0 0 630 0 0 1066 1467 323 1155 1469 411 Stage 1 - - - - - - 630 630 - 837 837 -
Stage 2 - - - - - - 436 837 - 318 632 -
Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 6.7 5.5 6.5 Critical Hdwy Stg 1 - ----- 6.54 5.54 - 5.5 5 -
Critical Hdwy Stg 2 - ----- 6.54 5.54 - 5.5 5 -
Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 814 - - 948 - - 177 127 673 199 193 620 Stage 1 - - - - - - 436 473 - 417 431 -
Stage 2 - - - - - - 569 380 - 732 519 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 810 - - 943 - - 172 124 667 189 188 614 Mov Cap-2 Maneuver - - - - - - 172 124 - 189 188 -
Stage 1 - - - - - - 433 470 - 414 422 -
Stage 2 - - - - - - 555 372 - 712 516 -
Approach EB WB NB SB
HCM Control Delay, s 0 0.2 15.3 19.9

HCM LOS C C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 368 810 - - 943 - - 245
HCM Lane V/C Ratio 0.048 0.001 - - 0.016 - - 0.013
HCM Control Delay (s) 15.3 9.4 - - 8.9 - - 19.9
HCM Lane LOS C A - - A - - C
HCM 95th %tile Q(veh) 0.1 0 - - 0.1 - - 0

3.2-8

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Yonder 29 Palms Traffic Analysis
15631-03 TA Report.docx
APPENDIX 3.3: TRAFFIC SIGNAL WARRANT ANALYSIS WORKSHEETS

URBAN CROSSROADS

Page 1296 of 1452 ends

Yonder 29 Palms Traffic Analysis
15631-03 TA Report.docx
This Page Intentionally Left Blank

URBAN CROSSROADS

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California MUTCD 2016 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
Traffic Conditions = Existing(2023) AM Peak Hour Warrants Major Street Name = Twentynine Palms Hwy. (SR-62)Total of Both Approaches (VPH) = 1,031 Number of Approach Lanes Major Street = 2
Minor Street Name = Monte Vista Av. High Volume Approach (VPH) = 10 Number of Approach Lanes Minor Street = 1
Intersection ID: #2
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET)

SIGNAL WARRANT NOT SATISFIED
*Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 10 1031
0 100200300400500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor)2+ Lanes (Major) & 2+ Lanes (Minor)Major Street ApproachesMinor Street Approaches F:\UXRjobs\_15600_16000\_15600\15631\Warrants\01 - Existing\02R_AM.xls\Fig 4C-4 (Rural Peak) California MUTCD 2016 Edition(FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
Traffic Conditions = Existing(2023) PM Peak Hour Warrants Major Street Name = Twentynine Palms Hwy. (SR-62)Total of Both Approaches (VPH) = 1,314 Number of Approach Lanes Major Street = 2
Minor Street Name = Monte Vista Av. High Volume Approach (VPH) = 16 Number of Approach Lanes Minor Street = 1
Intersection ID: #2
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET)

3.3-1

Page 1298 of 1452 ends

California MUTCD 2016 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
Traffic Conditions = Existing + Project AM Peak Hour Warrants Major Street Name = Twentynine Palms Hwy. (SR-62)Total of Both Approaches (VPH) = 1,069 Number of Approach Lanes Major Street = 2
Minor Street Name = Monte Vista Av. High Volume Approach (VPH) = 10 Number of Approach Lanes Minor Street = 1
Intersection ID: #2
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET)

SIGNAL WARRANT NOT SATISFIED
*Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 10 1069
0 100200300400500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor)2+ Lanes (Major) & 2+ Lanes (Minor)Major Street ApproachesMinor Street Approaches F:\UXRjobs\_15600_16000\_15600\15631\Warrants\02 - EP\02R_AM.xls\Fig 4C-4 (Rural Peak) California MUTCD 2016 Edition(FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
Traffic Conditions = Existing + Project PM Peak Hour Warrants Major Street Name = Twentynine Palms Hwy. (SR-62)Total of Both Approaches (VPH) = 1,358 Number of Approach Lanes Major Street = 2
Minor Street Name = Monte Vista Av. High Volume Approach (VPH) = 16 Number of Approach Lanes Minor Street = 1
Intersection ID: #2
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET)

