Agenda — Desert Hot Springs City Council, April 21, 2026 (part 8 of 19)

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APPENDIX 3.1:

CITY OF DESERT HOT SPRINGS MUNICIPAL CODE
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CHAPTER 8.12

NOISE CONTROL
§ 8.12.010. Purpose.

It is the purpose of this chapter to implement regulations and general administrative procedure to control and abate unreasonable, unnecessary, excessive and annoying noise and vibration. It is the further purpose of this chapter to recognize that the existence of unreasonable noise and vibration within the City is a condition that is detrimental to the peace, health, safety, welfare and quality of life of the citizens and shall be regulated in the public interest. (Prior code § 90A.01; Ord. 7576-7-22)
§ 8.12.020. Definitions.

As used in this chapter, the following terms have the meanings given:
“Construction” means any site preparation, assembly, erection, substantial repair, alteration, or similar action.
“Demolition” means any dismantling, intentional destruction or removal of structures, utilities, public or private right-of-way surfaces, or similar property. “Leaf blower” means any portable, handheld or backpack, engine-powered device with a nozzle that creates a direct airstream capable of and intended for moving leaves and light materials. “Noise” is interchangeable with the term “sound.”
“Noise disturbance” means any sound that:
“Noise sensitive zone” means all parcels upon which noise sensitive activities are conducted, including, but not limited to, operations of schools, libraries open to the public, spas, hotels as defined in the transient occupancy tax provisions of the municipal code, churches, hospitals, and nursing homes.

Permitted hours of operation. Where sound is restricted to “permitted hours of operation,” the term means:
“Powered model vehicle” means any self-propelled airborne, waterborne, or land-borne plane, vessel, or vehicle, which is not designed to carry persons, including, but not limited to, any model airplane, boat, car, or rocket.
“Real property boundary” means an imaginary line along the ground surface, and its vertical

1. Endangers the safety or health of any person;

2. Disturbs a reasonable person of normal sensitivities; or

3. Endangers personal or real property.

1. Monday through Friday, 7:00 a.m. through 6:00 p.m.

2. Saturday, 8:00 a.m. through 6:00 p.m.

3. Sunday, 9:00 a.m. through 5:00 p.m.

City of Desert Hot Springs, CA
§ 8.12.010 § 8.12.020
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extension, which separates the real property owned by one person or entity from that owned by an other, but not including intra-building real property divisions. “Sound” means an oscillation in pressure, particle displacement, particle velocity or other physical parameter, in a medium with internal forces that causes compression and rarefaction of that medium. The description of sound may include any characteristic of such sound, including duration, intensity and frequency.
“Sound amplifying equipment” means any machine or device for the amplification of the human voice, music or any other sound. Sound amplifying equipment shall not be construed as including a standard automobile radio when used and heard only by the occupants of the vehicle in which it is installed or warning devices on authorized emergency vehicles. “Sound truck” means any motor vehicle or other vehicle, regardless of motive power, whether in motion or stationary, having mounted thereon, built-in or attached thereto, any sound amplifying equipment.
(Prior code § 90A.02; Ord. 7576-7-22)
§ 8.12.030. Noise disturbances prohibited.

A. It is unlawful and a public nuisance for any person to make, suffer, permit, allow, continue, or cause to be made, suffered, permitted, allowed, or continued, within the City limits or within 200 feet thereof, any noise disturbance.

B. The factors to determine whether a violation of this chapter occurred shall include, but are not limited to, the following:

1. The volume, level, and intensity of the noise;

2. Whether the nature of the noise is usual or unusual;

3. Whether the origin of the noise is natural or unnatural;

4. The level and intensity of the background (ambient) noise, if any;

5. The proximity of the noise to residential or commercial sleeping areas;

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

7. The density of inhabitation of the area within which the noise emanates;

8. The time of day or night the noise occurs;

9. The duration of the noise;

10. Whether the noise is constant, or recurrent or intermittent;

11. The number of persons affected by the noise;

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

13. If the noise is produced by a commercial activity, whether the activity is lawful under this Code and whether the noise is one that could reasonably be expected from the City of Desert Hot Springs, CA
§ 8.12.020 § 8.12.030
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(Prior code § 90A.03; Ord. 7576-7-22)
§ 8.12.040. Other specific prohibitions.

The following acts, and the causing thereof, are declared to be in violation of this chapter:
(Prior code § 90A.04; Ord. 7576-7-22)
§ 8.12.050. Burglar alarms.
(Prior code § 90A.05; Ord. 7576-7-22)
§ 8.12.060. Sound trucks.
commercial activity.

A. The sounding of any horn or other auditory signaling devices on or in any motor vehicle except as a warning of danger.

B. The use or operation of any sound production or reproduction device, radio receiving set, musical instrument, drums, phonograph, television set, loud speakers, sound amplifier, public address system or other similar machine or device for the producing or reproducing of sound:

1. Between the hours of 8:00 p.m. and 8:00 a.m. the following day in such a manner as to create a noise disturbance across a real property boundary;

2. In such a manner as to be plainly audible within any noise sensitive zone;

3. In such a manner as to be plainly audible at a distance of 50 feet from the source;

4. In such a manner as to create a noise disturbance to any person other than the operator of the device, when operated by any passenger on a common carrier.

C. The use or operation of a leaf blower:

1. Between the hours of 8:00 p.m. and 7:00 a.m. on Monday through Friday; and

2. Between the hours of 8:00 p.m. and 9:00 a.m. on Saturday and/or Sunday.

D. Owning, possessing or harboring any animal or bird which frequently or for continued duration, howls, barks, squawks, or makes other sounds which create a noise disturbance across a residential real property boundary or which are audible within a noise sensitive zone.

A. Audible burglar alarms for structures or motor vehicles are prohibited unless the operation of such burglar alarm will be terminated within 10 minutes of being activated.

B. Notwithstanding the requirements of this chapter, any member of the Police Department of the City shall have the right to take such steps as may be reasonable and necessary to disconnect any such alarm installed in any building, dwelling, or motor vehicle at any time during the period of its activation. This section does not preclude the towing and storage of vehicles in accordance with the procedures set forth in the California Vehicle Code.

A. No person shall use, or cause to be used, a sound truck with its sound amplifying equipment City of Desert Hot Springs, CA
§ 8.12.030 § 8.12.060
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in operation, for commercial or noncommercial purposes, in the City, before filing a written sound truck registration statement with the City Business Licensing Department.

B. Preexisting sound trucks operating in the City prior to the date of adoption of the ordinance codified in this chapter shall be granted a 60-day period from the date of adoption within which to comply with the provisions of this chapter and file a sound truck registration statement with the City Business Licensing Clerk.

C. The sound truck registration statement shall be filed in duplicate and shall state the following:

1. Name and home address of the registrant;

2. Address of place of business of registrant;

3. License number and motor number of the sound truck to be used by the registrant;

4. Name and address of person who owns the sound truck;

5. Name and address of person having direct charge of the sound truck;

6. Names and addresses of all persons who will use or operate the sound truck;

7. The purpose for which the sound truck will be used;

8. A general statement as to the section or sections of the City in which the sound truck will be used;

9. The proposed hours of operation of the sound truck;

10. The number of days of proposed operation of the sound truck;

11. Proof of current liability insurance;

12. A general description of the sound amplifying equipment that is to be used; and

13. The maximum sound producing power of the sound amplifying equipment to be used in or on the sound truck as follows:
a. The wattage to be used;
b. The volume in decibels of the sound that will be produced; c. The approximate maximum distance which sound will be thrown from the sound truck.

D. All persons using, or causing to be used, sound trucks shall amend any registration statement filed pursuant to this section within 48 hours after any change in the information therein furnished.

E. The Business Licensing Clerk shall return to the registrant one copy of the registration statement duly certified as a correct copy of the registration statement. The certified copy of the registration statement shall be in the possession of any person operating the sound truck at all times while the sound truck’s sound amplifying equipment is in operation and the copy City of Desert Hot Springs, CA
§ 8.12.060 § 8.12.060
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(Prior code § 90A.06; Ord. 7576-7-22)
§ 8.12.070. Prohibited conduct for food vendors and others.

Notwithstanding the provisions of this chapter, it is unlawful for any person including, but not limited to mobile food vending vehicles as defined in Chapter 5.52 of this Code, to sound, blow or operate any music, chimes or bells, or any similar sound device, amplified or otherwise, that can be heard for a distance greater than 50 feet, for any purpose. (Prior code § 90A.07; Ord. 7576-7-22)
§ 8.12.080. Standing motor vehicles.

No person shall operate or permit the operation of any motor vehicle with a gross vehicle weight rating in excess of 10,000 pounds, or any auxiliary equipment attached to such a vehicle, including but not limited to refrigerated truck compressors, for a period longer than 15 minutes in any hour while the vehicle is stationary, on a public right-of-way or public space, and within 150 feet of a residential dwelling or noise sensitive zone, between the hours of 7:00 p.m. and 7:00 a.m., for reasons other than traffic congestion.
(Prior code § 90A.08; Ord. 7576-7-22)
§ 8.12.090. Limiting noises or vibration created by vehicles, tools or machinery to permitted hours of operation.

Notwithstanding any other provisions of this chapter, it is unlawful and a public nuisance for any person to cause, suffer, allow, or permit any of the following except during permitted hours of operation:
shall be presented to any enforcement officer of the City upon request.

F. Use of sound trucks in the City with sound amplifying equipment in operation shall be subject to the following regulations.

1. The only sounds permitted are music or human speech;

2. Operations are permitted during daylight hours each day. No sound amplifying equipment shall be used during hours of darkness. Darkness is defined as any time from one-half hour after sunset to one-half hour before sunrise and any other time when visibility is not sufficient to render clearly discernable any person or vehicle on the roadway at a distance of 1,000 feet;

3. Sound amplification equipment shall not be operated within 100 yards of a noise sensitive zone or polling place;

4. The human speech and music amplified shall not be profane, lewd, indecent, or slanderous;

5. The volume of sound shall be controlled so that it will not be plainly audible for a distance in excess of 100 yards from the sound truck and so that the volume is not unreasonably loud, raucous, jarring, disturbing, or a nuisance to persons within the area of audibility.

City of Desert Hot Springs, CA
§ 8.12.060 § 8.12.090
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(Prior code § 90A.09; Ord. 7576-7-22)
§ 8.12.100. Construction—Hours of work permitted.

It is unlawful and a public nuisance for any person to cause, suffer, allow or permit any construction, drilling or demolition work, or the use of tools or equipment therefor, during those times and on those days that such activities are prohibited pursuant to Section 9.04.030 of this Code, as may be amended from time to time.
(Prior code § 90A.10; Ord. 7576-7-22)
§ 8.12.110. Special provisions—Exemptions.

A. Operation or use of powered model vehicles/planes.

B. Loading and unloading of vehicles, operating of forklifts or cranes within 1,000 feet of a residence or noise sensitive zone.

C. Loading, unloading, opening, closing or other handling of boxes, crates, containers, building materials, garbage cans, or similar objects in such a manner as to cause a noise disturbance across a residential real property boundary.

D. Repairing, rebuilding, modifying, or resting any motor vehicle, motorcycle, or motorboat in such a manner as to cause a noise disturbance across a residential real property boundary.

E. Operating any mechanically powered saw, sander, drill, grinder, lawn or garden tool, or similar device so as to cause a noise disturbance across a residential real property boundary.

A. The following activities shall be exempt from the provisions of this chapter:

1. Those noise events in the community (e.g., arterial traffic noise) that are more accurately measured by application of the general plan noise element policy;

2. School bands, school athletic and school entertainment events;

3. Outdoor gatherings, public dances, shows and sporting and entertainment events provided such events are authorized by the City via permit, or previously approved development agreement;

4. Activities conducted in public parks and public playgrounds with a valid City permit;

5. Any mechanical device, apparatus or equipment used, related to or connected with emergency machinery, vehicle or work;

6. The emission of sound for the purpose of alerting persons to the existence of any emergency;

7. The emission of sound in the performance of emergency work.

B. The provisions of this chapter shall not preclude the construction, operation, maintenance and repairs of equipment, apparatus or facilities of park and recreation departments, public work projects or essential public services and facilities, including trash collection and those activities of public utilities subject to the regulatory jurisdiction of the California Public City of Desert Hot Springs, CA
§ 8.12.090 § 8.12.110
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(Prior code § 90A.11; Ord. 7576-7-22)
§ 8.12.120. Enforcement procedures.

The City may enforce this chapter using applicable procedures in Title 4 of this Code. (Prior code § 90A.12; Ord. 7576-7-22)
§ 8.12.130. Enforcement authority.

The Code Compliance Division, Police Department, the Building Department, the Business Licensing Department, and/or the Animal Control Department, shall have the power and authority to enforce any and all provisions of this chapter.
(Prior code § 90A.13; Ord. 7576-7-22)
§ 8.12.140. Violation—Infractions.

Any person violating any of the provisions of this chapter shall be deemed guilty of an infraction. (Prior code § 90A.14; Ord. 7576-7-22)
§ 8.12.150. Continuing or subsequent violation—Misdemeanor. (Prior code § 90A.15; Ord. 7576-7-22)
§ 8.12.160. (Reserved)
§ 8.12.170. Cumulative remedies.

All remedies set forth in this chapter shall be cumulative and in addition to any and all other remedies, civil, equitable, or criminal, afforded to the City under the law. (Prior code § 90A.17; Ord. 7576-7-22)
Utilities Commission.

C. The provisions of this chapter shall not preclude activities reasonably required to comply with any Federal, State, County or local law.

D. If at the time the enforcement officer investigates a burglar alarm or noisy animal(s) complaint, and determines that the cause of the noise is the result of a person, other than the animal’s owner or caretaker, committing or attempting to commit an illegal act, such as trespass or theft, no violation of this chapter shall have taken place.

A. If a violation of this chapter is of a continuing nature, each day during any part of which it occurs shall constitute an additional, separate, and distinct offense.

B. A violation of the same provision of this chapter, by any person having been previously convicted of a violation of this chapter, may be prosecuted, at the discretion of the City Attorney, as either an infraction or as a misdemeanor, punishable by a fine not exceeding $1,000 or imprisonment in the County Jail for a term not exceeding six months, or by both such fine and imprisonment.

City of Desert Hot Springs, CA
§ 8.12.110 § 8.12.170
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§ 9.04.030. Construction—Hours of work permitted.
(Prior code § 130.03)
A. 1. Except as herein otherwise provided, no person shall be engaged or employed nor shall any person cause any other person to be engaged or employed in any work of construction, erection, alteration, or repair, addition to or improvement of any building, structure, road or improvement to realty between the hours of 5:00 p.m. of each day and 7:00 a.m. of the next day, except when daylight savings time is in effect.

2. During such time as daylight savings time is in effect in the City, no such activities shall be permitted between the hours of 6:00 p.m. of each day and 6:00 a.m. of the next day.

3. No such activities shall be permitted on Sundays.

B. Any person violating the provisions of this section shall be guilty of an infraction offense.

City of Desert Hot Springs, CA
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16328-02 NA Varner Road / West Drive Logistics
APPENDIX 5.1:

STUDY AREA PHOTOS
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JN:16328
16328_L1_A 1.North
33, 54' 11.600000", 116, 29' 56.790000"
16328_L1_A 2.South
33, 54' 11.570000", 116, 29' 56.790000"
16328_L1_A 3.East
33, 54' 11.570000", 116, 29' 56.790000"
16328_L1_A 4.West
33, 54' 11.620000", 116, 29' 57.030000"
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JN:16328
16328_L2_B 1.North
33, 53' 54.420000", 116, 29' 31.550000"
16328_L2_B 2.South
33, 53' 54.380000", 116, 29' 31.550000"
16328_L2_B 3.East
33, 53' 54.350000", 116, 29' 31.410000"
16328_L2_B 4.West
33, 53' 54.290000", 116, 29' 31.440000"
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JN:16328
16328_L3_C 1.North
33, 53' 18.860000", 116, 30' 10.440000"
16328_L3_C 2.South
33, 53' 18.750000", 116, 30' 10.350000"
16328_L3_C 3.East
33, 53' 18.740000", 116, 30' 10.380000"
16328_L3_C 4.West
33, 53' 18.740000", 116, 30' 10.630000"
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JN:16328
16328_L4_D 1.North
33, 53' 2.660000", 116, 30' 35.380000"
16328_L4_D 2.South
33, 53' 2.620000", 116, 30' 35.380000"
16328_L4_D 3.East
33, 53' 2.480000", 116, 30' 35.270000"
16328_L4_D 4.West
33, 53' 2.490000", 116, 30' 35.320000"
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JN:16328
16328_L5_E 1.North
33, 53' 41.590000", 116, 31' 6.630000"
16328_L5_E 2.South
33, 53' 41.530000", 116, 31' 6.630000"
16328_L5_E 3.East
33, 53' 41.480000", 116, 31' 6.630000"
16328_L5_E 4.West
33, 53' 41.440000", 116, 31' 6.710000"
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JN:16328
16328_L6_F 1.North
33, 51' 54.900000", 116, 31' 40.940000"
16328_L6_F 2.South
33, 51' 54.780000", 116, 31' 41.100000"
16328_L6_F 3.East
33, 51' 54.800000", 116, 31' 40.850000"
16328_L6_F 4.West
33, 51' 54.710000", 116, 31' 41.070000"
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APPENDIX 5.2:

NOISE LEVEL MEASUREMENT WORKSHEETS
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Date: Location: Meter: Piccolo II JN: 16328
Project: West Drive Logistics Source: Analyst: Z. Ibrahim Timeframe Hour L eq L max L min L1% L2% L5% L8% L25% L50% L90% L95% L99% L eq Adj. Adj. L eq 0 45.5 49.3 44.4 49.1 48.9 47.8 46.9 45.5 45.0 44.6 44.5 44.5 45.5 10.0 55.5 1 44.8 46.4 44.3 46.2 46.0 45.6 45.4 44.9 44.6 44.4 44.4 44.3 44.8 10.0 54.8 2 45.5 48.0 44.8 47.8 47.6 47.1 46.9 45.5 45.2 44.9 44.8 44.8 45.5 10.0 55.5 3 53.6 54.3 52.8 54.2 54.2 54.1 54.1 53.8 53.5 53.2 52.9 52.8 53.6 10.0 63.6 4 46.0 48.7 45.2 48.4 47.9 47.3 47.1 46.2 45.7 45.3 45.3 45.2 46.0 10.0 56.0 5 47.9 52.5 46.0 52.2 51.9 51.4 50.6 48.3 47.0 46.2 46.1 46.0 47.9 10.0 57.9 6 51.7 59.4 48.0 58.7 58.2 56.2 54.8 51.8 50.1 48.6 48.4 48.1 51.7 10.0 61.7 7 56.6 63.3 51.2 62.8 62.4 61.2 60.2 57.4 55.0 52.4 52.0 51.3 56.6 0.0 56.6 8 58.6 68.0 52.4 66.8 65.4 63.1 62.4 59.0 56.2 53.7 53.3 52.5 58.6 0.0 58.6 9 48.6 57.7 43.9 57.0 56.5 54.4 52.6 48.1 46.0 44.4 44.2 43.9 48.6 0.0 48.6 10 47.1 56.3 42.9 55.8 55.4 53.4 50.9 46.2 44.4 43.2 43.1 42.9 47.1 0.0 47.1 11 48.3 57.7 43.7 57.2 56.7 54.5 52.8 47.4 45.0 44.0 43.9 43.7 48.3 0.0 48.3 12 49.9 58.6 44.2 58.1 57.5 55.7 54.1 49.9 47.1 44.6 44.4 44.2 49.9 0.0 49.9 13 49.5 58.2 44.8 57.8 57.3 55.5 53.5 48.9 47.0 45.3 45.1 44.8 49.5 0.0 49.5 14 48.9 57.5 44.1 56.9 56.4 54.7 53.1 48.9 46.0 44.4 44.3 44.1 48.9 0.0 48.9 15 52.4 63.5 44.5 63.0 62.4 59.9 57.1 50.4 46.7 45.0 44.7 44.6 52.4 0.0 52.4 16 51.3 60.8 45.1 60.2 59.7 57.7 55.7 50.5 48.0 45.7 45.5 45.1 51.3 0.0 51.3 17 50.7 58.3 45.7 58.0 57.6 55.8 54.6 50.8 48.8 46.7 46.4 45.9 50.7 0.0 50.7 18 49.4 57.2 44.2 56.7 56.2 54.7 53.7 49.7 46.6 44.7 44.5 44.3 49.4 0.0 49.4 19 47.8 55.4 44.1 55.1 54.7 53.1 51.6 47.5 45.5 44.5 44.3 44.2 47.8 5.0 52.8 20 47.7 56.3 43.5 56.0 55.5 53.5 51.8 46.7 44.8 43.8 43.7 43.5 47.7 5.0 52.7 21 46.7 53.8 43.7 53.4 53.0 51.6 50.5 46.6 44.9 44.0 43.9 43.8 46.7 5.0 51.7 22 46.3 52.1 44.1 51.8 51.6 50.1 48.8 46.2 45.3 44.4 44.3 44.2 46.3 10.0 56.3 23 45.4 48.7 44.1 48.4 48.1 47.3 46.9 45.7 45.0 44.3 44.2 44.1 45.4 10.0 55.4 Timeframe Hour L eq L max L min L1% L2% L5% L8% L25% L50% L90% L95% L99% Min 46.7 53.8 42.9 53.4 53.0 51.6 50.5 46.2 44.4 43.2 43.1 42.9 Max 58.6 68.0 52.4 66.8 65.4 63.1 62.4 59.0 56.2 53.7 53.3 52.5

51.9 58.3 57.8 55.9 54.3 49.9 47.5 45.8 45.5 45.3
Min 44.8 46.4 44.1 46.2 46.0 45.6 45.4 44.9 44.6 44.3 44.2 44.1 Max 53.6 59.4 52.8 58.7 58.2 56.2 54.8 53.8 53.5 53.2 52.9 52.8

48.6 50.8 50.5 49.7 49.0 47.5 46.8 46.2 46.1 46.0
Night
Day
Leq (dBA) 24-Hour
Day CNEL
Night
Energy Average
Energy Average Average:

Average:

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

55.9 51.9 48.6
24-Hour Noise Level Measurement Summary
Hourly L eq dBA Readings (unadjusted)
Night
Thursday, February 20, 2025 L1 - Located northeast of the site near the residence at 66625 20th Ave.

45.544.845.5

53.6 46.047.951.7

56.6 58.6

48.647.148.349.949.548.952.451.350.749.447.847.746.746.345.4

35.0 40.0

45.0 50.0

55.0 60.0

65.0 70.0

75.0 80.0

85.0 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\_16100-16500\_16300\16328\04_Noise\Fieldwork\Measurements\16328_L1_A 81 Item Number: 1.

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Date: Location: Meter: Piccolo II JN: 16328
Project: West Drive Logistics Source: Analyst: Z. Ibrahim Timeframe Hour L eq L max L min L1% L2% L5% L8% L25% L50% L90% L95% L99% L eq Adj. Adj. L eq 0 37.2 44.6 33.6 44.2 43.6 41.8 40.7 37.2 35.6 34.1 33.9 33.7 37.2 10.0 47.2 1 34.5 40.0 32.1 39.4 38.8 37.7 37.1 34.9 33.8 32.5 32.3 32.2 34.5 10.0 44.5 2 33.7 40.2 31.8 39.2 38.2 36.4 35.4 33.8 33.0 32.2 32.0 31.9 33.7 10.0 43.7 3 36.2 40.0 33.7 39.7 39.4 38.6 38.2 36.9 35.7 34.1 34.0 33.7 36.2 10.0 46.2 4 37.5 40.9 35.2 40.7 40.4 39.7 39.3 38.1 37.1 35.8 35.5 35.3 37.5 10.0 47.5 5 40.4 43.4 38.1 43.1 42.9 42.4 42.1 41.0 40.1 38.7 38.5 38.2 40.4 10.0 50.4 6 43.9 48.8 41.1 48.4 48.1 47.2 46.5 44.4 43.1 41.8 41.5 41.2 43.9 10.0 53.9 7 48.9 55.9 43.8 55.2 54.7 53.4 52.6 49.7 47.2 44.7 44.3 44.0 48.9 0.0 48.9 8 45.3 50.9 40.4 50.1 49.7 48.6 48.0 45.9 44.6 42.1 41.5 40.7 45.3 0.0 45.3 9 49.2 57.4 37.0 56.5 56.0 55.0 54.3 50.8 45.4 37.9 37.5 37.2 49.2 0.0 49.2 10 45.2 52.0 37.0 51.5 51.1 50.4 49.9 46.6 42.4 38.4 37.9 37.4 45.2 0.0 45.2 11 43.5 50.3 36.9 49.7 49.1 48.0 47.2 44.6 42.1 38.2 37.6 37.0 43.5 0.0 43.5 12 44.0 52.7 37.2 51.8 51.1 49.5 48.3 44.1 41.7 38.5 38.0 37.4 44.0 0.0 44.0 13 43.0 50.5 37.0 50.0 49.3 48.1 47.3 43.7 40.6 38.1 37.6 37.1 43.0 0.0 43.0 14 42.4 53.0 35.3 51.9 50.8 48.4 46.8 41.4 38.8 36.5 36.1 35.5 42.4 0.0 42.4 15 42.0 48.7 36.8 48.0 47.4 46.0 45.3 42.6 40.7 37.6 37.3 36.9 42.0 0.0 42.0 16 39.8 47.4 35.1 46.9 46.4 45.2 43.6 40.4 37.5 35.9 35.6 35.3 39.8 0.0 39.8 17 37.8 45.0 34.7 44.0 43.0 41.1 40.2 38.1 36.9 35.3 35.1 34.8 37.8 0.0 37.8 18 42.2 47.7 37.6 47.3 47.0 46.0 45.2 43.1 41.5 38.3 38.0 37.7 42.2 0.0 42.2 19 42.6 49.0 39.0 48.3 47.7 46.7 45.7 43.1 41.4 39.7 39.4 39.1 42.6 5.0 47.6 20 39.4 45.9 37.3 45.2 44.3 42.3 41.3 39.4 38.7 37.7 37.6 37.4 39.4 5.0 44.4 21 37.8 42.2 35.6 41.7 41.3 40.3 39.6 38.1 37.3 36.2 35.9 35.7 37.8 5.0 42.8 22 39.3 47.9 37.6 45.2 43.7 41.3 40.5 39.4 38.8 38.0 37.8 37.6 39.3 10.0 49.3 23 36.6 40.3 34.9 40.0 39.6 38.6 37.9 36.9 36.2 35.3 35.1 34.9 36.6 10.0 46.6 Timeframe Hour L eq L max L min L1% L2% L5% L8% L25% L50% L90% L95% L99% Min 37.8 42.2 34.7 41.7 41.3 40.3 39.6 38.1 36.9 35.3 35.1 34.8 Max 49.2 57.4 43.8 56.5 56.0 55.0 54.3 50.8 47.2 44.7 44.3 44.0

44.2 49.2 48.6 47.3 46.4 43.4 41.1 38.3 38.0 37.5
Min 33.7 40.0 31.8 39.2 38.2 36.4 35.4 33.8 33.0 32.2 32.0 31.9 Max 43.9 48.8 41.1 48.4 48.1 47.2 46.5 44.4 43.1 41.8 41.5 41.2

38.9 42.2 41.6 40.4 39.7 38.1 37.1 35.8 35.6 35.4
Night
Day
Leq (dBA) 24-Hour
Day CNEL
Night
Energy Average
Energy Average Average:

Average:

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

46.8 44.2 38.9
24-Hour Noise Level Measurement Summary
Hourly L eq dBA Readings (unadjusted)
Night
Thursday, February 20, 2025 L2 - Located northeast of the site near the residence at 20600 Circle B Dr.

37.236.237.540.443.948.945.349.245.243.544.043.042.442.039.837.842.242.639.437.839.336.6

35.0 40.0

45.0 50.0

55.0 60.0

65.0 70.0

75.0 80.0

Page 1033 of 2902 ends

Date: Location: Meter: Piccolo II JN: 16328
Project: West Drive Logistics Source: Analyst: Z. Ibrahim Timeframe Hour L eq L max L min L1% L2% L5% L8% L25% L50% L90% L95% L99% L eq Adj. Adj. L eq 0 47.7 57.4 42.4 56.9 56.2 53.6 51.6 47.0 44.8 43.0 42.8 42.5 47.7 10.0 57.7 1 45.1 50.9 42.0 50.5 50.1 48.9 48.1 45.6 44.0 42.4 42.3 42.1 45.1 10.0 55.1 2 44.9 51.7 41.9 51.4 51.1 49.7 48.3 44.7 43.3 42.3 42.2 42.0 44.9 10.0 54.9 3 47.8 54.6 42.9 54.3 54.0 52.8 51.9 48.3 45.8 43.7 43.4 43.0 47.8 10.0 57.8 4 50.0 56.5 44.6 56.3 55.9 54.5 53.3 50.7 48.7 45.7 45.1 44.7 50.0 10.0 60.0 5 54.4 61.9 48.2 61.7 61.4 59.9 58.8 54.7 52.2 49.2 48.8 48.3 54.4 10.0 64.4 6 57.1 65.4 51.0 64.7 64.0 62.2 60.8 57.4 55.1 52.1 51.6 51.1 57.1 10.0 67.1 7 61.4 71.5 53.3 70.4 69.9 68.2 65.9 61.6 57.6 54.6 54.0 53.5 61.4 0.0 61.4 8 57.5 64.5 52.1 64.3 63.8 62.5 61.4 57.9 55.7 53.0 52.5 52.2 57.5 0.0 57.5 9 56.8 65.3 47.1 65.0 64.5 62.7 61.3 57.2 54.1 48.7 48.0 47.3 56.8 0.0 56.8 10 57.3 67.1 51.9 65.8 64.6 62.1 60.9 57.3 55.2 52.8 52.6 52.0 57.3 0.0 57.3 11 57.9 68.4 47.1 68.2 67.6 65.2 63.0 56.2 52.6 48.7 47.9 47.3 57.9 0.0 57.9 12 59.1 66.4 52.4 66.1 65.8 64.6 63.5 59.6 57.0 53.6 53.1 52.6 59.1 0.0 59.1 13 57.5 66.8 48.1 66.5 66.0 64.4 62.8 56.8 53.3 49.6 48.9 48.2 57.5 0.0 57.5 14 55.1 62.1 48.4 61.8 61.4 59.9 58.8 55.9 53.5 49.8 49.1 48.5 55.1 0.0 55.1 15 54.2 62.0 46.4 61.7 61.2 59.5 58.5 54.7 52.1 47.9 47.2 46.6 54.2 0.0 54.2 16 57.8 65.9 48.7 65.6 65.3 64.1 63.0 57.6 54.9 50.6 49.9 49.0 57.8 0.0 57.8 17 56.6 65.1 48.9 64.9 64.4 62.6 60.7 56.4 54.5 50.7 49.8 49.1 56.6 0.0 56.6 18 60.1 73.0 49.9 72.0 70.6 66.0 63.2 58.5 55.5 51.4 50.6 50.0 60.1 0.0 60.1 19 54.2 60.6 48.2 60.4 60.0 58.4 57.3 55.1 53.1 49.5 48.9 48.3 54.2 5.0 59.2 20 52.8 58.4 46.6 58.2 57.9 56.8 56.0 54.0 52.0 47.8 47.2 46.7 52.8 5.0 57.8 21 52.3 58.5 45.8 58.3 58.0 56.7 55.8 53.4 51.0 47.1 46.5 45.9 52.3 5.0 57.3 22 50.4 55.9 45.3 55.7 55.4 54.4 53.6 51.5 49.3 46.2 45.8 45.4 50.4 10.0 60.4 23 48.7 56.0 43.5 55.6 55.2 53.7 52.4 49.2 46.8 44.3 44.0 43.7 48.7 10.0 58.7 Timeframe Hour L eq L max L min L1% L2% L5% L8% L25% L50% L90% L95% L99% Min 52.3 58.4 45.8 58.2 57.9 56.7 55.8 53.4 51.0 47.1 46.5 45.9 Max 61.4 73.0 53.3 72.0 70.6 68.2 65.9 61.6 57.6 54.6 54.0 53.5

57.4 64.6 64.1 62.2 60.8 56.8 54.1 50.4 49.7 49.1
Min 44.9 50.9 41.9 50.5 50.1 48.9 48.1 44.7 43.3 42.3 42.2 42.0 Max 57.1 65.4 51.0 64.7 64.0 62.2 60.8 57.4 55.1 52.1 51.6 51.1

51.4 56.4 55.9 54.4 53.2 49.9 47.8 45.4 45.1 44.8
24-Hour Noise Level Measurement Summary
Hourly L eq dBA Readings (unadjusted)
Night
Thursday, February 20, 2025 L3 - Located east of the site near the residence at 65900 Thornton Rd.

Night
Day
Leq (dBA) 24-Hour
Day CNEL
Night
Energy Average
Energy Average Average:

Average:

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

59.7 57.4 51.4

47.745.144.947.850.0

54.4 57.1

61.4 57.5

56.8 57.3

57.9 59.1

57.5 55.1

54.2 57.8

56.6 60.1

54.2 52.852.350.448.7

35.0 40.0

45.0 50.0

55.0 60.0

65.0 70.0

75.0 80.0

Page 1034 of 2902 ends

Date: Location: Meter: Piccolo II JN: 16328
Project: West Drive Logistics Source: Analyst: Z. Ibrahim Timeframe Hour L eq L max L min L1% L2% L5% L8% L25% L50% L90% L95% L99% L eq Adj. Adj. L eq 0 63.0 75.8 42.0 75.3 74.3 70.7 67.7 59.3 52.6 44.5 43.4 42.2 63.0 10.0 73.0 1 60.4 73.2 39.9 72.8 71.9 68.6 65.6 55.3 49.4 42.2 41.2 40.3 60.4 10.0 70.4 2 58.9 71.9 36.4 71.5 70.7 66.8 63.3 54.9 47.7 38.3 37.2 36.5 58.9 10.0 68.9 3 63.4 75.3 41.2 75.0 74.0 71.0 68.6 61.0 54.4 44.3 42.6 41.5 63.4 10.0 73.4 4 68.4 79.8 47.9 79.2 78.3 75.7 73.8 67.5 60.8 51.3 49.7 48.4 68.4 10.0 78.4 5 70.5 80.2 52.7 79.8 79.0 77.3 76.0 70.7 64.8 55.7 54.3 53.0 70.5 10.0 80.5 6 74.1 82.9 58.3 82.5 81.6 79.7 78.8 75.5 70.4 61.3 59.8 58.5 74.1 10.0 84.1 7 75.9 81.9 64.1 81.6 81.2 80.1 79.5 77.6 74.9 68.5 66.7 64.4 75.9 0.0 75.9 8 74.9 81.8 62.1 81.4 80.7 79.3 78.7 76.7 73.5 65.8 63.9 62.4 74.9 0.0 74.9 9 73.3 82.7 55.9 82.1 81.1 78.7 77.5 74.6 70.5 59.1 57.4 56.2 73.3 0.0 73.3 10 73.0 79.4 66.7 79.1 78.5 77.3 76.6 74.3 71.3 67.6 67.2 66.8 73.0 0.0 73.0 11 72.3 81.0 57.6 80.6 79.8 77.8 76.8 73.7 69.1 59.9 58.8 57.8 72.3 0.0 72.3 12 72.1 80.4 54.9 80.0 79.3 77.6 76.7 73.7 68.9 58.0 56.5 55.2 72.1 0.0 72.1 13 72.6 80.2 57.3 79.7 79.0 77.7 77.1 74.5 70.1 60.4 58.6 57.5 72.6 0.0 72.6 14 74.1 82.3 58.0 81.8 81.1 79.0 77.9 75.5 72.2 62.5 60.6 58.5 74.1 0.0 74.1 15 74.0 83.0 58.3 82.4 81.2 78.8 77.8 75.4 71.9 62.3 60.5 58.6 74.0 0.0 74.0 16 73.8 81.1 59.1 80.8 80.1 78.7 78.0 75.7 72.0 61.7 60.5 59.3 73.8 0.0 73.8 17 76.2 88.0 61.6 87.0 85.4 81.1 79.1 76.5 73.4 64.7 63.0 61.8 76.2 0.0 76.2 18 74.4 83.1 60.3 82.8 81.8 79.4 78.3 75.7 72.2 63.2 61.8 60.5 74.4 0.0 74.4 19 72.5 80.3 58.0 80.0 79.4 78.1 77.4 74.2 68.6 60.7 59.2 58.2 72.5 5.0 77.5 20 72.0 80.2 56.8 79.9 79.2 77.9 77.1 73.4 68.0 59.5 58.1 57.0 72.0 5.0 77.0 21 71.4 81.9 54.9 81.5 80.7 78.0 76.4 71.4 65.7 57.6 56.1 55.1 71.4 5.0 76.4 22 68.1 78.3 51.8 78.0 77.2 75.4 73.8 67.5 61.7 54.4 53.1 52.0 68.1 10.0 78.1 23 65.5 76.6 48.0 76.1 75.3 72.9 70.9 64.2 58.8 50.7 49.5 48.3 65.5 10.0 75.5 Timeframe Hour L eq L max L min L1% L2% L5% L8% L25% L50% L90% L95% L99% Min 71.4 79.4 54.9 79.1 78.5 77.3 76.4 71.4 65.7 57.6 56.1 55.1 Max 76.2 88.0 66.7 87.0 85.4 81.1 79.5 77.6 74.9 68.5 67.2 66.8

73.7 81.4 80.6 78.6 77.6 74.9 70.8 62.1 60.6 59.3
Min 58.9 71.9 36.4 71.5 70.7 66.8 63.3 54.9 47.7 38.3 37.2 36.5 Max 74.1 82.9 58.3 82.5 81.6 79.7 78.8 75.5 70.4 61.3 59.8 58.5

68.2 76.7 75.8 73.1 71.0 64.0 57.9 49.2 47.9 46.7
24-Hour Noise Level Measurement Summary
Hourly L eq dBA Readings (unadjusted)
Night
Thursday, February 20, 2025 L4 - Located south of the site near the residence at 3301 Salvia Rd.