3.3-2
----- ----- ---- ----- ---- ----- ----- --~'---+----+------<

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California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = Existing + Project AM Peak Hour Warrants Major Street Name = Lear Av. Total of Both Approaches (VPH) = 7 Number of Approach Lanes on Major Street = 1
Minor Street Name = Cactus Dr. High Volume Approach (VPH) = 3 Number of Approach Lanes On Minor Street = 1
Intersection ID: #3
*Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane

SIGNAL WARRANT NOT SATISFIED
0 100200300400500600700
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)
1 Lane (Major) & 1 Lane (Minor)2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor)2+ Lanes (Major) & 2+ Lanes (Minor)Major Street ApproachesMinor Street Approaches F:\UXRjobs\_15600_16000\_15600\15631\Warrants\02 - EP\03U_AM.xls\Fig 4C-3 (Urban Peak) California MUTCD 2014 Edition(FHWA's MUTCD 2009, as amended for use in California) Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = Existing + Project PM Peak Hour Warrants Major Street Name = Lear Av. Total of Both Approaches (VPH) = 9 Number of Approach Lanes on Major Street = 1
Minor Street Name = Cactus Dr. High Volume Approach (VPH) = 3 Number of Approach Lanes On Minor Street = 1
Intersection ID: #3
*Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane

3.3-3
" '- " '- 0.-. "' , ... 'Cl "--, ... ' "' °" ' In ... '-,: ""'i '--, .., "' .... ..... ' ....... " ;..._ ;,..._ 'I~ '--.. ' ........., ..........., ,.__ .......... ,.__ ('.... r..... r............_ ' ,._ ;,,... """ ---.. --- ----...._
""'I r-.... ,.,,,_ r--. ?'---. )....___ -r---

Page 1300 of 1452 ends

California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = Existing + Project AM Peak Hour Warrants Major Street Name = Sullivan Rd. Total of Both Approaches (VPH) = 5 Number of Approach Lanes on Major Street = 1
Minor Street Name = Lear Av. High Volume Approach (VPH) = 3 Number of Approach Lanes On Minor Street = 1
Intersection ID: #4
*Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane

SIGNAL WARRANT NOT SATISFIED
0 100200300400500600700
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)
1 Lane (Major) & 1 Lane (Minor)2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor)2+ Lanes (Major) & 2+ Lanes (Minor)Major Street ApproachesMinor Street Approaches F:\UXRjobs\_15600_16000\_15600\15631\Warrants\02 - EP\04U_AM.xls\Fig 4C-3 (Urban Peak) California MUTCD 2014 Edition(FHWA's MUTCD 2009, as amended for use in California) Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = Existing + Project PM Peak Hour Warrants Major Street Name = Sullivan Rd. Total of Both Approaches (VPH) = 7 Number of Approach Lanes on Major Street = 1
Minor Street Name = Lear Av. High Volume Approach (VPH) = 3 Number of Approach Lanes On Minor Street = 1
Intersection ID: #4
*Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane

3.3-4
" '- " '- 0.-. "' , ... 'Cl "--, ... ' "' °" ' In ... '-,: ""'i '--, .., "' .... ..... ' ....... " ;..._ ;,..._ 'I~ '--.. ' ........., ..........., ,.__ .......... ,.__ ('.... r..... r............_ ' ,._ ;,,... """ ---.. --- ----...._
""'I r-.... ,.,,,_ r--. ?'---. )....___ -r---