Night
Day
Leq (dBA) 24-Hour
Day CNEL
Night
Energy Average
Energy Average Average:

Average:

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

76.4 73.7 68.2

63.0 60.4

58.9 63.4

68.4 70.5

74.1 75.9

74.9 73.3

73.0 72.3

72.1 72.6

74.1 74.0

73.8 76.2

74.4 72.5

72.0 71.4

68.1 65.5

35.0 40.0

45.0 50.0

55.0 60.0

65.0 70.0

75.0 80.0

Page 1035 of 2902 ends

Date: Location: Meter: Piccolo II JN: 16328
Project: West Drive Logistics Source: Analyst: Z. Ibrahim Timeframe Hour L eq L max L min L1% L2% L5% L8% L25% L50% L90% L95% L99% L eq Adj. Adj. L eq 0 46.7 57.6 35.6 57.2 56.7 54.3 51.7 45.1 39.6 36.4 36.0 35.7 46.7 10.0 56.7 1 44.2 55.3 33.2 55.0 54.4 52.3 50.1 40.8 36.4 33.6 33.4 33.2 44.2 10.0 54.2 2 44.1 55.1 33.8 54.8 54.3 52.2 49.9 41.4 36.5 34.1 34.0 33.8 44.1 10.0 54.1 3 47.1 57.6 34.0 57.2 56.5 54.2 52.4 46.6 41.1 35.4 34.6 34.1 47.1 10.0 57.1 4 50.6 59.6 37.8 59.2 58.7 57.1 56.0 51.3 45.9 39.2 38.4 37.9 50.6 10.0 60.6 5 53.3 61.6 41.9 61.3 60.7 59.0 58.0 54.3 50.2 43.5 42.6 42.0 53.3 10.0 63.3 6 56.9 63.9 48.3 63.5 63.0 61.6 60.8 58.1 55.3 50.2 49.4 48.5 56.9 10.0 66.9 7 58.9 65.6 48.7 65.3 64.7 63.4 62.4 60.2 57.7 51.8 50.4 49.0 58.9 0.0 58.9 8 57.8 65.3 45.9 65.0 64.5 63.0 61.8 58.8 56.1 49.3 47.4 46.3 57.8 0.0 57.8 9 57.4 67.7 43.9 67.0 66.1 63.0 61.7 57.7 54.1 46.9 45.6 44.3 57.4 0.0 57.4 10 55.2 63.7 42.1 63.2 62.6 61.0 59.8 56.0 52.3 45.1 43.8 42.4 55.2 0.0 55.2 11 55.3 63.3 43.0 62.9 62.5 60.9 59.4 56.4 53.1 46.1 44.7 43.4 55.3 0.0 55.3 12 56.1 65.7 44.0 65.2 64.4 62.3 59.8 56.4 53.3 47.1 45.7 44.3 56.1 0.0 56.1 13 55.7 64.0 43.8 63.5 62.8 61.0 59.9 56.8 53.6 46.7 45.2 44.0 55.7 0.0 55.7 14 56.7 65.8 44.9 65.4 64.7 62.5 60.8 57.2 54.3 48.0 46.5 45.2 56.7 0.0 56.7 15 56.1 63.6 46.0 63.2 62.6 61.1 60.0 57.2 54.4 48.6 47.4 46.3 56.1 0.0 56.1 16 55.8 63.5 44.7 63.1 62.5 60.7 59.6 56.9 54.1 48.0 46.4 45.0 55.8 0.0 55.8 17 57.2 65.4 45.4 65.0 64.5 63.2 61.8 57.8 55.1 47.9 46.6 45.6 57.2 0.0 57.2 18 57.8 68.3 44.4 67.8 67.0 64.3 62.1 57.7 54.5 47.0 45.5 44.6 57.8 0.0 57.8 19 56.2 66.9 42.3 66.5 65.6 62.5 60.1 56.2 52.4 44.6 43.6 42.6 56.2 5.0 61.2 20 53.7 61.5 41.0 61.2 60.7 59.3 58.2 55.0 51.6 43.4 42.1 41.1 53.7 5.0 58.7 21 54.4 63.7 39.2 63.5 63.0 61.3 59.6 54.9 49.9 41.1 40.1 39.4 54.4 5.0 59.4 22 51.2 60.2 38.8 59.9 59.3 57.4 56.1 52.0 46.8 40.1 39.5 38.9 51.2 10.0 61.2 23 49.3 59.5 35.3 59.1 58.4 56.2 54.7 49.4 43.1 36.7 35.9 35.3 49.3 10.0 59.3 Timeframe Hour L eq L max L min L1% L2% L5% L8% L25% L50% L90% L95% L99% Min 53.7 61.5 39.2 61.2 60.7 59.3 58.2 54.9 49.9 41.1 40.1 39.4 Max 58.9 68.3 48.7 67.8 67.0 64.3 62.4 60.2 57.7 51.8 50.4 49.0

56.5 64.5 63.9 62.0 60.5 57.0 53.8 46.8 45.4 44.2
Min 44.1 55.1 33.2 54.8 54.3 52.2 49.9 40.8 36.4 33.6 33.4 33.2 Max 56.9 63.9 48.3 63.5 63.0 61.6 60.8 58.1 55.3 50.2 49.4 48.5

51.2 58.6 58.0 56.0 54.4 48.8 43.9 38.8 38.2 37.7
24-Hour Noise Level Measurement Summary
Hourly L eq dBA Readings (unadjusted)
Night
Thursday, February 20, 2025 L5 - Located south of the site near the residence at 65995 Thornton Rd.

Night
Day
Leq (dBA) 24-Hour
Day CNEL
Night
Energy Average
Energy Average Average:

Average:

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

59.3 56.5 51.2

46.744.244.147.150.653.3

56.9 58.9

57.8 57.4

55.2 55.3

56.1 55.7

56.7 56.1

55.8 57.2

57.8 56.2

53.7 54.4

51.249.3

35.0 40.0

45.0 50.0

55.0 60.0

65.0 70.0

75.0 80.0

Page 1036 of 2902 ends

Date: Location: Meter: Piccolo II JN: 16328
Project: West Drive Logistics Source: Analyst: Z. Ibrahim Timeframe Hour L eq L max L min L1% L2% L5% L8% L25% L50% L90% L95% L99% L eq Adj. Adj. L eq 0 37.8 42.8 35.8 42.4 42.0 40.6 39.6 38.0 37.1 36.2 36.1 35.9 37.8 10.0 47.8 1 35.6 39.4 33.9 39.2 38.9 38.1 37.4 35.9 35.0 34.2 34.1 34.0 35.6 10.0 45.6 2 35.6 39.4 34.1 39.1 38.9 38.0 37.3 35.8 35.1 34.4 34.3 34.1 35.6 10.0 45.6 3 36.9 42.6 34.1 42.2 41.9 40.6 39.5 37.2 36.0 34.6 34.4 34.2 36.9 10.0 46.9 4 38.7 46.2 34.4 46.0 45.5 44.1 42.3 38.8 36.7 34.9 34.7 34.5 38.7 10.0 48.7 5 41.8 47.3 37.9 47.0 46.6 45.5 44.7 42.5 40.8 38.6 38.3 38.0 41.8 10.0 51.8 6 46.5 51.7 41.8 51.4 51.1 50.2 49.7 47.5 45.7 42.7 42.3 41.9 46.5 10.0 56.5 7 47.7 54.4 43.9 53.6 53.0 51.4 50.1 48.2 46.8 44.6 44.2 43.9 47.7 0.0 47.7 8 43.6 49.3 39.8 48.8 48.4 47.4 46.6 44.3 42.8 40.6 40.2 39.9 43.6 0.0 43.6 9 42.7 50.1 37.7 49.6 49.1 47.3 46.0 43.2 41.2 38.7 38.2 37.8 42.7 0.0 42.7 10 44.0 51.5 38.0 51.0 50.5 49.2 48.5 44.1 41.9 39.1 38.7 38.2 44.0 0.0 44.0 11 44.4 50.5 39.4 50.0 49.6 48.4 47.8 45.3 43.0 40.4 40.0 39.5 44.4 0.0 44.4 12 44.6 51.1 40.4 50.5 49.9 48.4 47.8 45.1 43.6 41.4 41.0 40.6 44.6 0.0 44.6 13 48.7 59.7 41.1 58.6 57.2 53.6 52.4 49.0 46.0 42.1 41.7 41.2 48.7 0.0 48.7 14 47.0 55.9 41.0 55.3 54.5 52.3 50.3 47.1 44.9 42.1 41.6 41.1 47.0 0.0 47.0 15 46.4 53.5 41.7 52.9 52.2 50.5 49.6 46.9 45.1 42.8 42.4 41.9 46.4 0.0 46.4 16 47.6 56.0 41.3 55.6 54.9 53.8 52.0 47.7 45.4 42.4 42.0 41.5 47.6 0.0 47.6 17 45.3 51.0 41.4 50.6 50.0 48.6 47.9 46.1 44.5 42.2 41.9 41.5 45.3 0.0 45.3 18 47.5 53.5 43.3 52.7 52.1 51.0 50.5 48.4 46.6 44.1 43.7 43.4 47.5 0.0 47.5 19 44.3 48.5 41.4 48.2 47.9 47.2 46.5 44.9 43.7 42.1 41.8 41.5 44.3 5.0 49.3 20 44.0 47.1 42.5 46.9 46.6 45.8 45.4 44.4 43.7 42.9 42.7 42.5 44.0 5.0 49.0 21 42.8 48.0 38.8 47.7 47.3 46.5 46.0 43.6 41.7 39.6 39.2 38.9 42.8 5.0 47.8 22 39.7 44.4 36.7 44.1 43.8 43.0 42.3 40.4 38.9 37.2 37.0 36.8 39.7 10.0 49.7 23 37.1 42.0 34.3 41.8 41.5 40.4 39.6 37.6 36.2 34.7 34.6 34.4 37.1 10.0 47.1 Timeframe Hour L eq L max L min L1% L2% L5% L8% L25% L50% L90% L95% L99% Min 42.7 47.1 37.7 46.9 46.6 45.8 45.4 43.2 41.2 38.7 38.2 37.8 Max 48.7 59.7 43.9 58.6 57.2 53.8 52.4 49.0 46.8 44.6 44.2 43.9

45.8 51.5 50.9 49.4 48.5 45.9 44.0 41.7 41.3 40.9
Min 35.6 39.4 33.9 39.1 38.9 38.0 37.3 35.8 35.0 34.2 34.1 34.0 Max 46.5 51.7 41.8 51.4 51.1 50.2 49.7 47.5 45.7 42.7 42.3 41.9

40.5 43.7 43.4 42.3 41.4 39.3 37.9 36.4 36.2 36.0
24-Hour Noise Level Measurement Summary
Hourly L eq dBA Readings (unadjusted)
Night
Thursday, February 20, 2025 L6 - Located southwest of the site near the residence at 1810 Fan Palm Way
Night
Day
Leq (dBA) 24-Hour
Day CNEL
Night
Energy Average
Energy Average Average:

Average:

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

48.6 45.8 40.5

37.835.635.636.938.741.846.547.743.642.744.044.444.648.747.046.447.645.347.544.344.042.839.737.1

35.0 40.0

45.0 50.0

55.0 60.0

65.0 70.0

75.0 80.0

Page 1037 of 2902 ends

16328-02 NA Varner Road / West Drive Logistics
APPENDIX 7.1:

OFF-SITE TRAFFIC NOISE LEVEL CALCULATIONS
87 Item Number: 1.

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16328-02 NA Varner Road / West Drive Logistics
This page intentionally left blank
88 Item Number: 1.

Page 1039 of 2902 ends

FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL (9/12/2021)

SITE SPECIFIC INPUT DATA
Project Name: Varner Road / West Drive
Job Number: 16328
Road Segment: n/o Varner Rd.

Road Name: Palm Dr.

Scenario: Existing
35,987

8.20%

71.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):

Peak Hour Percentage:

Peak Hour Volume: 2,951 vehicles
Centerline Dist. to Barrier:

Centerline Dist. to Observer: 71.0
Highway Data
feet
feet
vehicles
Road Elevation: 0.0
Road Grade: 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: 60 mph
Near/Far Lane Distance: 98 feet
REMEL Traffic Flow Distance

1.45 VehicleType Day Evening Night Daily
Medium Trucks:

Heavy Trucks:

Autos: 73.4% 10.6% 16.0% 96.27%

80.6% 5.6% 13.8% 1.88%

78.7% 4.9% 16.4% 1.85%
-0.31
Finite Road
-1.20
Left View: -90.0
Right View: 90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
Barrier Distance to Observer: 0.0 feet
Barrier Type (0-Wall, 1-Berm): 0.0

0.000 0.000
Fresnel Berm Atten
Medium Trucks:

Heavy Trucks:

Autos:

VehicleType

83.68 -15.64 -0.29 -1.20 0.000 0.000

87.33 -15.72 -0.29 -1.20 0.000 0.000
-4.72
-4.88
-5.27
Medium Trucks:

Heavy Trucks:

Autos:

73.22 Noise Source Elevations (in feet)
Medium Trucks:

Heavy Trucks:

Autos: 0.000

2.297

8.004

51.624

51.452

51.469
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

73.2 71.9 69.5 66.5 74.1 74.5

66.6 70.1

65.7 60.1 59.3 67.1 67.4

69.1 63.1 63.6 71.1 71.3
Vehicle Noise: 75.5 74.4 70.8 68.8 76.4 76.7
Centerline Distance to Noise Contour (in feet)
CNEL:

Ldn:
70 dBA 65 dBA 60 dBA 55 dBA
190 409 881 1,899
199 429 924 1,991
Tuesday, March 11, 2025
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL (9/12/2021)

SITE SPECIFIC INPUT DATA
Project Name: Varner Road / West Drive
Job Number: 16328
Road Segment: n/o Varner Rd.

Road Name: Palm Dr.

Scenario: Existing With Project
36,230

8.20%

71.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):

Peak Hour Percentage:

Peak Hour Volume: 2,971 vehicles
Centerline Dist. to Barrier:

1.48 VehicleType Day Evening Night Daily
Medium Trucks:

Heavy Trucks:

Autos: 73.4% 10.6% 16.0% 96.24%

80.6% 5.6% 13.8% 1.88%

78.7% 4.9% 16.4% 1.88%
-0.31
Finite Road
-1.20
Left View: -90.0
Right View: 90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
Barrier Distance to Observer: 0.0 feet
Barrier Type (0-Wall, 1-Berm): 0.0

0.000 0.000
Fresnel Berm Atten
Medium Trucks:

Heavy Trucks:

Autos:

VehicleType

83.68 -15.62 -0.29 -1.20 0.000 0.000

87.33 -15.62 -0.29 -1.20 0.000 0.000
-4.72
-4.88
-5.27
Medium Trucks:

Heavy Trucks:

Autos:

73.22 Noise Source Elevations (in feet)
Medium Trucks:

Heavy Trucks:

Autos: 0.000

2.297

8.004

51.624

51.452

51.469
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

73.2 71.9 69.5 66.5 74.1 74.5

66.6 70.2

65.7 60.1 59.3 67.2 67.4

69.2 63.2 63.7 71.2 71.4
Vehicle Noise: 75.5 74.4 70.8 68.9 76.5 76.8
Centerline Distance to Noise Contour (in feet)
CNEL:

Ldn:
70 dBA 65 dBA 60 dBA 55 dBA
191 412 888 1,913
201 432 931 2,006
Tuesday, March 11, 2025
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL (9/12/2021)

SITE SPECIFIC INPUT DATA
Project Name: Varner Road / West Drive
Job Number: 16328
Road Segment: n/o Varner Rd.

Road Name: Palm Dr.

Scenario: EAC 2027
44,193

8.20%

71.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):

Peak Hour Percentage:

Peak Hour Volume: 3,624 vehicles
Centerline Dist. to Barrier:

2.34 VehicleType Day Evening Night Daily
Medium Trucks:

Heavy Trucks:

Autos: 73.4% 10.6% 16.0% 96.27%

80.6% 5.6% 13.8% 1.88%

0.000 0.000
Fresnel Berm Atten
Medium Trucks:

Heavy Trucks:

Autos:

VehicleType

83.68 -14.75 -0.29 -1.20 0.000 0.000

87.33 -14.82 -0.29 -1.20 0.000 0.000
-4.72
-4.88
-5.27
Medium Trucks:

Heavy Trucks:

Autos:

73.22 Noise Source Elevations (in feet)
Medium Trucks:

Heavy Trucks:

Autos: 0.000

2.297

8.004

51.624

51.452

51.469
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

74.0 72.8 70.4 67.4 75.0 75.4

67.4 71.0

66.6 61.0 60.2 68.0 68.2

70.0 64.0 64.5 72.0 72.2
Vehicle Noise: 76.4 75.3 71.7 69.7 77.3 77.6
Centerline Distance to Noise Contour (in feet)
CNEL:

Ldn:
70 dBA 65 dBA 60 dBA 55 dBA
218 469 1,011 2,177
228 492 1,060 2,283
Tuesday, March 11, 2025
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL (9/12/2021)

SITE SPECIFIC INPUT DATA
Project Name: Varner Road / West Drive
Job Number: 16328
Road Segment: n/o Varner Rd.

Road Name: Palm Dr.

Scenario: EACP 2027
44,436

8.20%

71.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):

Peak Hour Percentage:

Peak Hour Volume: 3,644 vehicles
Centerline Dist. to Barrier:

2.36 VehicleType Day Evening Night Daily
Medium Trucks:

Heavy Trucks:

Autos: 73.4% 10.6% 16.0% 96.25%

80.6% 5.6% 13.8% 1.88%

78.7% 4.9% 16.4% 1.87%
-0.31
Finite Road
-1.20
Left View: -90.0
Right View: 90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
Barrier Distance to Observer: 0.0 feet
Barrier Type (0-Wall, 1-Berm): 0.0

0.000 0.000
Fresnel Berm Atten
Medium Trucks:

Heavy Trucks:

Autos:

VehicleType

83.68 -14.73 -0.29 -1.20 0.000 0.000

87.33 -14.74 -0.29 -1.20 0.000 0.000
-4.72
-4.88
-5.27
Medium Trucks:

Heavy Trucks:

Autos:

73.22 Noise Source Elevations (in feet)
Medium Trucks:

Heavy Trucks:

Autos: 0.000

2.297

8.004

51.624

51.452

51.469
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

74.1 72.8 70.4 67.4 75.0 75.4

67.5 71.1

66.6 61.0 60.2 68.0 68.3

70.1 64.1 64.6 72.1 72.3
Vehicle Noise: 76.4 75.3 71.7 69.7 77.3 77.6
Centerline Distance to Noise Contour (in feet)
CNEL:

Ldn:
70 dBA 65 dBA 60 dBA 55 dBA
219 472 1,017 2,191
230 495 1,066 2,297
Tuesday, March 11, 2025
89 Item Number: 1.

Page 1040 of 2902 ends

FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL (9/12/2021)

SITE SPECIFIC INPUT DATA
Project Name: Varner Road / West Drive
Job Number: 16328
Road Segment: n/o Varner Rd.

Road Name: Palm Dr.

Scenario: HY 2045
50,060

8.20%

71.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):

Peak Hour Percentage:

Peak Hour Volume: 4,105 vehicles
Centerline Dist. to Barrier:

2.88 VehicleType Day Evening Night Daily
Medium Trucks:

Heavy Trucks:

Autos: 73.4% 10.6% 16.0% 96.27%

80.6% 5.6% 13.8% 1.88%

0.000 0.000
Fresnel Berm Atten
Medium Trucks:

Heavy Trucks:

Autos:

VehicleType

83.68 -14.21 -0.29 -1.20 0.000 0.000

87.33 -14.28 -0.29 -1.20 0.000 0.000
-4.72
-4.88
-5.27
Medium Trucks:

Heavy Trucks:

Autos:

73.22 Noise Source Elevations (in feet)
Medium Trucks:

Heavy Trucks:

Autos: 0.000

2.297

8.004

51.624

51.452

51.469
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

74.6 73.3 70.9 68.0 75.5 75.9

68.0 71.6

67.1 61.5 60.7 68.6 68.8

70.6 64.6 65.0 72.5 72.7
Vehicle Noise: 76.9 75.8 72.2 70.3 77.8 78.2
Centerline Distance to Noise Contour (in feet)
CNEL:

Ldn:
70 dBA 65 dBA 60 dBA 55 dBA
237 510 1,098 2,366
248 535 1,152 2,481
Tuesday, March 11, 2025
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL (9/12/2021)

SITE SPECIFIC INPUT DATA
Project Name: Varner Road / West Drive
Job Number: 16328
Road Segment: n/o Varner Rd.

Road Name: Palm Dr.

Scenario: HYP 2045
50,303

8.20%

71.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):

Peak Hour Percentage:

Peak Hour Volume: 4,125 vehicles
Centerline Dist. to Barrier:

2.90 VehicleType Day Evening Night Daily
Medium Trucks:

Heavy Trucks:

Autos: 73.4% 10.6% 16.0% 96.25%

80.6% 5.6% 13.8% 1.88%

0.000 0.000
Fresnel Berm Atten
Medium Trucks:

Heavy Trucks:

Autos:

VehicleType

83.68 -14.19 -0.29 -1.20 0.000 0.000

87.33 -14.21 -0.29 -1.20 0.000 0.000
-4.72
-4.88
-5.27
Medium Trucks:

Heavy Trucks:

Autos:

73.22 Noise Source Elevations (in feet)
Medium Trucks:

Heavy Trucks:

Autos: 0.000

2.297

8.004

51.624

51.452

51.469
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

74.6 73.3 70.9 68.0 75.5 75.9

68.0 71.6

67.1 61.5 60.7 68.6 68.8

70.7 64.6 65.1 72.6 72.8
Vehicle Noise: 77.0 75.8 72.2 70.3 77.9 78.2
Centerline Distance to Noise Contour (in feet)
CNEL:

Ldn:
70 dBA 65 dBA 60 dBA 55 dBA
238 513 1,104 2,379
249 537 1,158 2,495
Tuesday, March 11, 2025
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL (9/12/2021)

SITE SPECIFIC INPUT DATA
Project Name: Varner Road / West Drive
Job Number: 16328
Road Segment: s/o Varner Rd.