Page 1301 of 1452 ends

California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = Existing + Project AM Peak Hour Warrants Major Street Name = Lear Av. Total of Both Approaches (VPH) = 38 Number of Approach Lanes on Major Street = 1
Minor Street Name = N. Project Access High Volume Approach (VPH) = 15 Number of Approach Lanes On Minor Street = 1
Intersection ID: #5
*Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane

SIGNAL WARRANT NOT SATISFIED
0 100200300400500600700
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)
1 Lane (Major) & 1 Lane (Minor)2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor)2+ Lanes (Major) & 2+ Lanes (Minor)Major Street ApproachesMinor Street Approaches F:\UXRjobs\_15600_16000\_15600\15631\Warrants\02 - EP\05U_AM.xls\Fig 4C-3 (Urban Peak) California MUTCD 2014 Edition(FHWA's MUTCD 2009, as amended for use in California) Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = Existing + Project PM Peak Hour Warrants Major Street Name = Lear Av. Total of Both Approaches (VPH) = 34 Number of Approach Lanes on Major Street = 1
Minor Street Name = N. Project Access High Volume Approach (VPH) = 28 Number of Approach Lanes On Minor Street = 1
Intersection ID: #5
*Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane

3.3-5
" '- " '- 0.-. "' , ... 'Cl "--, ... ' "' °" ' In ... '-,: ""'i '--, .., "' .... ..... ' ....... " ;..._ ;,..._ 'I~ '--.. ' ........., ..........., ,.__ .......... ,.__ ('.... r..... r............_ ' ,._ ;,,... """ ---.. --- ----...._
""'I r-.... ,.,,,_ r--. ?'---. )....___ -r---

Page 1302 of 1452 ends

California MUTCD 2016 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
Traffic Conditions = Cumulative (2025) Without Project AM Peak Hour Warrants Major Street Name = Twentynine Palms Hwy. (SR-62)Total of Both Approaches (VPH) = 1,212 Number of Approach Lanes Major Street = 2
Minor Street Name = Monte Vista Av. High Volume Approach (VPH) = 10 Number of Approach Lanes Minor Street = 1
Intersection ID: #2
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET)

SIGNAL WARRANT NOT SATISFIED
*Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 10 1212
0 100200300400500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor)2+ Lanes (Major) & 2+ Lanes (Minor)Major Street ApproachesMinor Street Approaches F:\UXRjobs\_15600_16000\_15600\15631\Warrants\03 - EAC\02R_AM.xls\Fig 4C-4 (Rural Peak) California MUTCD 2016 Edition(FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
Traffic Conditions = Cumulative (2025) Without Project PM Peak Hour Warrants Major Street Name = Twentynine Palms Hwy. (SR-62)Total of Both Approaches (VPH) = 1,508 Number of Approach Lanes Major Street = 2
Minor Street Name = Monte Vista Av. High Volume Approach (VPH) = 16 Number of Approach Lanes Minor Street = 1
Intersection ID: #2
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET)

3.3-6

Page 1303 of 1452 ends

California MUTCD 2016 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
Traffic Conditions = Cumulative (2025) With Project AM Peak Hour Warrants Major Street Name = Twentynine Palms Hwy. (SR-62)Total of Both Approaches (VPH) = 1,250 Number of Approach Lanes Major Street = 2
Minor Street Name = Monte Vista Av. High Volume Approach (VPH) = 10 Number of Approach Lanes Minor Street = 1
Intersection ID: #2
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET)

SIGNAL WARRANT NOT SATISFIED
*Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 10 1250
0 100200300400500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor)2+ Lanes (Major) & 2+ Lanes (Minor)Major Street ApproachesMinor Street Approaches F:\UXRjobs\_15600_16000\_15600\15631\Warrants\04 - EAPC\02R_AM.xls\Fig 4C-4 (Rural Peak) California MUTCD 2016 Edition(FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
Traffic Conditions = Cumulative (2025) With Project PM Peak Hour Warrants Major Street Name = Twentynine Palms Hwy. (SR-62)Total of Both Approaches (VPH) = 1,552 Number of Approach Lanes Major Street = 2
Minor Street Name = Monte Vista Av. High Volume Approach (VPH) = 16 Number of Approach Lanes Minor Street = 1
Intersection ID: #2
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET)

3.3-7
----- ----- ---- ----- ---- ----- ----- ---- ----- -~

Page 1304 of 1452 ends

California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = Cumulative (2025) With Project AM Peak Hour Warrants Major Street Name = Lear Av. Total of Both Approaches (VPH) = 7 Number of Approach Lanes on Major Street = 1
Minor Street Name = Cactus Dr. High Volume Approach (VPH) = 2 Number of Approach Lanes On Minor Street = 1
Intersection ID: #3
*Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane

SIGNAL WARRANT NOT SATISFIED
0 100200300400500600700
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)
1 Lane (Major) & 1 Lane (Minor)2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor)2+ Lanes (Major) & 2+ Lanes (Minor)Major Street ApproachesMinor Street Approaches F:\UXRjobs\_15600_16000\_15600\15631\Warrants\04 - EAPC\03U_AM.xls\Fig 4C-3 (Urban Peak) California MUTCD 2014 Edition(FHWA's MUTCD 2009, as amended for use in California) Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = Cumulative (2025) With Project PM Peak Hour Warrants Major Street Name = Lear Av. Total of Both Approaches (VPH) = 9 Number of Approach Lanes on Major Street = 1
Minor Street Name = Cactus Dr. High Volume Approach (VPH) = 3 Number of Approach Lanes On Minor Street = 1
Intersection ID: #3
*Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane

3.3-8
" '- " '- 0.-. "' , ... 'Cl "--, ... ' "' °" ' In ... '-,: ""'i '--, .., "' .... ..... ' ....... " ;..._ ;,..._ 'I~ '--.. ' ........., ..........., ,.__ .......... ,.__ ('.... r..... r............_ ' ,._ ;,,... """ ---.. --- ---
---....._
""'I r-.... ,.,,,_ r--. ?'---. )....___ ~r---

Page 1305 of 1452 ends

California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = Cumulative (2025) With Project AM Peak Hour Warrants Major Street Name = Sullivan Rd. Total of Both Approaches (VPH) = 5 Number of Approach Lanes on Major Street = 1
Minor Street Name = Lear Av. High Volume Approach (VPH) = 3 Number of Approach Lanes On Minor Street = 1
Intersection ID: #4
*Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane

SIGNAL WARRANT NOT SATISFIED
0 100200300400500600700
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)
1 Lane (Major) & 1 Lane (Minor)2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor)2+ Lanes (Major) & 2+ Lanes (Minor)Major Street ApproachesMinor Street Approaches F:\UXRjobs\_15600_16000\_15600\15631\Warrants\04 - EAPC\04U_AM.xls\Fig 4C-3 (Urban Peak) California MUTCD 2014 Edition(FHWA's MUTCD 2009, as amended for use in California) Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = Cumulative (2025) With Project PM Peak Hour Warrants Major Street Name = Sullivan Rd. Total of Both Approaches (VPH) = 7 Number of Approach Lanes on Major Street = 1
Minor Street Name = Lear Av. High Volume Approach (VPH) = 3 Number of Approach Lanes On Minor Street = 1
Intersection ID: #4
*Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane

3.3-9
" '- " '- 0.-. "' , ... 'Cl "--, ... ' "' °" ' In ... '-,: ""'i '--, .., "' .... ..... ' ....... " ;..._ ;,..._ 'I~ '--.. ' ........., ..........., ,.__ .......... ,.__ ('.... r..... r............_ ' ,._ ;,,... """ ---.. --- ---
---....._
""'I r-.... ,.,,,_ r--. ?'---. )....___ -.... r---