Road Name: Palm Dr.

Scenario: Existing
37,484

8.20%

71.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):

Peak Hour Percentage:

Peak Hour Volume: 3,074 vehicles
Centerline Dist. to Barrier:

1.62 VehicleType Day Evening Night Daily
Medium Trucks:

Heavy Trucks:

Autos: 73.4% 10.6% 16.0% 96.27%

80.6% 5.6% 13.8% 1.88%

0.000 0.000
Fresnel Berm Atten
Medium Trucks:

Heavy Trucks:

Autos:

VehicleType

83.68 -15.46 -0.29 -1.20 0.000 0.000

87.33 -15.54 -0.29 -1.20 0.000 0.000
-4.72
-4.88
-5.27
Medium Trucks:

Heavy Trucks:

Autos:

73.22 Noise Source Elevations (in feet)
Medium Trucks:

Heavy Trucks:

Autos: 0.000

2.297

8.004

51.624

51.452

51.469
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

73.3 72.1 69.7 66.7 74.3 74.7

66.7 70.3

65.9 60.3 59.5 67.3 67.5

69.3 63.3 63.8 71.3 71.5
Vehicle Noise: 75.7 74.5 71.0 69.0 76.6 76.9
Centerline Distance to Noise Contour (in feet)
CNEL:

Ldn:
70 dBA 65 dBA 60 dBA 55 dBA
195 420 906 1,951
205 441 950 2,046
Tuesday, March 11, 2025
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL (9/12/2021)

SITE SPECIFIC INPUT DATA
Project Name: Varner Road / West Drive
Job Number: 16328
Road Segment: s/o Varner Rd.

Road Name: Palm Dr.

Scenario: Existing With Project
40,305

8.20%

71.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):

Peak Hour Percentage:

Peak Hour Volume: 3,305 vehicles
Centerline Dist. to Barrier:

1.85 VehicleType Day Evening Night Daily
Medium Trucks:

Heavy Trucks:

Autos: 73.4% 10.6% 16.0% 94.24%

80.6% 5.6% 13.8% 2.21%

78.7% 4.9% 16.4% 3.55%
-0.31
Finite Road
-1.20
Left View: -90.0
Right View: 90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
Barrier Distance to Observer: 0.0 feet
Barrier Type (0-Wall, 1-Berm): 0.0

0.000 0.000
Fresnel Berm Atten
Medium Trucks:

Heavy Trucks:

Autos:

VehicleType

83.68 -14.46 -0.29 -1.20 0.000 0.000

87.33 -12.39 -0.29 -1.20 0.000 0.000
-4.72
-4.88
-5.27
Medium Trucks:

Heavy Trucks:

Autos:

73.22 Noise Source Elevations (in feet)
Medium Trucks:

Heavy Trucks:

Autos: 0.000

2.297

8.004

51.624

51.452

51.469
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

73.6 72.3 69.9 66.9 74.5 74.9

67.7 73.4

66.9 61.3 60.5 68.3 68.5

72.5 66.5 66.9 74.4 74.6
Vehicle Noise: 77.1 76.0 71.9 70.4 78.0 78.3
Centerline Distance to Noise Contour (in feet)
CNEL:

Ldn:
70 dBA 65 dBA 60 dBA 55 dBA
241 520 1,120 2,414
252 543 1,170 2,520
Tuesday, March 11, 2025
90 Item Number: 1.

Page 1041 of 2902 ends

FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL (9/12/2021)

SITE SPECIFIC INPUT DATA
Project Name: Varner Road / West Drive
Job Number: 16328
Road Segment: s/o Varner Rd.

Road Name: Palm Dr.

Scenario: EAC 2027
45,750

8.20%

71.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):

Peak Hour Percentage:

Peak Hour Volume: 3,752 vehicles
Centerline Dist. to Barrier:

2.49 VehicleType Day Evening Night Daily
Medium Trucks:

Heavy Trucks:

Autos: 73.4% 10.6% 16.0% 96.27%

80.6% 5.6% 13.8% 1.88%

0.000 0.000
Fresnel Berm Atten
Medium Trucks:

Heavy Trucks:

Autos:

VehicleType

83.68 -14.60 -0.29 -1.20 0.000 0.000

87.33 -14.67 -0.29 -1.20 0.000 0.000
-4.72
-4.88
-5.27
Medium Trucks:

Heavy Trucks:

Autos:

73.22 Noise Source Elevations (in feet)
Medium Trucks:

Heavy Trucks:

Autos: 0.000

2.297

8.004

51.624

51.452

51.469
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

74.2 72.9 70.5 67.6 75.1 75.5

67.6 71.2

66.7 61.1 60.3 68.2 68.4

70.2 64.2 64.6 72.2 72.3
Vehicle Noise: 76.5 75.4 71.8 69.9 77.5 77.8
Centerline Distance to Noise Contour (in feet)
CNEL:

Ldn:
70 dBA 65 dBA 60 dBA 55 dBA
223 480 1,034 2,228
234 503 1,085 2,337
Tuesday, March 11, 2025
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL (9/12/2021)

SITE SPECIFIC INPUT DATA
Project Name: Varner Road / West Drive
Job Number: 16328
Road Segment: s/o Varner Rd.

Road Name: Palm Dr.

Scenario: EACP 2027
48,571

8.20%

71.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):

Peak Hour Percentage:

Peak Hour Volume: 3,983 vehicles
Centerline Dist. to Barrier:

2.67 VehicleType Day Evening Night Daily
Medium Trucks:

Heavy Trucks:

Autos: 73.4% 10.6% 16.0% 94.59%

80.6% 5.6% 13.8% 2.15%

78.7% 4.9% 16.4% 3.26%
-0.31
Finite Road
-1.20
Left View: -90.0
Right View: 90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
Barrier Distance to Observer: 0.0 feet
Barrier Type (0-Wall, 1-Berm): 0.0

0.000 0.000
Fresnel Berm Atten
Medium Trucks:

Heavy Trucks:

Autos:

VehicleType

83.68 -13.76 -0.29 -1.20 0.000 0.000

87.33 -11.95 -0.29 -1.20 0.000 0.000
-4.72
-4.88
-5.27
Medium Trucks:

Heavy Trucks:

Autos:

73.22 Noise Source Elevations (in feet)
Medium Trucks:

Heavy Trucks:

Autos: 0.000

2.297

8.004

51.624

51.452

51.469
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

74.4 73.1 70.7 67.7 75.3 75.7

68.4 73.9

67.6 62.0 61.2 69.0 69.2

72.9 66.9 67.3 74.9 75.1
Vehicle Noise: 77.7 76.6 72.6 71.0 78.6 78.9
Centerline Distance to Noise Contour (in feet)
CNEL:

Ldn:
70 dBA 65 dBA 60 dBA 55 dBA
267 574 1,237 2,665
278 600 1,292 2,784
Tuesday, March 11, 2025
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL (9/12/2021)

SITE SPECIFIC INPUT DATA
Project Name: Varner Road / West Drive
Job Number: 16328
Road Segment: s/o Varner Rd.

Road Name: Palm Dr.

Scenario: HY 2045
49,991

8.20%

71.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):

Peak Hour Percentage:

Peak Hour Volume: 4,099 vehicles
Centerline Dist. to Barrier:

2.88 VehicleType Day Evening Night Daily
Medium Trucks:

Heavy Trucks:

Autos: 73.4% 10.6% 16.0% 96.27%

80.6% 5.6% 13.8% 1.88%

0.000 0.000
Fresnel Berm Atten
Medium Trucks:

Heavy Trucks:

Autos:

VehicleType

83.68 -14.21 -0.29 -1.20 0.000 0.000

87.33 -14.29 -0.29 -1.20 0.000 0.000
-4.72
-4.88
-5.27
Medium Trucks:

Heavy Trucks:

Autos:

73.22 Noise Source Elevations (in feet)
Medium Trucks:

Heavy Trucks:

Autos: 0.000

2.297

8.004

51.624

51.452

51.469
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

74.6 73.3 70.9 67.9 75.5 75.9

68.0 71.5

67.1 61.5 60.7 68.6 68.8

70.6 64.6 65.0 72.5 72.7
Vehicle Noise: 76.9 75.8 72.2 70.2 77.8 78.1
Centerline Distance to Noise Contour (in feet)
CNEL:

Ldn:
70 dBA 65 dBA 60 dBA 55 dBA
236 509 1,097 2,364
248 534 1,151 2,479
Tuesday, March 11, 2025
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL (9/12/2021)

SITE SPECIFIC INPUT DATA
Project Name: Varner Road / West Drive
Job Number: 16328
Road Segment: s/o Varner Rd.

Road Name: Palm Dr.

Scenario: HYP 2045
52,812

8.20%

71.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):

Peak Hour Percentage:

Peak Hour Volume: 4,331 vehicles
Centerline Dist. to Barrier:

3.04 VehicleType Day Evening Night Daily
Medium Trucks:

Heavy Trucks:

Autos: 73.4% 10.6% 16.0% 94.72%

80.6% 5.6% 13.8% 2.13%

78.7% 4.9% 16.4% 3.15%
-0.31
Finite Road
-1.20
Left View: -90.0
Right View: 90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
Barrier Distance to Observer: 0.0 feet
Barrier Type (0-Wall, 1-Berm): 0.0

0.000 0.000
Fresnel Berm Atten
Medium Trucks:

Heavy Trucks:

Autos:

VehicleType

83.68 -13.44 -0.29 -1.20 0.000 0.000

87.33 -11.74 -0.29 -1.20 0.000 0.000
-4.72
-4.88
-5.27
Medium Trucks:

Heavy Trucks:

Autos:

73.22 Noise Source Elevations (in feet)
Medium Trucks:

Heavy Trucks:

Autos: 0.000

2.297

8.004

51.624

51.452

51.469
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

74.8 73.5 71.1 68.1 75.7 76.1

68.8 74.1

67.9 62.3 61.5 69.3 69.6

73.1 67.1 67.6 75.1 75.3
Vehicle Noise: 78.0 76.9 72.9 71.3 78.9 79.2
Centerline Distance to Noise Contour (in feet)
CNEL:

Ldn:
70 dBA 65 dBA 60 dBA 55 dBA
279 601 1,295 2,790
292 628 1,353 2,915
Tuesday, March 11, 2025
91 Item Number: 1.

Page 1042 of 2902 ends

FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL (9/12/2021)

SITE SPECIFIC INPUT DATA
Project Name: Varner Road / West Drive
Job Number: 16328
Road Segment: n/o Paul Rd.

Road Name: Palm Dr.

Scenario: Existing
37,484

8.20%

71.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):

Peak Hour Percentage:

Peak Hour Volume: 3,074 vehicles
Centerline Dist. to Barrier:

1.62 VehicleType Day Evening Night Daily
Medium Trucks:

Heavy Trucks:

Autos: 73.4% 10.6% 16.0% 96.27%

80.6% 5.6% 13.8% 1.88%

0.000 0.000
Fresnel Berm Atten
Medium Trucks:

Heavy Trucks:

Autos:

VehicleType

83.68 -15.46 -0.29 -1.20 0.000 0.000

87.33 -15.54 -0.29 -1.20 0.000 0.000
-4.72
-4.88
-5.27
Medium Trucks:

Heavy Trucks:

Autos:

73.22 Noise Source Elevations (in feet)
Medium Trucks:

Heavy Trucks:

Autos: 0.000

2.297

8.004

51.624

51.452

51.469
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

73.3 72.1 69.7 66.7 74.3 74.7

66.7 70.3

65.9 60.3 59.5 67.3 67.5

69.3 63.3 63.8 71.3 71.5
Vehicle Noise: 75.7 74.5 71.0 69.0 76.6 76.9
Centerline Distance to Noise Contour (in feet)
CNEL:

Ldn:
70 dBA 65 dBA 60 dBA 55 dBA
195 420 906 1,951
205 441 950 2,046
Tuesday, March 11, 2025
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL (9/12/2021)

SITE SPECIFIC INPUT DATA
Project Name: Varner Road / West Drive
Job Number: 16328
Road Segment: n/o Paul Rd.

Road Name: Palm Dr.

Scenario: Existing With Project
40,305

8.20%

71.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):

Peak Hour Percentage:

Peak Hour Volume: 3,305 vehicles
Centerline Dist. to Barrier:

1.85 VehicleType Day Evening Night Daily
Medium Trucks:

Heavy Trucks:

Autos: 73.4% 10.6% 16.0% 94.24%

80.6% 5.6% 13.8% 2.21%

0.000 0.000
Fresnel Berm Atten
Medium Trucks:

Heavy Trucks:

Autos:

VehicleType

83.68 -14.46 -0.29 -1.20 0.000 0.000

87.33 -12.39 -0.29 -1.20 0.000 0.000
-4.72
-4.88
-5.27
Medium Trucks:

Heavy Trucks:

Autos:

73.22 Noise Source Elevations (in feet)
Medium Trucks:

Heavy Trucks:

Autos: 0.000

2.297

8.004

51.624

51.452

51.469
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

73.6 72.3 69.9 66.9 74.5 74.9

67.7 73.4

66.9 61.3 60.5 68.3 68.5

72.5 66.5 66.9 74.4 74.6
Vehicle Noise: 77.1 76.0 71.9 70.4 78.0 78.3
Centerline Distance to Noise Contour (in feet)
CNEL:

Ldn:
70 dBA 65 dBA 60 dBA 55 dBA
241 520 1,120 2,414
252 543 1,170 2,520
Tuesday, March 11, 2025
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL (9/12/2021)

SITE SPECIFIC INPUT DATA
Project Name: Varner Road / West Drive
Job Number: 16328
Road Segment: n/o Paul Rd.

Road Name: Palm Dr.

Scenario: EAC 2027
45,750

8.20%

71.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):

Peak Hour Percentage:

Peak Hour Volume: 3,752 vehicles
Centerline Dist. to Barrier:

2.49 VehicleType Day Evening Night Daily
Medium Trucks:

Heavy Trucks:

Autos: 73.4% 10.6% 16.0% 96.27%

80.6% 5.6% 13.8% 1.88%

0.000 0.000
Fresnel Berm Atten
Medium Trucks:

Heavy Trucks:

Autos:

VehicleType

83.68 -14.60 -0.29 -1.20 0.000 0.000

87.33 -14.67 -0.29 -1.20 0.000 0.000
-4.72
-4.88
-5.27
Medium Trucks:

Heavy Trucks:

Autos:

73.22 Noise Source Elevations (in feet)
Medium Trucks:

Heavy Trucks:

Autos: 0.000

2.297

8.004

51.624

51.452

51.469
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

74.2 72.9 70.5 67.6 75.1 75.5

67.6 71.2

66.7 61.1 60.3 68.2 68.4

70.2 64.2 64.6 72.2 72.3
Vehicle Noise: 76.5 75.4 71.8 69.9 77.5 77.8
Centerline Distance to Noise Contour (in feet)
CNEL:

Ldn:
70 dBA 65 dBA 60 dBA 55 dBA
223 480 1,034 2,228
234 503 1,085 2,337
Tuesday, March 11, 2025
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL (9/12/2021)

SITE SPECIFIC INPUT DATA
Project Name: Varner Road / West Drive
Job Number: 16328
Road Segment: n/o Paul Rd.

Road Name: Palm Dr.

Scenario: EACP 2027
48,571

8.20%

71.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):

Peak Hour Percentage:

Peak Hour Volume: 3,983 vehicles
Centerline Dist. to Barrier:

2.67 VehicleType Day Evening Night Daily
Medium Trucks:

Heavy Trucks:

Autos: 73.4% 10.6% 16.0% 94.59%

80.6% 5.6% 13.8% 2.15%

0.000 0.000
Fresnel Berm Atten
Medium Trucks:

Heavy Trucks:

Autos:

VehicleType

83.68 -13.76 -0.29 -1.20 0.000 0.000

87.33 -11.95 -0.29 -1.20 0.000 0.000
-4.72
-4.88
-5.27
Medium Trucks:

Heavy Trucks:

Autos:

73.22 Noise Source Elevations (in feet)
Medium Trucks:

Heavy Trucks:

Autos: 0.000

2.297

8.004

51.624

51.452

51.469
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

74.4 73.1 70.7 67.7 75.3 75.7

68.4 73.9

67.6 62.0 61.2 69.0 69.2

72.9 66.9 67.3 74.9 75.1
Vehicle Noise: 77.7 76.6 72.6 71.0 78.6 78.9
Centerline Distance to Noise Contour (in feet)
CNEL:

Ldn:
70 dBA 65 dBA 60 dBA 55 dBA
267 574 1,237 2,665
278 600 1,292 2,784
Tuesday, March 11, 2025
92 Item Number: 1.

Page 1043 of 2902 ends

FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL (9/12/2021)

SITE SPECIFIC INPUT DATA
Project Name: Varner Road / West Drive
Job Number: 16328
Road Segment: n/o Paul Rd.

Road Name: Palm Dr.

Scenario: HY 2045
50,071

8.20%

71.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):

Peak Hour Percentage:

Peak Hour Volume: 4,106 vehicles
Centerline Dist. to Barrier:

2.88 VehicleType Day Evening Night Daily
Medium Trucks:

Heavy Trucks:

Autos: 73.4% 10.6% 16.0% 96.27%

80.6% 5.6% 13.8% 1.88%

0.000 0.000
Fresnel Berm Atten
Medium Trucks:

Heavy Trucks:

Autos:

VehicleType

83.68 -14.21 -0.29 -1.20 0.000 0.000

87.33 -14.28 -0.29 -1.20 0.000 0.000
-4.72
-4.88
-5.27
Medium Trucks:

Heavy Trucks:

Autos:

73.22 Noise Source Elevations (in feet)
Medium Trucks:

Heavy Trucks:

Autos: 0.000

2.297

8.004

51.624

51.452

51.469
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

74.6 73.3 70.9 68.0 75.5 75.9

68.0 71.6

67.1 61.5 60.7 68.6 68.8

70.6 64.6 65.0 72.6 72.7
Vehicle Noise: 76.9 75.8 72.2 70.3 77.8 78.2
Centerline Distance to Noise Contour (in feet)
CNEL:

Ldn:
70 dBA 65 dBA 60 dBA 55 dBA
237 510 1,098 2,366
248 535 1,152 2,482
Tuesday, March 11, 2025
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL (9/12/2021)

SITE SPECIFIC INPUT DATA
Project Name: Varner Road / West Drive
Job Number: 16328
Road Segment: n/o Paul Rd.

Road Name: Palm Dr.

Scenario: HYP 2045
52,892

8.20%

71.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):

Peak Hour Percentage:

Peak Hour Volume: 4,337 vehicles
Centerline Dist. to Barrier:

3.05 VehicleType Day Evening Night Daily
Medium Trucks:

Heavy Trucks:

Autos: 73.4% 10.6% 16.0% 94.72%

80.6% 5.6% 13.8% 2.13%

0.000 0.000
Fresnel Berm Atten
Medium Trucks:

Heavy Trucks:

Autos:

VehicleType

83.68 -13.43 -0.29 -1.20 0.000 0.000

87.33 -11.74 -0.29 -1.20 0.000 0.000
-4.72
-4.88
-5.27
Medium Trucks:

Heavy Trucks:

Autos:

73.22 Noise Source Elevations (in feet)
Medium Trucks:

Heavy Trucks:

Autos: 0.000

2.297

8.004

51.624

51.452

51.469
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

74.8 73.5 71.1 68.1 75.7 76.1

68.8 74.1

67.9 62.3 61.5 69.3 69.6

73.1 67.1 67.6 75.1 75.3
Vehicle Noise: 78.0 76.9 72.9 71.3 78.9 79.2
Centerline Distance to Noise Contour (in feet)
CNEL:

Ldn:
70 dBA 65 dBA 60 dBA 55 dBA
279 602 1,296 2,792
292 629 1,354 2,918
Tuesday, March 11, 2025
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL (9/12/2021)

SITE SPECIFIC INPUT DATA
Project Name: Varner Road / West Drive
Job Number: 16328
Road Segment: s/o Paul Rd.

Road Name: Palm Dr.

Scenario: Existing
38,707

8.20%

71.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):

Peak Hour Percentage:

Peak Hour Volume: 3,174 vehicles
Centerline Dist. to Barrier:

1.76 VehicleType Day Evening Night Daily
Medium Trucks:

Heavy Trucks:

Autos: 73.4% 10.6% 16.0% 96.27%

80.6% 5.6% 13.8% 1.88%

0.000 0.000
Fresnel Berm Atten
Medium Trucks:

Heavy Trucks:

Autos:

VehicleType

83.68 -15.32 -0.29 -1.20 0.000 0.000

87.33 -15.40 -0.29 -1.20 0.000 0.000
-4.72
-4.88
-5.27
Medium Trucks:

Heavy Trucks:

Autos:

73.22 Noise Source Elevations (in feet)
Medium Trucks:

Heavy Trucks:

Autos: 0.000

2.297

8.004

51.624

51.452

51.469
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

73.5 72.2 69.8 66.8 74.4 74.8

66.9 70.4

66.0 60.4 59.6 67.4 67.7

69.5 63.5 63.9 71.4 71.6
Vehicle Noise: 75.8 74.7 71.1 69.1 76.7 77.0
Centerline Distance to Noise Contour (in feet)
CNEL:

Ldn:
70 dBA 65 dBA 60 dBA 55 dBA
199 429 925 1,993
209 450 970 2,090
Tuesday, March 11, 2025
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL (9/12/2021)

SITE SPECIFIC INPUT DATA
Project Name: Varner Road / West Drive
Job Number: 16328
Road Segment: s/o Paul Rd.

Road Name: Palm Dr.

Scenario: Existing With Project
41,528

8.20%

71.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):

Peak Hour Percentage:

Peak Hour Volume: 3,405 vehicles
Centerline Dist. to Barrier:

1.98 VehicleType Day Evening Night Daily
Medium Trucks:

Heavy Trucks:

Autos: 73.4% 10.6% 16.0% 94.30%

80.6% 5.6% 13.8% 2.20%

78.7% 4.9% 16.4% 3.50%
-0.31
Finite Road
-1.20
Left View: -90.0
Right View: 90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
Barrier Distance to Observer: 0.0 feet
Barrier Type (0-Wall, 1-Berm): 0.0

0.000 0.000
Fresnel Berm Atten
Medium Trucks:

Heavy Trucks:

Autos:

VehicleType

83.68 -14.35 -0.29 -1.20 0.000 0.000

87.33 -12.33 -0.29 -1.20 0.000 0.000
-4.72
-4.88
-5.27
Medium Trucks:

Heavy Trucks:

Autos:

73.22 Noise Source Elevations (in feet)
Medium Trucks:

Heavy Trucks:

Autos: 0.000

2.297

8.004

51.624

51.452

51.469
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

73.7 72.4 70.0 67.0 74.6 75.0

67.8 73.5

67.0 61.4 60.6 68.4 68.6

72.5 66.5 67.0 74.5 74.7
Vehicle Noise: 77.2 76.1 72.0 70.5 78.1 78.4
Centerline Distance to Noise Contour (in feet)
CNEL:

Ldn:
70 dBA 65 dBA 60 dBA 55 dBA
245 528 1,138 2,452
256 552 1,188 2,560
Tuesday, March 11, 2025
93 Item Number: 1.

Page 1044 of 2902 ends

FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL (9/12/2021)

SITE SPECIFIC INPUT DATA
Project Name: Varner Road / West Drive
Job Number: 16328
Road Segment: s/o Paul Rd.

Road Name: Palm Dr.

Scenario: EAC 2027
47,023

8.20%

71.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):

Peak Hour Percentage:

Peak Hour Volume: 3,856 vehicles
Centerline Dist. to Barrier:

2.61 VehicleType Day Evening Night Daily
Medium Trucks:

Heavy Trucks:

Autos: 73.4% 10.6% 16.0% 96.27%

80.6% 5.6% 13.8% 1.88%

0.000 0.000
Fresnel Berm Atten
Medium Trucks:

Heavy Trucks:

Autos:

VehicleType

83.68 -14.48 -0.29 -1.20 0.000 0.000

87.33 -14.55 -0.29 -1.20 0.000 0.000
-4.72
-4.88
-5.27
Medium Trucks:

Heavy Trucks:

Autos:

73.22 Noise Source Elevations (in feet)
Medium Trucks:

Heavy Trucks:

Autos: 0.000

2.297

8.004

51.624

51.452

51.469
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

74.3 73.0 70.6 67.7 75.3 75.6

67.7 71.3

66.8 61.3 60.4 68.3 68.5

70.3 64.3 64.7 72.3 72.5
Vehicle Noise: 76.7 75.5 71.9 70.0 77.6 77.9
Centerline Distance to Noise Contour (in feet)
CNEL:

Ldn:
70 dBA 65 dBA 60 dBA 55 dBA
227 489 1,053 2,269
238 513 1,105 2,380
Tuesday, March 11, 2025
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL (9/12/2021)

SITE SPECIFIC INPUT DATA
Project Name: Varner Road / West Drive
Job Number: 16328
Road Segment: s/o Paul Rd.

Road Name: Palm Dr.

Scenario: EACP 2027
49,844

8.20%

71.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):

Peak Hour Percentage:

Peak Hour Volume: 4,087 vehicles
Centerline Dist. to Barrier:

2.79 VehicleType Day Evening Night Daily
Medium Trucks:

Heavy Trucks:

Autos: 73.4% 10.6% 16.0% 94.63%

80.6% 5.6% 13.8% 2.15%

78.7% 4.9% 16.4% 3.22%
-0.31
Finite Road
-1.20
Left View: -90.0
Right View: 90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
Barrier Distance to Observer: 0.0 feet
Barrier Type (0-Wall, 1-Berm): 0.0

0.000 0.000
Fresnel Berm Atten
Medium Trucks:

Heavy Trucks:

Autos:

VehicleType

83.68 -13.66 -0.29 -1.20 0.000 0.000

87.33 -11.89 -0.29 -1.20 0.000 0.000
-4.72
-4.88
-5.27
Medium Trucks:

Heavy Trucks:

Autos:

73.22 Noise Source Elevations (in feet)
Medium Trucks:

Heavy Trucks:

Autos: 0.000

2.297

8.004

51.624

51.452

51.469
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

74.5 73.2 70.8 67.9 75.4 75.8

68.5 73.9

67.7 62.1 61.3 69.1 69.3

73.0 67.0 67.4 74.9 75.1
Vehicle Noise: 77.8 76.7 72.7 71.1 78.7 79.0
Centerline Distance to Noise Contour (in feet)
CNEL:

Ldn:
70 dBA 65 dBA 60 dBA 55 dBA
270 582 1,255 2,703
282 608 1,311 2,824
Tuesday, March 11, 2025
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL (9/12/2021)

SITE SPECIFIC INPUT DATA
Project Name: Varner Road / West Drive
Job Number: 16328
Road Segment: s/o Paul Rd.

Road Name: Palm Dr.

Scenario: HY 2045
52,981

8.20%

71.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):

Peak Hour Percentage:

Peak Hour Volume: 4,344 vehicles
Centerline Dist. to Barrier:

3.13 VehicleType Day Evening Night Daily
Medium Trucks:

Heavy Trucks:

Autos: 73.4% 10.6% 16.0% 96.27%

80.6% 5.6% 13.8% 1.88%

0.000 0.000
Fresnel Berm Atten
Medium Trucks:

Heavy Trucks:

Autos:

VehicleType

83.68 -13.96 -0.29 -1.20 0.000 0.000

87.33 -14.04 -0.29 -1.20 0.000 0.000
-4.72
-4.88
-5.27
Medium Trucks:

Heavy Trucks:

Autos:

73.22 Noise Source Elevations (in feet)
Medium Trucks:

Heavy Trucks:

Autos: 0.000

2.297

8.004

51.624

51.452

51.469
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

74.8 73.6 71.2 68.2 75.8 76.2

68.2 71.8

67.4 61.8 61.0 68.8 69.0

70.8 64.8 65.3 72.8 73.0
Vehicle Noise: 77.2 76.1 72.5 70.5 78.1 78.4
Centerline Distance to Noise Contour (in feet)
CNEL:

Ldn:
70 dBA 65 dBA 60 dBA 55 dBA
246 529 1,141 2,457
258 555 1,196 2,577
Tuesday, March 11, 2025
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL (9/12/2021)

SITE SPECIFIC INPUT DATA
Project Name: Varner Road / West Drive
Job Number: 16328
Road Segment: s/o Paul Rd.

Road Name: Palm Dr.

Scenario: HYP 2045
55,802

8.20%

71.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):

Peak Hour Percentage:

Peak Hour Volume: 4,576 vehicles
Centerline Dist. to Barrier:

3.29 VehicleType Day Evening Night Daily
Medium Trucks:

Heavy Trucks:

Autos: 73.4% 10.6% 16.0% 94.81%

80.6% 5.6% 13.8% 2.12%

78.7% 4.9% 16.4% 3.08%
-0.31
Finite Road
-1.20
Left View: -90.0
Right View: 90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
Barrier Distance to Observer: 0.0 feet
Barrier Type (0-Wall, 1-Berm): 0.0

0.000 0.000
Fresnel Berm Atten
Medium Trucks:

Heavy Trucks:

Autos:

VehicleType

83.68 -13.22 -0.29 -1.20 0.000 0.000

87.33 -11.60 -0.29 -1.20 0.000 0.000
-4.72
-4.88
-5.27
Medium Trucks:

Heavy Trucks:

Autos:

73.22 Noise Source Elevations (in feet)
Medium Trucks:

Heavy Trucks:

Autos: 0.000

2.297

8.004

51.624

51.452

51.469
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

75.0 73.7 71.3 68.4 75.9 76.3

69.0 74.2

68.1 62.5 61.7 69.5 69.8

73.3 67.3 67.7 75.2 75.4
Vehicle Noise: 78.2 77.1 73.2 71.5 79.1 79.4
Centerline Distance to Noise Contour (in feet)
CNEL:

Ldn:
70 dBA 65 dBA 60 dBA 55 dBA
288 620 1,335 2,876
301 648 1,395 3,006
Tuesday, March 11, 2025
94 Item Number: 1.

Page 1045 of 2902 ends

FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL (9/12/2021)

SITE SPECIFIC INPUT DATA
Project Name: Varner Road / West Drive
Job Number: 16328
Road Segment: s/o I-10 Fwy.

Road Name: Palm Dr.

Scenario: Existing
29,625

8.20%

71.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):

Peak Hour Percentage:

Peak Hour Volume: 2,429 vehicles
Centerline Dist. to Barrier:

0.60 VehicleType Day Evening Night Daily
Medium Trucks:

Heavy Trucks:

Autos: 73.4% 10.6% 16.0% 96.27%

80.6% 5.6% 13.8% 1.88%

0.000 0.000
Fresnel Berm Atten
Medium Trucks:

Heavy Trucks:

Autos:

VehicleType

83.68 -16.49 -0.29 -1.20 0.000 0.000

87.33 -16.56 -0.29 -1.20 0.000 0.000
-4.72
-4.88
-5.27
Medium Trucks:

Heavy Trucks:

Autos:

73.22 Noise Source Elevations (in feet)
Medium Trucks:

Heavy Trucks:

Autos: 0.000

2.297

8.004

51.624

51.452

51.469
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

72.3 71.0 68.6 65.7 73.2 73.6

65.7 69.3

64.8 59.3 58.4 66.3 66.5

68.3 62.3 62.7 70.3 70.5
Vehicle Noise: 74.7 73.5 69.9 68.0 75.6 75.9
Centerline Distance to Noise Contour (in feet)
CNEL:

Ldn:
70 dBA 65 dBA 60 dBA 55 dBA
167 359 774 1,668
175 377 812 1,749
Tuesday, March 11, 2025
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL (9/12/2021)

SITE SPECIFIC INPUT DATA
Project Name: Varner Road / West Drive
Job Number: 16328
Road Segment: s/o I-10 Fwy.

Road Name: Palm Dr.

Scenario: Existing With Project
29,868

8.20%

71.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):

Peak Hour Percentage:

Peak Hour Volume: 2,449 vehicles
Centerline Dist. to Barrier:

0.64 VehicleType Day Evening Night Daily
Medium Trucks:

Heavy Trucks:

Autos: 73.4% 10.6% 16.0% 96.23%

80.6% 5.6% 13.8% 1.88%

78.7% 4.9% 16.4% 1.89%
-0.31
Finite Road
-1.20
Left View: -90.0
Right View: 90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
Barrier Distance to Observer: 0.0 feet
Barrier Type (0-Wall, 1-Berm): 0.0

0.000 0.000
Fresnel Berm Atten
Medium Trucks:

Heavy Trucks:

Autos:

VehicleType

83.68 -16.46 -0.29 -1.20 0.000 0.000

87.33 -16.44 -0.29 -1.20 0.000 0.000
-4.72
-4.88
-5.27
Medium Trucks:

Heavy Trucks:

Autos:

73.22 Noise Source Elevations (in feet)
Medium Trucks:

Heavy Trucks:

Autos: 0.000

2.297

8.004

51.624

51.452

51.469
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

72.3 71.1 68.7 65.7 73.3 73.7

65.7 69.4

64.9 59.3 58.5 66.3 66.5

68.4 62.4 62.9 70.4 70.6
Vehicle Noise: 74.7 73.6 70.0 68.0 75.6 75.9
Centerline Distance to Noise Contour (in feet)
CNEL:

Ldn:
70 dBA 65 dBA 60 dBA 55 dBA
168 363 781 1,683
176 380 819 1,765
Tuesday, March 11, 2025
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL (9/12/2021)

SITE SPECIFIC INPUT DATA
Project Name: Varner Road / West Drive
Job Number: 16328
Road Segment: s/o I-10 Fwy.

Road Name: Palm Dr.

Scenario: EAC 2027
34,247

8.20%

71.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):

Peak Hour Percentage:

Peak Hour Volume: 2,808 vehicles
Centerline Dist. to Barrier:

1.23 VehicleType Day Evening Night Daily
Medium Trucks:

Heavy Trucks:

Autos: 73.4% 10.6% 16.0% 96.27%

80.6% 5.6% 13.8% 1.88%

0.000 0.000
Fresnel Berm Atten
Medium Trucks:

Heavy Trucks:

Autos:

VehicleType

83.68 -15.86 -0.29 -1.20 0.000 0.000

87.33 -15.93 -0.29 -1.20 0.000 0.000
-4.72
-4.88
-5.27
Medium Trucks:

Heavy Trucks:

Autos:

73.22 Noise Source Elevations (in feet)
Medium Trucks:

Heavy Trucks:

Autos: 0.000

2.297

8.004

51.624

51.452

51.469
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

72.9 71.7 69.3 66.3 73.9 74.3

66.3 69.9

65.5 59.9 59.1 66.9 67.1

68.9 62.9 63.4 70.9 71.1
Vehicle Noise: 75.3 74.2 70.6 68.6 76.2 76.5
Centerline Distance to Noise Contour (in feet)
CNEL:

Ldn:
70 dBA 65 dBA 60 dBA 55 dBA
184 396 853 1,837
193 415 894 1,927
Tuesday, March 11, 2025
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL (9/12/2021)

SITE SPECIFIC INPUT DATA
Project Name: Varner Road / West Drive
Job Number: 16328
Road Segment: s/o I-10 Fwy.

Road Name: Palm Dr.

Scenario: EACP 2027
34,490

8.20%

71.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):

Peak Hour Percentage:

Peak Hour Volume: 2,828 vehicles
Centerline Dist. to Barrier:

1.26 VehicleType Day Evening Night Daily
Medium Trucks:

Heavy Trucks:

Autos: 73.4% 10.6% 16.0% 96.24%

80.6% 5.6% 13.8% 1.88%

0.000 0.000
Fresnel Berm Atten
Medium Trucks:

Heavy Trucks:

Autos:

VehicleType

83.68 -15.83 -0.29 -1.20 0.000 0.000

87.33 -15.83 -0.29 -1.20 0.000 0.000
-4.72
-4.88
-5.27
Medium Trucks:

Heavy Trucks:

Autos:

73.22 Noise Source Elevations (in feet)
Medium Trucks:

Heavy Trucks:

Autos: 0.000

2.297

8.004

51.624

51.452

51.469
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

73.0 71.7 69.3 66.3 73.9 74.3

66.4 70.0

65.5 59.9 59.1 66.9 67.2

69.0 63.0 63.5 71.0 71.2
Vehicle Noise: 75.3 74.2 70.6 68.7 76.2 76.6
Centerline Distance to Noise Contour (in feet)
CNEL:

Ldn:
70 dBA 65 dBA 60 dBA 55 dBA
185 399 859 1,852
194 418 901 1,942
Tuesday, March 11, 2025
95 Item Number: 1.

Page 1046 of 2902 ends

FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL (9/12/2021)

SITE SPECIFIC INPUT DATA
Project Name: Varner Road / West Drive
Job Number: 16328
Road Segment: s/o I-10 Fwy.

Road Name: Palm Dr.

Scenario: HY 2045
41,596

8.20%

71.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):

Peak Hour Percentage:

Peak Hour Volume: 3,411 vehicles
Centerline Dist. to Barrier:

2.08 VehicleType Day Evening Night Daily
Medium Trucks:

Heavy Trucks:

Autos: 73.4% 10.6% 16.0% 96.27%

80.6% 5.6% 13.8% 1.88%

0.000 0.000
Fresnel Berm Atten
Medium Trucks:

Heavy Trucks:

Autos:

VehicleType

83.68 -15.01 -0.29 -1.20 0.000 0.000

87.33 -15.09 -0.29 -1.20 0.000 0.000
-4.72
-4.88
-5.27
Medium Trucks:

Heavy Trucks:

Autos:

73.22 Noise Source Elevations (in feet)
Medium Trucks:

Heavy Trucks:

Autos: 0.000

2.297

8.004

51.624

51.452

51.469
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

73.8 72.5 70.1 67.1 74.7 75.1

67.2 70.7

66.3 60.7 59.9 67.8 68.0

69.8 63.8 64.2 71.7 71.9
Vehicle Noise: 76.1 75.0 71.4 69.4 77.0 77.3
Centerline Distance to Noise Contour (in feet)
CNEL:

Ldn:
70 dBA 65 dBA 60 dBA 55 dBA
209 451 971 2,091
219 472 1,018 2,193
Tuesday, March 11, 2025
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL (9/12/2021)

SITE SPECIFIC INPUT DATA
Project Name: Varner Road / West Drive
Job Number: 16328
Road Segment: s/o I-10 Fwy.

Road Name: Palm Dr.

Scenario: HYP 2045
41,839

8.20%

71.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):

Peak Hour Percentage:

Peak Hour Volume: 3,431 vehicles
Centerline Dist. to Barrier:

2.10 VehicleType Day Evening Night Daily
Medium Trucks:

Heavy Trucks:

Autos: 73.4% 10.6% 16.0% 96.24%

80.6% 5.6% 13.8% 1.88%

0.000 0.000
Fresnel Berm Atten
Medium Trucks:

Heavy Trucks:

Autos:

VehicleType

83.68 -14.99 -0.29 -1.20 0.000 0.000

87.33 -15.00 -0.29 -1.20 0.000 0.000
-4.72
-4.88
-5.27
Medium Trucks:

Heavy Trucks:

Autos:

73.22 Noise Source Elevations (in feet)
Medium Trucks:

Heavy Trucks:

Autos: 0.000

2.297

8.004

51.624

51.452

51.469
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

73.8 72.5 70.1 67.2 74.7 75.1

67.2 70.8

66.3 60.7 59.9 67.8 68.0

69.9 63.9 64.3 71.8 72.0
Vehicle Noise: 76.2 75.0 71.4 69.5 77.1 77.4
Centerline Distance to Noise Contour (in feet)
CNEL:

Ldn:
70 dBA 65 dBA 60 dBA 55 dBA
210 453 977 2,105
221 476 1,024 2,207
Tuesday, March 11, 2025
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL (9/12/2021)

SITE SPECIFIC INPUT DATA
Project Name: Varner Road / West Drive
Job Number: 16328
Road Segment: e/o Palm Dr.