Page 1306 of 1452 ends

California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = Cumulative (2025) With Project AM Peak Hour Warrants Major Street Name = Lear Av. Total of Both Approaches (VPH) = 38 Number of Approach Lanes on Major Street = 1
Minor Street Name = N. Project Access High Volume Approach (VPH) = 15 Number of Approach Lanes On Minor Street = 1
Intersection ID: #5
*Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane

SIGNAL WARRANT NOT SATISFIED
0 100200300400500600700
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)
1 Lane (Major) & 1 Lane (Minor)2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor)2+ Lanes (Major) & 2+ Lanes (Minor)Major Street ApproachesMinor Street Approaches F:\UXRjobs\_15600_16000\_15600\15631\Warrants\04 - EAPC\05U_AM.xls\Fig 4C-3 (Urban Peak) California MUTCD 2014 Edition(FHWA's MUTCD 2009, as amended for use in California) Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = Cumulative (2025) With Project PM Peak Hour Warrants Major Street Name = Lear Av. Total of Both Approaches (VPH) = 34 Number of Approach Lanes on Major Street = 1
Minor Street Name = N. Project Access High Volume Approach (VPH) = 28 Number of Approach Lanes On Minor Street = 1
Intersection ID: #5
*Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane

3.3-10
" '- " '- 0.-. "' , ... 'Cl "--, ... ' "' °" ' In ... '-,: ""'i '--, .., "' .... ..... ' ....... " ;..._ ;,..._ 'I~ '--.. ' ........., ..........., ,.__ .......... ,.__ ('.... r..... r............_ ' ,._ ;,,... """ ---.. --- ---
---....._
""'I r-.... ,.,,,_ r--. ?'---. )....___ -.... r---

Page 1307 of 1452 ends

California MUTCD 2016 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
Traffic Conditions = 2045 Without Project AM Peak Hour Warrants Major Street Name = Twentynine Palms Hwy. (SR-62)Total of Both Approaches (VPH) = 2,675 Number of Approach Lanes Major Street = 2
Minor Street Name = Monte Vista Av. High Volume Approach (VPH) = 11 Number of Approach Lanes Minor Street = 1
Intersection ID: #2
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET)

SIGNAL WARRANT NOT SATISFIED
*Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 11 1300
0 100200300400500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor)2+ Lanes (Major) & 2+ Lanes (Minor)Major Street ApproachesMinor Street Approaches F:\UXRjobs\_15600_16000\_15600\15631\Warrants\05 - 2045NP\02R_AM.xls\Fig 4C-4 (Rural Peak) California MUTCD 2016 Edition(FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
Traffic Conditions = 2045 Without Project PM Peak Hour Warrants Major Street Name = Twentynine Palms Hwy. (SR-62)Total of Both Approaches (VPH) = 3,328 Number of Approach Lanes Major Street = 2
Minor Street Name = Monte Vista Av. High Volume Approach (VPH) = 17 Number of Approach Lanes Minor Street = 1
Intersection ID: #2
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET)

3.3-11
----- ----- ---- ----- ---- ----- ----- ---- ----- ----

Page 1308 of 1452 ends

California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = 2045 Without Project AM Peak Hour Warrants Major Street Name = Lear Av. Total of Both Approaches (VPH) = 25 Number of Approach Lanes on Major Street = 1
Minor Street Name = Cactus Dr. High Volume Approach (VPH) = 3 Number of Approach Lanes On Minor Street = 1
Intersection ID: #3
*Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane

SIGNAL WARRANT NOT SATISFIED
0 100200300400500600700
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)
1 Lane (Major) & 1 Lane (Minor)2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor)2+ Lanes (Major) & 2+ Lanes (Minor)Major Street ApproachesMinor Street Approaches F:\UXRjobs\_15600_16000\_15600\15631\Warrants\05 - 2045NP\03U_AM.xls\Fig 4C-3 (Urban Peak) California MUTCD 2014 Edition(FHWA's MUTCD 2009, as amended for use in California) Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = 2045 Without Project PM Peak Hour Warrants Major Street Name = Lear Av. Total of Both Approaches (VPH) = 35 Number of Approach Lanes on Major Street = 1
Minor Street Name = Cactus Dr. High Volume Approach (VPH) = 3 Number of Approach Lanes On Minor Street = 1
Intersection ID: #3
*Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane

3.3-12
" '- " '- 0.-. "' , ... 'Cl "--, ... ' "' °" ' In ... '-,: ""'i '--, .., "' .... ..... ' ....... " ;..._ ;,..._ 'I~ '--.. ' ........., ..........., ,.__ .......... ,.__ ('.... r..... r............_ ' ,._ ;,,... """ ---.. --- ---
---....._
""'I r-.... ,.,,,_ r--. ?'---. )....___ ~r---

Page 1309 of 1452 ends

California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = 2045 Without Project AM Peak Hour Warrants Major Street Name = Sullivan Rd. Total of Both Approaches (VPH) = 19 Number of Approach Lanes on Major Street = 1
Minor Street Name = Lear Av. High Volume Approach (VPH) = 7 Number of Approach Lanes On Minor Street = 1
Intersection ID: #4
*Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane

SIGNAL WARRANT NOT SATISFIED
0 100200300400500600700
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)
1 Lane (Major) & 1 Lane (Minor)2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor)2+ Lanes (Major) & 2+ Lanes (Minor)Major Street ApproachesMinor Street Approaches F:\UXRjobs\_15600_16000\_15600\15631\Warrants\05 - 2045NP\04U_AM.xls\Fig 4C-3 (Urban Peak) California MUTCD 2014 Edition(FHWA's MUTCD 2009, as amended for use in California) Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = 2045 Without Project PM Peak Hour Warrants Major Street Name = Lear Av. Total of Both Approaches (VPH) = 20 Number of Approach Lanes on Major Street = 1
Minor Street Name = Sullivan Rd. High Volume Approach (VPH) = 12 Number of Approach Lanes On Minor Street = 1
Intersection ID: #4
*Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane

3.3-13
" '- " '- 0.-. "' , ... 'Cl "--, ... ' "' °" ' In ... '-,: ""'i '--, .., "' .... ..... ' ....... " ;..._ ;,..._ 'I~ '--.. ' ........., ..........., ,.__ .......... ,.__ ('.... r..... r............_ ' ,._ ;,,... """ ---.. --- ---
---....._
""'I r-.... ,.,,,_ r--. ?'---. )....___ -.... r---

Page 1310 of 1452 ends

California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = 2045 Without Project AM Peak Hour Warrants Major Street Name = Lear Av. Total of Both Approaches (VPH) = 29 Number of Approach Lanes on Major Street = 1
Minor Street Name = N. Project Access High Volume Approach (VPH) = 12 Number of Approach Lanes On Minor Street = 1
Intersection ID: #5
*Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane

SIGNAL WARRANT NOT SATISFIED
0 100200300400500600700
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)
1 Lane (Major) & 1 Lane (Minor)2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor)2+ Lanes (Major) & 2+ Lanes (Minor)Major Street ApproachesMinor Street Approaches F:\UXRjobs\_15600_16000\_15600\15631\Warrants\05 - 2045NP\05U_AM.xls\Fig 4C-3 (Urban Peak) California MUTCD 2014 Edition(FHWA's MUTCD 2009, as amended for use in California) Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = 2045 Without Project PM Peak Hour Warrants Major Street Name = Lear Av. Total of Both Approaches (VPH) = 48 Number of Approach Lanes on Major Street = 1
Minor Street Name = N. Project Access High Volume Approach (VPH) = 7 Number of Approach Lanes On Minor Street = 1
Intersection ID: #5
*Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane

3.3-14
" '- " '- 0.-. "' , ... 'Cl "--, ... ' "' °" ' In ... '-,: ""'i '--, .., "' .... ..... ' ....... " ;..._ ;,..._ 'I~ '--.. ' ........., ..........., ,.__ .......... ,.__ ('.... r..... r............_ ' ,._ ;,,... """ ---.. --- ---
---....._
""'I r-.... ,.,,,_ r--. ?'---. )....___ -.... r---

Page 1311 of 1452 ends

California MUTCD 2016 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
Traffic Conditions = 2045 With Project AM Peak Hour Warrants Major Street Name = Twentynine Palms Hwy. (SR-62)Total of Both Approaches (VPH) = 2,689 Number of Approach Lanes Major Street = 2
Minor Street Name = Monte Vista Av. High Volume Approach (VPH) = 11 Number of Approach Lanes Minor Street = 1
Intersection ID: #2
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET)

SIGNAL WARRANT NOT SATISFIED
*Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 11 1300
0 100200300400500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor)2+ Lanes (Major) & 2+ Lanes (Minor)Major Street ApproachesMinor Street Approaches F:\UXRjobs\_15600_16000\_15600\15631\Warrants\06 - 2045WP\02R_AM.xls\Fig 4C-4 (Rural Peak) California MUTCD 2016 Edition(FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
Traffic Conditions = 2045 With Project PM Peak Hour Warrants Major Street Name = Twentynine Palms Hwy. (SR-62)Total of Both Approaches (VPH) = 3,339 Number of Approach Lanes Major Street = 2
Minor Street Name = Monte Vista Av. High Volume Approach (VPH) = 17 Number of Approach Lanes Minor Street = 1
Intersection ID: #2
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET)

3.3-15
----- ----- ---- ----- ---- ----- ----- ---- ----- ----

Page 1312 of 1452 ends

California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = 2045 With Project AM Peak Hour Warrants Major Street Name = Lear Av. Total of Both Approaches (VPH) = 8 Number of Approach Lanes on Major Street = 1
Minor Street Name = Cactus Dr. High Volume Approach (VPH) = 3 Number of Approach Lanes On Minor Street = 1
Intersection ID: #3
*Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane

SIGNAL WARRANT NOT SATISFIED
0 100200300400500600700
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)
1 Lane (Major) & 1 Lane (Minor)2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor)2+ Lanes (Major) & 2+ Lanes (Minor)Major Street ApproachesMinor Street Approaches F:\UXRjobs\_15600_16000\_15600\15631\Warrants\06 - 2045WP\03U_AM.xls\Fig 4C-3 (Urban Peak) California MUTCD 2014 Edition(FHWA's MUTCD 2009, as amended for use in California) Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = 2045 With Project PM Peak Hour Warrants Major Street Name = Lear Av. Total of Both Approaches (VPH) = 9 Number of Approach Lanes on Major Street = 1
Minor Street Name = Cactus Dr. High Volume Approach (VPH) = 3 Number of Approach Lanes On Minor Street = 1
Intersection ID: #3
*Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane

3.3-16
" '- " '- 0.-. "' , ... 'Cl "--, ... ' "' °" ' In ... '-,: ""'i '--, .., "' .... ..... ' ....... " ;..._ ;,..._ 'I~ '--.. ' ........., ..........., ,.__ .......... ,.__ ('.... r..... r............_ ' ,._ ;,,... """ ---.. --- ---
---....._
""'I r-.... ,.,,,_ r--. ?'---. )....___ -.... r---

Page 1313 of 1452 ends

California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = 2045 With Project AM Peak Hour Warrants Major Street Name = Sullivan Rd. Total of Both Approaches (VPH) = 6 Number of Approach Lanes on Major Street = 1
Minor Street Name = Lear Av. High Volume Approach (VPH) = 4 Number of Approach Lanes On Minor Street = 1
Intersection ID: #4
*Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane

SIGNAL WARRANT NOT SATISFIED
0 100200300400500600700
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)
1 Lane (Major) & 1 Lane (Minor)2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor)2+ Lanes (Major) & 2+ Lanes (Minor)Major Street ApproachesMinor Street Approaches F:\UXRjobs\_15600_16000\_15600\15631\Warrants\06 - 2045WP\04U_AM.xls\Fig 4C-3 (Urban Peak) California MUTCD 2014 Edition(FHWA's MUTCD 2009, as amended for use in California) Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = 2045 With Project PM Peak Hour Warrants Major Street Name = Sullivan Rd. Total of Both Approaches (VPH) = 8 Number of Approach Lanes on Major Street = 1
Minor Street Name = Lear Av. High Volume Approach (VPH) = 4 Number of Approach Lanes On Minor Street = 1
Intersection ID: #4
*Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane

3.3-17
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Page 1314 of 1452 ends

California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = 2045 With Project AM Peak Hour Warrants Major Street Name = Lear Av. Total of Both Approaches (VPH) = 40 Number of Approach Lanes on Major Street = 1
Minor Street Name = N. Project Access High Volume Approach (VPH) = 20 Number of Approach Lanes On Minor Street = 1
Intersection ID: #5
*Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane

SIGNAL WARRANT NOT SATISFIED
0 100200300400500600700
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)
1 Lane (Major) & 1 Lane (Minor)2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor)2+ Lanes (Major) & 2+ Lanes (Minor)Major Street ApproachesMinor Street Approaches F:\UXRjobs\_15600_16000\_15600\15631\Warrants\06 - 2045WP\05U_AM.xls\Fig 4C-3 (Urban Peak) California MUTCD 2014 Edition(FHWA's MUTCD 2009, as amended for use in California) Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = 2045 With Project PM Peak Hour Warrants Major Street Name = Lear Av. Total of Both Approaches (VPH) = 39 Number of Approach Lanes on Major Street = 1
Minor Street Name = N. Project Access High Volume Approach (VPH) = 31 Number of Approach Lanes On Minor Street = 1
Intersection ID: #5
*Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane

3.3-18
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California MUTCD (FHWA's MUTCD 2012, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet
(Average Traffic Estimate Form)
___ ___ ___ ___ TRAFFIC CONDITIONS

DIST CO RTE PM CALC DATE
Jurisdiction: City of Twentynine Palms CHK DATE
Major Street: Lear Av. Critical Approach Speed (Major) 30 mph Minor Street: Cactus Dr. Critical Approach Speed (Minor) 30 mph Major Street Approach Lanes = 1 lane Minor Street Approach Lanes 1 lane Major Street Future ADT = 102 vpd Minor Street Future ADT = 34 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…... or
In built up area of isolated community of < 10,000 population …………….….….

Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 102 1 34 8,000 5,600 2,400 1,680
2 + 1 9,600 6,720 2,400 1,680
2 + 2 + 9,600 6,720 3,200 2,240
1 2 + 8,000 5,600 3,200 2,240
Satisfied Not Satisfied
XX
Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 102 1 34 12,000 8,400 1,200 850
2 + 1 14,400 10,080 1,200 850
2 + 2 + 14,400 10,080 1,600 1,120
1 2 + 12,000 8,400 1,600 1,120
No one condition satisfied, but following conditions
fulfilled 80% of more ….. A B
1% 1%
Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes.

The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.

Combination of CONDITIONS A + B
2 CONDITIONS
80%
2 CONDITIONS
80%
Satisfied Not Satisfied
XX
on Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume
XX Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume XX ADT
E+P
JC 11/15/23

URBAN (U)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
F:\UXRjobs\_15600_16000\_15600\15631\Warrants\Daily.xlsx\03_EP

3.3-19

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Twentynine Palms City CouncilJuly 22, 2025

Twentynine Palms City Council
July 22, 2025