Road Name: Varner Rd.

Scenario: Existing
1,866

8.20%

50.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):

Peak Hour Percentage:

Peak Hour Volume: 153 vehicles
Centerline Dist. to Barrier:

Centerline Dist. to Observer: 50.0
Highway Data
feet
feet
vehicles
Road Elevation: 0.0
Road Grade: 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: 52 feet
REMEL Traffic Flow Distance
-11.03
VehicleType Day Evening Night Daily
Medium Trucks:

Heavy Trucks:

Autos: 73.4% 10.6% 16.0% 96.27%

80.6% 5.6% 13.8% 1.88%

78.7% 4.9% 16.4% 1.85%

0.88 Finite Road
-1.20
Left View: -90.0
Right View: 90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
Barrier Distance to Observer: 0.0 feet
Barrier Type (0-Wall, 1-Berm): 0.0

0.000 0.000
Fresnel Berm Atten
Medium Trucks:

Heavy Trucks:

Autos:

VehicleType

82.40 -28.12 0.91 -1.20 0.000 0.000

86.40 -28.19 0.91 -1.20 0.000 0.000
-4.65
-4.87
-5.43
Medium Trucks:

Heavy Trucks:

Autos:

71.78 Noise Source Elevations (in feet)
Medium Trucks:

Heavy Trucks:

Autos: 0.000

2.297

8.004

43.000

42.794

42.814
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

60.4 59.2 56.8 53.8 61.4 61.8

54.0 57.9

53.1 47.5 46.7 54.6 54.8

56.9 50.9 51.4 58.9 59.1
Vehicle Noise: 63.0 61.8 58.2 56.3 63.9 64.2
Centerline Distance to Noise Contour (in feet)
CNEL:

Ldn:
70 dBA 65 dBA 60 dBA 55 dBA
19 42 90 195
20 44 95 204
Tuesday, March 11, 2025
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL (9/12/2021)

SITE SPECIFIC INPUT DATA
Project Name: Varner Road / West Drive
Job Number: 16328
Road Segment: e/o Palm Dr.

Road Name: Varner Rd.

Scenario: Existing With Project
1,997

8.20%

50.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):

Peak Hour Percentage:

Peak Hour Volume: 164 vehicles
Centerline Dist. to Barrier:

Centerline Dist. to Observer: 50.0
Highway Data
feet
feet
vehicles
Road Elevation: 0.0
Road Grade: 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: 52 feet
REMEL Traffic Flow Distance
-10.76
VehicleType Day Evening Night Daily
Medium Trucks:

Heavy Trucks:

Autos: 73.4% 10.6% 16.0% 95.55%

80.6% 5.6% 13.8% 1.95%

78.7% 4.9% 16.4% 2.50%

0.88 Finite Road
-1.20
Left View: -90.0
Right View: 90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
Barrier Distance to Observer: 0.0 feet
Barrier Type (0-Wall, 1-Berm): 0.0

0.000 0.000
Fresnel Berm Atten
Medium Trucks:

Heavy Trucks:

Autos:

VehicleType

82.40 -27.66 0.91 -1.20 0.000 0.000

86.40 -26.59 0.91 -1.20 0.000 0.000
-4.65
-4.87
-5.43
Medium Trucks:

Heavy Trucks:

Autos:

71.78 Noise Source Elevations (in feet)
Medium Trucks:

Heavy Trucks:

Autos: 0.000

2.297

8.004

43.000

42.794

42.814
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

60.7 59.4 57.0 54.1 61.6 62.0

54.4 59.5

53.6 48.0 47.2 55.0 55.2

58.5 52.5 53.0 60.5 60.7
Vehicle Noise: 63.7 62.6 58.7 57.0 64.6 64.9
Centerline Distance to Noise Contour (in feet)
CNEL:

Ldn:
70 dBA 65 dBA 60 dBA 55 dBA
22 47 102 219
23 49 106 229
Tuesday, March 11, 2025
96 Item Number: 1.

Page 1047 of 2902 ends

FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL (9/12/2021)

SITE SPECIFIC INPUT DATA
Project Name: Varner Road / West Drive
Job Number: 16328
Road Segment: e/o Palm Dr.

Road Name: Varner Rd.

Scenario: EAC 2027
1,941

8.20%

50.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):

Peak Hour Percentage:

Peak Hour Volume: 159 vehicles
Centerline Dist. to Barrier:

Centerline Dist. to Observer: 50.0
Highway Data
feet
feet
vehicles
Road Elevation: 0.0
Road Grade: 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: 52 feet
REMEL Traffic Flow Distance
-10.86
VehicleType Day Evening Night Daily
Medium Trucks:

Heavy Trucks:

Autos: 73.4% 10.6% 16.0% 96.27%

80.6% 5.6% 13.8% 1.88%

78.7% 4.9% 16.4% 1.85%

0.88 Finite Road
-1.20
Left View: -90.0
Right View: 90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
Barrier Distance to Observer: 0.0 feet
Barrier Type (0-Wall, 1-Berm): 0.0

0.000 0.000
Fresnel Berm Atten
Medium Trucks:

Heavy Trucks:

Autos:

VehicleType

82.40 -27.94 0.91 -1.20 0.000 0.000

86.40 -28.02 0.91 -1.20 0.000 0.000
-4.65
-4.87
-5.43
Medium Trucks:

Heavy Trucks:

Autos:

71.78 Noise Source Elevations (in feet)
Medium Trucks:

Heavy Trucks:

Autos: 0.000

2.297

8.004

43.000

42.794

42.814
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

60.6 59.3 56.9 54.0 61.5 61.9

54.2 58.1

53.3 47.7 46.9 54.7 55.0

57.1 51.1 51.6 59.1 59.3
Vehicle Noise: 63.1 62.0 58.3 56.4 64.0 64.3
Centerline Distance to Noise Contour (in feet)
CNEL:

Ldn:
70 dBA 65 dBA 60 dBA 55 dBA
20 43 93 200
21 45 97 210
Tuesday, March 11, 2025
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL (9/12/2021)

SITE SPECIFIC INPUT DATA
Project Name: Varner Road / West Drive
Job Number: 16328
Road Segment: e/o Palm Dr.

Road Name: Varner Rd.

Scenario: EACP 2027
2,072

8.20%

50.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):

Peak Hour Percentage:

Peak Hour Volume: 170 vehicles
Centerline Dist. to Barrier:

Centerline Dist. to Observer: 50.0
Highway Data
feet
feet
vehicles
Road Elevation: 0.0
Road Grade: 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: 52 feet
REMEL Traffic Flow Distance
-10.60
VehicleType Day Evening Night Daily
Medium Trucks:

Heavy Trucks:

Autos: 73.4% 10.6% 16.0% 95.58%

80.6% 5.6% 13.8% 1.95%

78.7% 4.9% 16.4% 2.47%

0.88 Finite Road
-1.20
Left View: -90.0
Right View: 90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
Barrier Distance to Observer: 0.0 feet
Barrier Type (0-Wall, 1-Berm): 0.0

0.000 0.000
Fresnel Berm Atten
Medium Trucks:

Heavy Trucks:

Autos:

VehicleType

82.40 -27.51 0.91 -1.20 0.000 0.000

86.40 -26.47 0.91 -1.20 0.000 0.000
-4.65
-4.87
-5.43
Medium Trucks:

Heavy Trucks:

Autos:

71.78 Noise Source Elevations (in feet)
Medium Trucks:

Heavy Trucks:

Autos: 0.000

2.297

8.004

43.000

42.794

42.814
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

60.9 59.6 57.2 54.2 61.8 62.2

54.6 59.6

53.7 48.1 47.3 55.2 55.4

58.7 52.7 53.1 60.6 60.8
Vehicle Noise: 63.8 62.7 58.9 57.2 64.8 65.1
Centerline Distance to Noise Contour (in feet)
CNEL:

Ldn:
70 dBA 65 dBA 60 dBA 55 dBA
22 48 104 224
23 50 109 234
Tuesday, March 11, 2025
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL (9/12/2021)

SITE SPECIFIC INPUT DATA
Project Name: Varner Road / West Drive
Job Number: 16328
Road Segment: e/o Palm Dr.

Road Name: Varner Rd.

Scenario: HY 2045
5,716

8.20%

50.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):

Peak Hour Percentage:

Peak Hour Volume: 469 vehicles
Centerline Dist. to Barrier:

Centerline Dist. to Observer: 50.0
Highway Data
feet
feet
vehicles
Road Elevation: 0.0
Road Grade: 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: 52 feet
REMEL Traffic Flow Distance
-6.17
VehicleType Day Evening Night Daily
Medium Trucks:

Heavy Trucks:

Autos: 73.4% 10.6% 16.0% 96.27%

80.6% 5.6% 13.8% 1.88%

78.7% 4.9% 16.4% 1.85%

0.88 Finite Road
-1.20
Left View: -90.0
Right View: 90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
Barrier Distance to Observer: 0.0 feet
Barrier Type (0-Wall, 1-Berm): 0.0

0.000 0.000
Fresnel Berm Atten
Medium Trucks:

Heavy Trucks:

Autos:

VehicleType

82.40 -23.25 0.91 -1.20 0.000 0.000

86.40 -23.33 0.91 -1.20 0.000 0.000
-4.65
-4.87
-5.43
Medium Trucks:

Heavy Trucks:

Autos:

71.78 Noise Source Elevations (in feet)
Medium Trucks:

Heavy Trucks:

Autos: 0.000

2.297

8.004

43.000

42.794

42.814
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

65.3 64.0 61.6 58.7 66.2 66.6

58.9 62.8

58.0 52.4 51.6 59.4 59.7

61.8 55.8 56.2 63.8 64.0
Vehicle Noise: 67.8 66.7 63.0 61.1 68.7 69.0
Centerline Distance to Noise Contour (in feet)
CNEL:

Ldn:
70 dBA 65 dBA 60 dBA 55 dBA
41 89 191 411
43 93 200 431
Tuesday, March 11, 2025
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL (9/12/2021)

SITE SPECIFIC INPUT DATA
Project Name: Varner Road / West Drive
Job Number: 16328
Road Segment: e/o Palm Dr.

Road Name: Varner Rd.

Scenario: HYP 2045
5,847

8.20%

50.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):

Peak Hour Percentage:

Peak Hour Volume: 479 vehicles
Centerline Dist. to Barrier:

Centerline Dist. to Observer: 50.0
Highway Data
feet
feet
vehicles
Road Elevation: 0.0
Road Grade: 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: 52 feet
REMEL Traffic Flow Distance
-6.08
VehicleType Day Evening Night Daily
Medium Trucks:

Heavy Trucks:

Autos: 73.4% 10.6% 16.0% 96.02%

80.6% 5.6% 13.8% 1.91%

78.7% 4.9% 16.4% 2.07%

0.88 Finite Road
-1.20
Left View: -90.0
Right View: 90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
Barrier Distance to Observer: 0.0 feet
Barrier Type (0-Wall, 1-Berm): 0.0

0.000 0.000
Fresnel Berm Atten
Medium Trucks:

Heavy Trucks:

Autos:

VehicleType

82.40 -23.10 0.91 -1.20 0.000 0.000

86.40 -22.74 0.91 -1.20 0.000 0.000
-4.65
-4.87
-5.43
Medium Trucks:

Heavy Trucks:

Autos:

71.78 Noise Source Elevations (in feet)
Medium Trucks:

Heavy Trucks:

Autos: 0.000

2.297

8.004

43.000

42.794

42.814
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

65.4 64.1 61.7 58.7 66.3 66.7

59.0 63.4

58.1 52.6 51.7 59.6 59.8

62.4 56.4 56.8 64.4 64.5
Vehicle Noise: 68.1 67.0 63.2 61.4 69.0 69.3
Centerline Distance to Noise Contour (in feet)
CNEL:

Ldn:
70 dBA 65 dBA 60 dBA 55 dBA
43 92 199 428
45 97 208 448
Tuesday, March 11, 2025
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16328-02 NA Varner Road / West Drive Logistics
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16328-02 NA Varner Road / West Drive Logistics
APPENDIX 9.1:

CADNAAOPERATIONAL NOISE CALCULATIONS
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16328 - Varner Road / West Drive Logistics
CadnaA Noise Prediction Model: 16328-02.cna
Date: 12.03.25
Analyst: B. Lawson
Calculation Configuration
Configuration
Parameter Value
General
Max. Error (dB) 0.00
Max. Search Radius (ft) 10000.00
Min. Dist Src to Rcvr 0.00
Partition
Raster Factor 0.50
Max. Length of Section (ft) 3280.80
Min. Length of Section (ft) 3.30
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 328.08
Search Radius Rcvr 328.08
Max. Distance Source - Rcvr 3280.84 3280.84
Min. Distance Rvcr - Reflector 3.28 3.28
Min. Distance Source - Reflector 0.33
Industrial (ISO 9613 (1996))
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 (°F) 50
rel. Humidity (%) 70
Ground Absorption G 0.50
Wind Speed for Dir. (mph) 6.7
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) RECEIVERS R1 34.2 34.2 40.9 65.0 45.0 0.0 5.00 a 6485918.84 2272252.31 5.00 RECEIVERS R2 32.7 32.7 39.3 65.0 45.0 0.0 5.00 a 6488166.23 2270419.84 5.00 RECEIVERS R3 41.5 41.5 48.2 65.0 45.0 0.0 5.00 a 6484688.77 2266909.43 5.00 RECEIVERS R4 43.9 43.8 50.5 65.0 45.0 0.0 5.00 a 6482596.75 2265372.97 5.00 RECEIVERS R5 43.4 43.4 50.0 65.0 45.0 0.0 5.00 a 6482446.70 2266859.70 5.00 RECEIVERS R6 29.0 29.0 35.6 65.0 45.0 0.0 5.00 a 6477791.45 2259256.07 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) POINTSOURCE AC01 88.9 88.9 88.9 Lw 88.9 585.00 0.00 252.00 5.00 g 6482299.38 2267873.39 55.00 POINTSOURCE AC02 88.9 88.9 88.9 Lw 88.9 585.00 0.00 252.00 5.00 g 6482242.09 2267889.02 55.00 POINTSOURCE AC03 88.9 88.9 88.9 Lw 88.9 585.00 0.00 252.00 5.00 g 6480488.62 2268533.11 55.00 POINTSOURCE AC04 88.9 88.9 88.9 Lw 88.9 585.00 0.00 252.00 5.00 g 6480500.77 2268590.41 55.00 POINTSOURCE TRASH01 89.0 89.0 89.0 Lw 89 900.00 0.00 270.00 5.00 a 6480560.45 2269114.95 5.00 POINTSOURCE TRASH02 89.0 89.0 89.0 Lw 89 900.00 0.00 270.00 5.00 a 6480708.02 2268352.15 5.00 POINTSOURCE TRASH03 89.0 89.0 89.0 Lw 89 900.00 0.00 270.00 5.00 a 6482413.47 2268681.12 5.00 POINTSOURCE TRASH04 89.0 89.0 89.0 Lw 89 900.00 0.00 270.00 5.00 a 6482159.97 2267789.60 5.00 Line Source(s)
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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) LINESOURCE TRUCK01 93.2 93.2 93.2 63.3 63.3 63.3 Lw 93.2 8 a LINESOURCE TRUCK02 93.2 93.2 93.2 63.0 63.0 63.0 Lw 93.2 8 a LINESOURCE TRUCK03 93.2 93.2 93.2 65.3 65.3 65.3 Lw 93.2 8 a LINESOURCE TRUCK04 93.2 93.2 93.2 68.3 68.3 68.3 Lw 93.2 8 a LINESOURCE TRUCK05 93.2 93.2 93.2 69.9 69.9 69.9 Lw 93.2 8 a Name ID Height Coordinates
Begin End x y z Ground
(ft) (ft) (ft) (ft) (ft) (ft)
LINESOURCE TRUCK01 8.00 a 6482548.07 2267775.85 8.00 0.00 6482357.54 2267781.03 8.00 0.00
6482319.34 2267779.29 8.00 0.00
6482187.40 2267812.28 8.00 0.00
6482090.18 2267848.74 8.00 0.00
6480812.40 2268187.28 8.00 0.00
6480722.12 2268263.67 8.00 0.00
6480644.00 2268322.70 8.00 0.00
6480567.61 2268399.09 8.00 0.00
6480359.28 2268534.50 8.00 0.00
6480138.79 2268753.25 8.00 0.00
6480129.77 2268770.32 8.00 0.00
6480122.89 2268788.36 8.00 0.00
6480118.27 2268807.11 8.00 0.00
6480115.97 2268826.28 8.00 0.00
6480116.02 2268845.59 8.00 0.00
6480118.44 2268864.74 8.00 0.00
6480123.16 2268883.46 8.00 0.00
6480230.11 2269293.96 8.00 0.00
LINESOURCE TRUCK02 8.00 a 6480330.53 2268563.02 8.00 0.00 6480440.87 2268678.60 8.00 0.00
6480463.44 2268723.74 8.00 0.00
6480557.19 2269084.85 8.00 0.00
6481551.98 2268838.32 8.00 0.00
6482484.28 2268610.89 8.00 0.00
6482494.27 2268602.75 8.00 0.00
6482502.94 2268593.21 8.00 0.00
6482510.08 2268582.48 8.00 0.00
6482515.53 2268570.80 8.00 0.00
6482519.17 2268558.43 8.00 0.00
6482520.92 2268545.66 8.00 0.00
6482520.73 2268532.77 8.00 0.00
6482517.65 2268502.39 8.00 0.00
6482512.86 2268472.23 8.00 0.00
6482506.35 2268442.39 8.00 0.00
6482498.16 2268412.98 8.00 0.00
6482362.75 2267874.78 8.00 0.00
6482357.54 2267781.03 8.00 0.00
LINESOURCE TRUCK03 8.00 a 6482090.18 2267848.74 8.00 0.00 6481958.23 2267327.91 8.00 0.00
6481567.61 2267421.66 8.00 0.00
6480812.40 2268187.28 8.00 0.00
LINESOURCE TRUCK04 8.00 a 6482048.50 2267684.21 8.00 0.00 6481057.23 2267939.08 8.00 0.00
LINESOURCE TRUCK05 8.00 a 6482003.32 2267505.86 8.00 0.00 6481317.56 2267675.15 8.00 0.00
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) AREASOURCE CAR01 81.1 81.1 81.1 52.7 52.7 52.7 Lw 81.1 5 a AREASOURCE CAR02 81.1 81.1 81.1 55.9 55.9 55.9 Lw 81.1 5 a AREASOURCE CAR03 81.1 81.1 81.1 52.6 52.6 52.6 Lw 81.1 5 a AREASOURCE CAR04 81.1 81.1 81.1 50.3 50.3 50.3 Lw 81.1 5 a AREASOURCE CAR05 81.1 81.1 81.1 50.0 50.0 50.0 Lw 81.1 5 a AREASOURCE CAR06 81.1 81.1 81.1 49.7 49.7 49.7 Lw 81.1 5 a AREASOURCE CAR07 81.1 81.1 81.1 57.1 57.1 57.1 Lw 81.1 5 a AREASOURCE CAR08 81.1 81.1 81.1 58.1 58.1 58.1 Lw 81.1 5 a AREASOURCE CAR09 81.1 81.1 81.1 61.2 61.2 61.2 Lw 81.1 5 a AREASOURCE CAR10 81.1 81.1 81.1 53.0 53.0 53.0 Lw 81.1 5 a AREASOURCE CAR11 81.1 81.1 81.1 52.2 52.2 52.2 Lw 81.1 5 a AREASOURCE CAR12 81.1 81.1 81.1 55.3 55.3 55.3 Lw 81.1 5 a AREASOURCE CAR13 81.1 81.1 81.1 60.0 60.0 60.0 Lw 81.1 5 a AREASOURCE CAR14 81.1 81.1 81.1 49.5 49.5 49.5 Lw 81.1 5 a AREASOURCE CAR15 81.1 81.1 81.1 49.4 49.4 49.4 Lw 81.1 5 a AREASOURCE CAR16 81.1 81.1 81.1 49.5 49.5 49.5 Lw 81.1 5 a Urban Crossroads, Inc.
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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) AREASOURCE COLD01 111.5 111.5 111.5 71.2 71.2 71.2 Lw 111.5 8 a AREASOURCE COLD02 111.5 111.5 111.5 72.3 72.3 72.3 Lw 111.5 8 a AREASOURCE DRY01 103.4 103.4 103.4 65.4 65.4 65.4 Lw 103.4 8 a AREASOURCE DRY02 103.4 103.4 103.4 69.9 69.9 69.9 Lw 103.4 8 a AREASOURCE DRY03 103.4 103.4 103.4 69.1 69.1 69.1 Lw 103.4 8 a AREASOURCE DRY04 103.4 103.4 103.4 67.5 67.5 67.5 Lw 103.4 8 a AREASOURCE DRY05 103.4 103.4 103.4 65.1 65.1 65.1 Lw 103.4 8 a AREASOURCE DRY06 103.4 103.4 103.4 63.3 63.3 63.3 Lw 103.4 8 a AREASOURCE DRY07 103.4 103.4 103.4 63.5 63.5 63.5 Lw 103.4 8 a Name ID Height Coordinates
Begin End x y z Ground
(ft) (ft) (ft) (ft) (ft) (ft)
AREASOURCE CAR01 5.00 a 6480272.62 2269184.73 5.00 0.00 6480291.16 2269179.79 5.00 0.00
6480192.71 2268798.37 5.00 0.00
6480175.00 2268803.31 5.00 0.00
AREASOURCE CAR02 5.00 a 6480326.99 2269188.44 5.00 0.00 6480506.99 2269142.72 5.00 0.00
6480502.05 2269124.59 5.00 0.00
6480319.99 2269170.31 5.00 0.00
AREASOURCE CAR03 5.00 a 6480518.94 2269112.24 5.00 0.00 6480416.38 2268712.69 5.00 0.00
6480398.66 2268717.64 5.00 0.00
6480500.82 2269117.18 5.00 0.00
AREASOURCE CAR04 5.00 a 6480308.87 2269140.25 5.00 0.00 6480345.53 2269131.18 5.00 0.00
6480257.79 2268792.60 5.00 0.00
6480239.67 2268795.07 5.00 0.00
6480244.20 2268813.20 5.00 0.00
6480225.25 2268818.14 5.00 0.00
AREASOURCE CAR05 5.00 a 6480370.66 2269125.01 5.00 0.00 6480406.49 2269116.36 5.00 0.00
6480312.17 2268748.94 5.00 0.00
6480294.87 2268753.47 5.00 0.00
6480296.51 2268763.77 5.00 0.00
6480277.98 2268767.89 5.00 0.00
AREASOURCE CAR06 5.00 a 6480431.62 2269108.53 5.00 0.00 6480468.69 2269099.47 5.00 0.00
6480376.01 2268733.29 5.00 0.00
6480356.24 2268738.23 5.00 0.00
6480350.47 2268711.87 5.00 0.00
6480331.94 2268716.81 5.00 0.00
AREASOURCE CAR07 5.00 a 6480199.30 2268788.07 5.00 0.00 6480307.63 2268680.98 5.00 0.00
6480294.45 2268667.80 5.00 0.00
6480187.77 2268775.30 5.00 0.00
AREASOURCE CAR08 5.00 a 6482206.08 2267778.87 5.00 0.00 6482318.06 2267749.60 5.00 0.00
6482312.48 2267731.94 5.00 0.00
6482200.50 2267760.75 5.00 0.00
AREASOURCE CAR09 5.00 a 6482364.53 2267737.52 5.00 0.00 6482417.50 2267724.51 5.00 0.00
6482412.85 2267704.52 5.00 0.00
6482359.88 2267720.32 5.00 0.00
AREASOURCE CAR10 5.00 a 6482430.51 2267696.16 5.00 0.00 6482344.55 2267356.03 5.00 0.00
6482324.57 2267360.67 5.00 0.00
6482412.85 2267704.52 5.00 0.00
AREASOURCE CAR11 5.00 a 6482183.31 2267760.75 5.00 0.00 6482199.57 2267756.10 5.00 0.00
6482085.73 2267304.45 5.00 0.00
6482067.14 2267309.09 5.00 0.00
AREASOURCE CAR12 5.00 a 6482089.91 2267299.34 5.00 0.00 6482292.50 2267247.29 5.00 0.00
6482288.32 2267228.71 5.00 0.00
6482085.26 2267280.29 5.00 0.00
AREASOURCE CAR13 5.00 a 6482313.88 2267320.25 5.00 0.00 6482332.93 2267314.21 5.00 0.00
6482315.74 2267246.83 5.00 0.00
6482296.69 2267251.48 5.00 0.00
AREASOURCE CAR14 5.00 a 6482218.62 2267723.58 5.00 0.00 6482255.80 2267714.28 5.00 0.00
6482153.10 2267315.60 5.00 0.00
6482117.79 2267324.89 5.00 0.00
AREASOURCE CAR15 5.00 a 6482279.96 2267706.85 5.00 0.00 6482316.67 2267697.55 5.00 0.00
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Name ID Height Coordinates
Begin End x y z Ground
(ft) (ft) (ft) (ft) (ft) (ft)
6482215.37 2267299.80 5.00 0.00
6482177.27 2267308.17 5.00 0.00
AREASOURCE CAR16 5.00 a 6482342.69 2267691.05 5.00 0.00 6482378.93 2267681.29 5.00 0.00
6482277.17 2267284.47 5.00 0.00
6482240.46 2267292.37 5.00 0.00
AREASOURCE COLD01 8.00 a 6480598.32 2268980.74 8.00 0.00 6480615.35 2269045.27 8.00 0.00
6482389.31 2268586.48 8.00 0.00
6482373.20 2268528.09 8.00 0.00
AREASOURCE COLD02 8.00 a 6482201.37 2267867.85 8.00 0.00 6480853.20 2268213.67 8.00 0.00
6480779.63 2268264.26 8.00 0.00
6480805.68 2268309.83 8.00 0.00
6480868.82 2268274.43 8.00 0.00
6482217.86 2267924.27 8.00 0.00
AREASOURCE DRY01 8.00 a 6481506.84 2267351.26 8.00 0.00 6480591.05 2268269.23 8.00 0.00
6480630.11 2268303.95 8.00 0.00
6481543.74 2267388.15 8.00 0.00
AREASOURCE DRY02 8.00 a 6481996.21 2267274.22 8.00 0.00 6481979.93 2267223.22 8.00 0.00
6481532.89 2267338.24 8.00 0.00
6481543.74 2267388.15 8.00 0.00
AREASOURCE DRY03 8.00 a 6482130.76 2267797.22 8.00 0.00 6482180.67 2267784.20 8.00 0.00
6482048.29 2267257.94 8.00 0.00
6481996.21 2267274.22 8.00 0.00
AREASOURCE DRY04 8.00 a 6481520.95 2267584.55 8.00 0.00 6481949.55 2267474.95 8.00 0.00
6481922.43 2267370.79 8.00 0.00
6481581.71 2267460.85 8.00 0.00
6481592.57 2267510.76 8.00 0.00
6481510.10 2267535.72 8.00 0.00
AREASOURCE DRY05 8.00 a 6481267.04 2267841.71 8.00 0.00 6481995.13 2267655.08 8.00 0.00
6481968.00 2267554.16 8.00 0.00
6481329.98 2267718.01 8.00 0.00
6481340.83 2267770.09 8.00 0.00
6481257.28 2267790.71 8.00 0.00
AREASOURCE DRY06 8.00 a 6481015.31 2268099.95 8.00 0.00 6482042.87 2267835.20 8.00 0.00
6482013.57 2267731.03 8.00 0.00
6481073.90 2267975.17 8.00 0.00
6481088.01 2268022.91 8.00 0.00
6481000.12 2268046.79 8.00 0.00
AREASOURCE DRY07 8.00 a 6480622.30 2269168.53 8.00 0.00 6482441.74 2268699.78 8.00 0.00
6482427.85 2268645.96 8.00 0.00
6480608.41 2269114.71 8.00 0.00
Building(s)
Name Sel. M. ID RB Residents Absorption Height Coordinates Begin x y z Ground
(ft) (ft) (ft) (ft) (ft)
BUILDING BUILDING00001 x 0 50.00 a 6480573.06 2268987.19 50.00 0.00 6482373.20 2268528.09 50.00 0.00
6482389.31 2268586.48 50.00 0.00
6482485.96 2268558.29 50.00 0.00
6482485.96 2268491.85 50.00 0.00
6482320.29 2267835.73 50.00 0.00
6482201.37 2267867.85 50.00 0.00
6482217.86 2267924.27 50.00 0.00
6480868.82 2268274.43 50.00 0.00
6480455.63 2268526.17 50.00 0.00
BUILDING BUILDING00001 x 0 0.00 a 6480573.06 2268987.19 0.00 0.00 6482373.20 2268528.09 0.00 0.00
6482389.31 2268586.48 0.00 0.00
6482485.96 2268558.29 0.00 0.00
6482485.96 2268491.85 0.00 0.00
6482320.29 2267835.73 0.00 0.00
6482201.37 2267867.85 0.00 0.00
6482217.86 2267924.27 0.00 0.00
6480868.82 2268274.43 0.00 0.00
6480455.63 2268526.17 0.00 0.00
BUILDING BUILDING00002 x 0 25.00 a 6482439.35 2266907.58 25.00 0.00 Urban Crossroads, Inc.
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Name Sel. M. ID RB Residents Absorption Height Coordinates Begin x y z Ground
(ft) (ft) (ft) (ft) (ft)
6482472.19 2266907.58 25.00 0.00
6482472.19 2266899.36 25.00 0.00
6482485.54 2266898.34 25.00 0.00
6482486.56 2266862.42 25.00 0.00
6482439.35 2266863.44 25.00 0.00
Urban Crossroads, Inc.
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16328-02 NA Varner Road / West Drive Logistics
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16328-02 NA Varner Road / West Drive Logistics
APPENDIX 10.1:

CONSTRUCTION NOISE CALCULATIONS
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16328 - Varner Road / West Drive Logistics
CadnaA Noise Prediction Model: 16328-02_Construction.cna Date: 12.03.25
Analyst: B. Lawson
Calculation Configuration
Configuration
Parameter Value
General
Max. Error (dB) 0.00
Max. Search Radius (ft) 10000.00
Min. Dist Src to Rcvr 0.00
Partition
Raster Factor 0.50
Max. Length of Section (ft) 3280.80
Min. Length of Section (ft) 3.30
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 328.08
Search Radius Rcvr 328.08
Max. Distance Source - Rcvr 3280.84 3280.84
Min. Distance Rvcr - Reflector 3.28 3.28
Min. Distance Source - Reflector 0.33
Industrial (ISO 9613 (1996))
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 (°F) 50
rel. Humidity (%) 70
Ground Absorption G 0.50
Wind Speed for Dir. (mph) 6.7
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) RECEIVERS R1 42.8 -64.1 39.8 65.0 45.0 0.0 5.00 a 6485918.84 2272252.31 5.00 RECEIVERS R2 40.8 -66.0 37.8 65.0 45.0 0.0 5.00 a 6488166.23 2270419.84 5.00 RECEIVERS R3 49.6 -57.4 46.5 65.0 45.0 0.0 5.00 a 6484688.77 2266909.43 5.00 RECEIVERS R4 50.8 -56.1 47.8 65.0 45.0 0.0 5.00 a 6482596.75 2265372.97 5.00 RECEIVERS R5 51.2 -55.8 48.2 65.0 45.0 0.0 5.00 a 6482446.70 2266859.70 5.00 RECEIVERS R6 36.5 -70.0 33.5 65.0 45.0 0.0 5.00 a 6477791.45 2259256.07 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.
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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) SITEBOUNDARY CONSTRUCTION 122.6 15.6 15.6 67.3 -39.7 -39.7 PWL-Pt 115.6 8 a Name ID Height Coordinates
Begin End x y z Ground
(ft) (ft) (ft) (ft) (ft) (ft)
SITEBOUNDARY CONSTRUCTION 8.00 a 6482559.71 2268696.31 8.00 0.00 6482538.88 2267050.04 8.00 0.00
6481764.84 2267035.41 8.00 0.00
6479611.31 2269209.39 8.00 0.00
6479704.60 2269428.78 8.00 0.00
Building(s)
Name Sel. M. ID RB Residents Absorption Height Coordinates Begin x y z Ground
(ft) (ft) (ft) (ft) (ft)
BUILDING BUILDING00002 x 0 25.00 a 6482439.35 2266907.58 25.00 0.00 6482472.19 2266907.58 25.00 0.00
6482472.19 2266899.36 25.00 0.00
6482485.54 2266898.34 25.00 0.00
6482486.56 2266862.42 25.00 0.00
6482439.35 2266863.44 25.00 0.00
Urban Crossroads, Inc.
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16328-02 NA Varner Road / West Drive Logistics
APPENDIX 10.2:

NIGHTTIME CONCRETE POUR NOISE CALCULATIONS
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16328 - Varner Road / West Drive Logistics
CadnaA Noise Prediction Model: 16328-02_Pour.cna
Date: 13.03.25
Analyst: B. Lawson
Calculation Configuration
Configuration
Parameter Value
General
Max. Error (dB) 0.00
Max. Search Radius (ft) 10000.00
Min. Dist Src to Rcvr 0.00
Partition
Raster Factor 0.50
Max. Length of Section (ft) 3280.80
Min. Length of Section (ft) 3.30
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 328.08
Search Radius Rcvr 328.08
Max. Distance Source - Rcvr 3280.84 3280.84
Min. Distance Rvcr - Reflector 3.28 3.28
Min. Distance Source - Reflector 0.33
Industrial (ISO 9613 (1996))
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 (°F) 50
rel. Humidity (%) 70
Ground Absorption G 0.50
Wind Speed for Dir. (mph) 6.7
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) RECEIVERS R1 27.5 -76.8 24.5 65.0 45.0 0.0 5.00 a 6485918.84 2272252.31 5.00 RECEIVERS R2 25.5 -77.8 22.5 65.0 45.0 0.0 5.00 a 6488166.23 2270419.84 5.00 RECEIVERS R3 34.3 -72.0 31.2 65.0 45.0 0.0 5.00 a 6484688.77 2266909.43 5.00 RECEIVERS R4 35.5 -70.9 32.5 65.0 45.0 0.0 5.00 a 6482596.75 2265372.97 5.00 RECEIVERS R5 35.9 -70.6 32.9 65.0 45.0 0.0 5.00 a 6482446.70 2266859.70 5.00 RECEIVERS R6 21.2 -79.2 18.2 65.0 45.0 0.0 5.00 a 6477791.45 2259256.07 5.00 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) SITEBOUNDARY CONSTRUCTION 107.3 0.3 0.3 52.0 -55.0 -55.0 PWL-Pt 100.3 8 a Name ID Height Coordinates
Begin End x y z Ground
(ft) (ft) (ft) (ft) (ft) (ft)
SITEBOUNDARY CONSTRUCTION 8.00 a 6482559.71 2268696.31 8.00 0.00 6482538.88 2267050.04 8.00 0.00
6481764.84 2267035.41 8.00 0.00
6479611.31 2269209.39 8.00 0.00
6479704.60 2269428.78 8.00 0.00
Building(s)
Urban Crossroads, Inc.
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Name Sel. M. ID RB Residents Absorption Height Coordinates Begin x y z Ground
(ft) (ft) (ft) (ft) (ft)
BUILDING BUILDING00002 x 0 25.00 a 6482439.35 2266907.58 25.00 0.00 6482472.19 2266907.58 25.00 0.00
6482472.19 2266899.36 25.00 0.00
6482485.54 2266898.34 25.00 0.00
6482486.56 2266862.42 25.00 0.00
6482439.35 2266863.44 25.00 0.00
Urban Crossroads, Inc.
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I
Appendix I
Traffic Analysis
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VARNER ROAD / WEST DRIVE

LOGISTICS

TRAFFIC ANALYSIS
Reference Number Agency Date
City of Desert Hot March 4, 2025
Springs
16328-03 TA Report.docx
PREPARED BY: Janette Cachola | [email protected] Marlie Whiteman, P.E. | [email protected]
John Kain, AICP | [email protected]
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16328-03 TA Report.docx
ii

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

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

1.4 Study Area..................................................................................................................................... 3

1.5 Analysis Findings........................................................................................................................... 4

1.6 Recommended Access Improvements.......................................................................................... 6

1.7 Participation in Cumulative Future Improvements ...................................................................... 6 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 General Plan Circulation Element............................................................................................... 13

3.3 Transit Service............................................................................................................................. 19

3.4 Pedestrian and Bicycle Facilities ................................................................................................. 19

3.5 Existing (2025) Traffic Counts ..................................................................................................... 24

3.6 Traffic Operations Analysis ......................................................................................................... 24

3.7 Traffic Signal Warrants Analysis.................................................................................................. 28 4 Projected Future Traffic ......................................................................................................................... 29

4.1 Project Trip Generation............................................................................................................... 29

4.2 Project Trip Distribution.............................................................................................................. 30

4.3 Modal Split.................................................................................................................................. 30

4.4 Project Trip Assignment.............................................................................................................. 35

4.5 Background Future Traffic .......................................................................................................... 35

4.6 Cumulative Development Traffic ................................................................................................ 35 Item Number: 1.

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16328-03 TA Report.docx
iii
5 EAP (2027) Traffic Conditions ................................................................................................................ 39

5.1 EAP Traffic Volume Forecasts ..................................................................................................... 39

5.2 Traffic Operations Analysis ......................................................................................................... 39

5.3 Traffic Signal Warrants Analysis.................................................................................................. 39

5.4 Recommended Improvements ................................................................................................... 43 6 EAPC (2027) Traffic Conditions ............................................................................................................. 45

6.1 EAPC (2027) Traffic Volume Forecasts........................................................................................ 45

6.2 Traffic Operations Analysis ......................................................................................................... 45

6.3 Traffic Signal Warrants Analysis.................................................................................................. 45 7 Horizon Year 2045 Traffic Conditions .................................................................................................. 49

7.1 Horizon Year 2045 Traffic Volume Forecasts.............................................................................. 49

7.2 Traffic Operations Analysis ......................................................................................................... 50

7.3 Traffic Signal Warrants Analysis.................................................................................................. 55 8 Site Access and Off-Site Roadway Improvements ............................................................................. 59

8.1 Site Access................................................................................................................................... 59

8.2 Off‐Site Improvements For Project Contribution ....................................................................... 61

8.3 Participation in Cumulative Future Improvements .................................................................... 61 9 References ............................................................................................................................................... 65 Item Number: 1.

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16328-03 TA Report.docx
iv

APPENDICES
Appendix 1.1: Approved Traffic Study Scoping Agreement
Appendix 3.1: Traffic Counts – January 2025
Appendix 3.2: Existing (2025) Conditions Intersection Operations Analysis Worksheets Appendix 3.3: Traffic Signal Warrant Analysis Worksheets Appendix 5.1: EAP (2027) Conditions Intersection Operations Analysis Worksheets Appendix 6.1: EAPC (2027) Conditions Intersection Operations Analysis Worksheets Appendix 7.1: Horizon Year 2045 With Desert Land Ventures Specific Plan (DLVSP) Conditions Intersection Operations Analysis Worksheets
Appendix 7.2: Horizon Year 2045 With Project Conditions Intersection Operations Analysis Worksheets
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v

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 Desert Hot Springs General Plan Circulation Element ............................................... 15 Exhibit 3-3: City of Desert Hot Springs General Plan Roadway Cross-Sections ....................................... 16 Exhibit 3-4: City of Cathedral City General Plan Circulation Element ........................................................ 17 Exhibit 3-5: City of Cathedral City General Plan Roadway Cross-Sections ............................................... 18 Exhibit 3-6: City of Desert Hot Springs General Plan Trails Plan ............................................................... 20 Exhibit 3-7: City of Desert Hot Springs General Plan Bicycle Plan ............................................................ 21 Exhibit 3-8: City of Cathedral Multi-Modal Facilities .................................................................................... 22 Exhibit 3-9: Existing Pedestrian and Bike Facilities ...................................................................................... 23 Exhibit 3-10: Existing (2025) Traffic Volumes ................................................................................................ 25 Exhibit 4-1: Project Truck Trip Distribution ................................................................................................... 33 Exhibit 4-2: Project Passenger Car Trip Distribution ................................................................................... 34 Exhibit 4-3: Project Only PCE Traffic volumes ............................................................................................... 36 Exhibit 4-4: Cumulative Development Location Map .................................................................................. 37 Exhibit 5-1: EAP (2027) Traffic Volumes ......................................................................................................... 40 Exhibit 6-1: EAPC (2027) Traffic Volumes ...................................................................................................... 46 Exhibit 7-1: Horizon Year 2045 With Desert Land Ventures Specific Plan Traffic Volumes .................... 51 Exhibit 7-2: Horizon Year 2045 With Project Traffic Volumes .................................................................... 52 Exhibit 8-1: Project Circulation improvements (2027) ................................................................................. 60 Exhibit 8-2: Cumulative Circulation improvements (2045) ......................................................................... 62 Item Number: 1.

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vi

LIST OF TABLES
Table 1-1: Intersection Analysis Locations ...................................................................................................... 4 Table 2-1: Signalized Intersection LOS Thresholds ...................................................................................... 10 Table 2-2: Unsignalized Intersection LOS Thresholds ................................................................................. 11 Table 2-3: Traffic Signal Warrant Analysis Locations ................................................................................... 12 Table 3-1: Intersection Analysis for Existing (2025) Conditions ................................................................. 26 Table 3-2: Daily Roadway Segment Analysis for EAPC (2027) Traffic Conditions .................................... 27 Table 4-1: Project Trip Generation Summary - Actual Vehicles .................................................................. 31 Table 4-2: Project Trip Generation Summary – Passenger Car Equivalent (PCE) .................................... 32 Table 4-3: Cumulative Development land use Summary ........................................................................... 38 Table 5-1: Intersection Analysis for EAP (2027) Conditions ........................................................................ 41 Table 5-2: Daily Roadway Segment Analysis for EAP (2027) Traffic Conditions ....................................... 42 Table 6-1: Intersection Analysis for EAPC (2027) Conditions ...................................................................... 47 Table 6-2: Daily Roadway Segment Analysis for EAPC (2027) Traffic Conditions .................................... 48 Table 7-1: Intersection Analysis for Horizon Year 2045 Traffic Conditions .............................................. 53 Table 7-2: Project Access Queuing Analysis for Horizon Year 2045 With Project Conditions ................ 56 Table 7-3: Daily Roadway Segment Analysis for Horizon Year 2045 Traffic Conditions ......................... 57 Table 8-1: Fair Share Calculations for Study Area Intersections ................................................................ 63 Table 8-2: Fair Share Calculations for Study Area Roadway Segments .................................................... 63

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vii

LIST OF ABBREVIATED TERMS
(1) Reference
ADT Average Daily Traffic
CAMUTCD California Manual on Uniform Traffic Control Devices Caltrans California Department of Transportation
DLVSP Desert Land Ventures Specific Plan
EAP Existing Plus Ambient Plus Project
EAPC Existing Plus Ambient Plus Project Plus Cumulative HCM Highway Capacity Manual
ITE Institute of Transportation Engineers
LOS Level of Service
PCE Passenger Car Equivalent
PHF Peak Hour Factor
Project Varner Road / West Drive Logistics
RIVTAM Riverside County Transportation Analysis Model
sf Square Feet
TA Traffic Analysis
v/c Volume to Capacity

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Varner Road / West Drive Logistics Traffic Analysis
16328-03 TA Report.docx
1 1 INTRODUCTION
This report presents the results of the traffic analysis (TA) for Varner Road / West Drive Logistics (“Project”), located south of Varner Road and west of West Drive in the City of Desert Hot Springs, 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 recommend improvements to achieve acceptable circulation system operational conditions. This TA has been prepared based in accordance with the County of Riverside’s Transportation Analysis Guidelines for Level of Service & Vehicle Miles Traveled (December 2020). (1)
To ensure that this TA satisfies the City of Desert Hot Springs’s traffic study requirements, Urban Crossroads, Inc., prepared a traffic study scoping package for review by City staff prior to the preparation of this report. The 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.

1.1 PROJECT OVERVIEW
A preliminary site plan for the proposed Project is shown on Exhibit 1-1. Although the site plan shows a building size of 1,209,230 square feet, up to 1,500,000 square feet of high cube warehouse could occur at the site based on the Project description. The activity levels associated with 1,500,000 square feet of high cube warehouse are therefore used as the basis of this analysis.

The future segment of Mihalyo Road extending from south of Varner Road through the Project site to West Drive is proposed to be removed from the City of Desert Hot Springs General Plan Circulation Element.

The estimated Project trip generation is 3,194 vehicle trip-ends per day with 183 AM peak vehicle hour trips and 248 PM peak hour vehicle trips. Refinements to the raw vehicle trip generation estimates for the Project have been made to provide a more detailed breakdown of trips by vehicle type (passenger cars or trucks). Passenger car equivalents (PCEs) allow the typical “real‐world” mix of vehicle types to be represented as a single, standardized unit, such as the passenger car, to be used for the purposes of capacity and level of service analyses.

The Project is anticipated to generate a total of 5,114 PCE trip-ends per day with 293 PCE AM peak vehicle hour trips and 398 PCE PM peak hour vehicle trips.

Access to the Project will be provided via full access intersections along Varner Road (2 driveways) and West Drive (2 driveways).

It is anticipated that the Project will initially use Varner Road as its sole connection to Palm Drive.

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16328-03 TA Report.docx
2 EXHIBIT 1-1: PRELIMINARY SITE PLAN

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The Project is anticipated to generate a total of 5,114 PCE trip-ends per day with 293 PCE AM peak vehicle hour trips and 398 PCE PM peak hour vehicle trips.

Access to the Project will be provided via full access intersections along Varner Road (2 driveways) and West Drive (2 driveways).

It is anticipated that the Project will initially use Varner Road as its sole connection to Palm Drive.

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Varner Road / West Drive Logistics Traffic Analysis
16328-03 TA Report.docx
3 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 (2025) Conditions
 Existing plus Ambient Growth plus Project (EAP) (2027) Conditions  Existing plus Ambient Growth plus Project plus Cumulative (EAPC) (2027) Conditions  General Plan buildout (Horizon Year 2045) With Desert Land Ventures SP  General Plan buildout (Horizon Year 2045) With Project

1.3.1 EXISTING (2025) CONDITIONS
Information for Existing (2025) conditions is presented to represent the baseline traffic conditions as they existed at the time this report was prepared.

1.3.2 EAP (2027) CONDITIONS
The Existing plus Ambient Growth plus Project (EAP) conditions analysis determines traffic deficiencies that would occur on the existing roadway system with the addition of Project traffic. To account for background traffic growth, an ambient growth factor from Existing conditions of 4.04% (2% per year, compounded annually over 2 years) is included for EAP (2027) traffic conditions.

1.3.3 EAPC (2027) CONDITIONS
The Existing plus Project plus Ambient Growth plus Cumulative (EAPC) (2027) traffic conditions analysis determines the potential circulation system deficiencies with other know developments. To account for background traffic growth, traffic associated with other known cumulative projects in conjunction with an ambient growth factor from Existing conditions of 4.04% is included for EAPC (2027) traffic conditions. The list of other developments was compiled from information provided by the City of Desert Hot Springs.

1.3.4 HORIZON YEAR (2045) CONDITIONS
The Project is located on the site of the previously approved Desert Land Ventures Specific Plan (DLVSP). Land uses permitted in the DLVSP include 1,538,757 square feet of light industrial and 359,042 square feet of commercial retail. As shown in the Desert Land Ventures III LLC Property Traffic Impact Analysis (Kunzman Associates, Inc. October 23, 2017), the DSVLP land uses generate 28,719 vehicle trip-ends per day with 2,138 AM peak vehicle hour trips and 2,828 PM peak hour vehicle trips.

Horizon Year (2045) traffic conditions with the Project are evaluated in comparison to 2045 traffic conditions with the DVLSP land uses.

1.4 STUDY AREA
The Project study area was defined in coordination with the City of Desert Hot Springs. 3 Item Number: 1.

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16328-03 TA Report.docx
4 Consistent with County of Riverside traffic study guidelines, the study area includes any intersection of “Collector” or higher classification street, with “Collector” or higher classification streets, at which the proposed project will add 50 or more peak hour trips. Exhibit 1-2 presents the study area and intersection analysis locations.

The “50 peak hour trip” criteria generally represents a minimum number of trips at which a typical intersection would have the potential to be substantively impacted by a given development proposal.

Although each intersection may have unique operating characteristics, this traffic engineering rule of thumb is a widely utilized tool for estimating a potential area of impact (i.e., study area).

To ensure that this TA satisfies the needs of the City of Desert Hot Springs, Urban Crossroads, Inc. prepared a Project specific traffic study scoping agreement for review by City staff prior to the preparation of this TA. The agreement provides an outline of the study area, trip generation, trip distribution, and analysis methodology. The agreement approved by the City of Desert Hot Springs is included in Appendix 1.1.

The following study area intersections shown on Exhibit 1-2 and listed in Table 1-1 were selected for this TA based on consultation with City of Desert Hot Springs.

TABLE 1-1: INTERSECTION ANALYSIS LOCATIONS
# Intersection # Intersection
1 Palm Dr. / I-10 EB Ramps 6 Project Access 1 / Varner Rd. 2 Palm Dr. / I-10 WB Ramps 7 Project Access 2 / Varner Rd. 3 Palm Dr. / Paul Rd. - Future Valley Center Bl. 8 West Dr. / Project Access 3 4 Palm Dr. / Varner Rd. 9 West Dr. / Project Access 4 - Future Mihalyo Rd. 5 West Dr. / Varner Rd. 10 Palm Dr. / Future Mihalyo Rd. (2045 Conditions Only)

1.5 ANALYSIS FINDINGS
This section provides a summary of the analysis results for Existing (2025), EAP (2027), EAPC (2027), and Horizon Year (2045) conditions.

1.5.1 EXISTING (2025) CONDITIONS
For Existing (2025) traffic conditions, study area intersections are currently operating at an acceptable LOS (LOS “D” or better) during the peak hours.

1.5.2 OPENING YEAR (2027) CONDITIONS
For EAP (2027) and EAPC (2027) traffic conditions, study intersections are found to operate at an acceptable LOS (LOS “D” or better) during peak hours with access improvements that include improvements to Varner Road west of Palm Drive to provide 32 feet of new pavement width. 4 Item Number: 1.

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16328-03 TA Report.docx
6 1.5.3 HORIZON YEAR (2045) CONDITIONS
Significant future improvements will be needed along Palm Drive to serve General Plan buildout conditions. It is anticipated that Mihalyo Road will also be constructed as a new 2-lane roadway between West Drive and Palm Drive in conjunction with future development east of the Project site.

In comparison to the approved Desert Land Ventures Specific Plan, the proposed Project generates 23,605 fewer daily trips (with passenger car equivalents applied to truck activity associated with the Project. During the morning peak hour, the Project generates 1,845 fewer vehicle trips than the DLVSP land uses. During the evening peak hour, the Project generates 2,430 fewer vehicle trips than the DLVSP land uses.

1.6 RECOMMENDED ACCESS IMPROVEMENTS
Driveway connections to the Project will be provided via full access intersections along Varner Road (two driveways) and West Drive (two driveways). Roadway improvements necessary to provide site access and on-site circulation consist of the following:
 Construct new 32-foot pavement width (half section of Secondary II) along Varner Road from the Palm Drive intersection to the Project Access 2 intersection near the northwest site boundary.
 Construct new 26-foot pavement width (half section of Collector) along West Drive from the Varner Road intersection to the Project Access 4 intersection near the southeast site boundary.
 At the intersection of Palm Drive and Varner Road, provide separate 90-foot-long left turn lanes for the eastbound and westbound approaches.

Cross-street stop sign controls will adequately serve the Project driveway intersections on Varner Road and West Road. Cross-street stop sign control will also adequately serve the West Drive intersection at Varner Road.

1.7 PARTICIPATION IN CUMULATIVE FUTURE IMPROVEMENTS
For Horizon Year (2045) With Project traffic conditions, study area intersection improvements (from EAPC) necessary to provide acceptable peak hour intersection LOS (LOS “D” or better) are as follows:
#3 – Palm Dr. / Paul Rd. – Valley Center Bl.
 Provide a 3rd NB through lane and a separate NB right turn lane with overlap phase.  Provide a 3rd SB through lane.
 Provide a separate WB left turn lane and one WB right turn lane with overlap phase. 6 Item Number: 1.

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7 #4 – Palm Dr. / Varner Rd.
 Provide a 3rd NB through lane.
 Provide a 3rd SB through lane
 Provide a separate EB left turn lane.
 Provide a separate WB left turn lane.
#10 – Palm Dr. / Mihalyo Rd.
 Provide a separate NB left turn lane and a 3rd NB through lane.  Provide a 3rd SB through lane.
 Provide a separate WB left turn lane and one WB right turn lane.

The Project applicant shall participate in relevant City and subregional (CVAG’s TUMF program) fees.

In some cases, separate fees based upon Project fair share calculations may be appropriate. The fair share calculations in Section 8.3 provide a basis for discussion between the City and Project Applicant.

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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 the County of Riverside Traffic Study Guidelines. (1)

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 7th Edition Highway Capacity Manual (HCM) methodology expresses the LOS at an intersection in terms of delay time for the various intersection approaches. (2)The HCM uses different procedures depending on the type of intersection control.

2.2.1 SIGNALIZED INTERSECTIONS
The City of Desert Hot Springs requires signalized intersection operations analysis based on the methodology described in the HCM. (2) 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.

The traffic modeling and signal timing optimization software package Synchro (Version 12) 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.

A saturation flow rate of 1900 has been utilized for all study area intersections located within the study area. The peak hour traffic volumes are adjusted using a peak hour factor (PHF) to reflect peak 15- minute volumes. Common 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 9 Item Number: 1.

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10 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. (2) TABLE 2-1: SIGNALIZED INTERSECTION LOS THRESHOLDS

2.2.2 UNSIGNALIZED INTERSECTIONS
The City of Desert Hot Springs requires the operations of unsignalized intersections be evaluated using the methodology described in the HCM. (2) 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 stopcontrolled 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.

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.
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11 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). (3) 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. (3) 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. Urban warrants have been used as posted speed limits on the major roadways with unsignalized intersections are 40 miles per hour or below and rural warrants have been used on roadways with speeds greater than 40 miles per hour.

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 the following unsignalized study area intersection shown in Table 2-3:

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.
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12 TABLE 2-3: TRAFFIC SIGNAL WARRANT ANALYSIS LOCATIONS # Intersection
5 West Dr. / Varner Rd.
6 Project Access 1 / Varner Rd.
7 Project Access 2 / Varner Rd.
8 West Dr. / Project Access 3
9 West Dr. / Project Access 4 - Future Mihalyo Rd.
10 Palm Dr. / Future Mihalyo Rd. (2045 Conditions Only) The Existing conditions traffic signal warrant analysis is presented in the subsequent section, Section 3 Area Conditions of this report. The traffic signal warrant analyses for future conditions are presented in Section 5 EAP (2027) Traffic Conditions, Section 6 EAPC (2027) Traffic Conditions, and Section 7 Horizon Year 2045 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)
The City of Desert Hot Springs’ General Plan recommends a minimum LOS standard of LOS D or better.

If during the LOS evaluations an intersect City of Desert Hot Springs ion or roadway segment is found to not meet the requisite LOS standard as established by the’ General Plan, improvement modifications will be evaluated to bring the forecasted deficiency to within acceptable LOS thresholds.

The following deficiency criteria has been utilized for the City of Desert Hot Springs to determine whether the addition of project-related traffic at a study intersection would result in a deficiency:
 A deficiency occurs at study area intersections if the pre-Project condition is at or better than LOS D (i.e., acceptable LOS), and the addition of project trips causes the peak hour LOS of the study area intersection to operate at unacceptable LOS (i.e., LOS E or F). Per the County of Riverside traffic study guidelines, for intersections currently operating at unacceptable LOS (LOS E or F), a deficiency will occur if the Project contributes 50 or more peak hour trips to pre-project traffic conditions. 12 Item Number: 1.

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13 3 AREA CONDITIONS
This section provides a summary of the existing circulation network, the City of Desert Hot Springs and City of Cathedral City General Plan Circulation Networks, 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 Desert Hot Springs staff (Appendix 1.1), the study area includes 10 existing and future intersections as shown previously on Exhibit 1-2, where the Project is anticipated to contribute 50 or more peak hour trips or has been added at the direction of City staff.

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.

Palm Drive currently exists as a 4-lane divided roadway north of Paul Road, transitioning to a 6-lane divided roadway approaching the I-10 Freeway. Traffic signals are currently located at the following intersections:
 Palm Dr. / I-10 EB Ramps
 Palm Dr. / I-10 WB Ramps
 Palm Dr. / Paul Rd. - Future Valley Center Bl.
 Palm Dr. / Varner Rd.

The existing 2-lane paved surface of Varner Road west of Palm Drive is in very poor condition. East of Palm Drive, Varner Road is currently a 2-lane undivided roadway with narrow shoulders. Electric power poles are located along the south side of Varner Road throughout the study area.

3.2 GENERAL PLAN CIRCULATION ELEMENT
As noted previously, the Project site is located within the City of Desert Hot Springs. The roadway classifications and planned (ultimate) roadway cross-sections of the major roadways within the study area, as identified on the City of Desert Hot Springs General Plan Circulation Element, are described subsequently. Exhibit 3-2 shows the City of Desert Hot Springs General Plan Circulation Element and Exhibit 3-3 illustrates the City of Desert Hot Springs General Plan roadway cross-sections.

The City of Cathedral City Circulation Plan is depicted on Exhibit 3-4. The accompanying General Plan roadway cross‐sections are presented on Exhibit 3-5.
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19 Palm Drive is a north-south oriented roadway in the study area. Palm Drive is classified as an Urban Arterial on the City of Desert Hot Springs Roadways Plan. An Urban Arterial is an 8-lane divided roadway.

On the City of Cathedral City General Plan Circulation Element, Palm Drive is classified as an Arterial Highway which is a 6-lane divided roadway.

Varner Road is classified as a Secondary II west of Palm Drive and a Collector east of Palm Drive on the City of Desert Hot Springs Roadways Plan. A Secondary II is a 4-lane undivided roadway, while a Collector is a 2-lane facility. On the City of Cathedral City General Plan Circulation Element, Varner Road is classified as a Modified Major east of Palm Drive which is a 4-lane divided roadway.

Mihalyo Road is classified as a Collector on the City of Desert Hot Springs Roadways Plan. A Collector is a 2-lane roadway.

The future alignment of Valley Center Boulevard is shown on the City of Cathedral City General Plan Circulation Element as a Major east of Palm Drive, connecting with Palm Drive at the existing Paul Road intersection.

3.3 TRANSIT SERVICE
The City of Desert Hot Springs is currently served by the SunLine Transit Agency, and current bus services are located within the Project study area. Sunline transit routes 2 and 5 are located along Palm Drive.

Transit service is reviewed and updated by Sunline 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.

3.4 PEDESTRIAN AND BICYCLE FACILITIES
Exhibits 3-6 and 3-7 illustrate the City of Desert Hot Springs trails plan and bikeway system, respectively. The trails plan shows the future CV Link trail along the west side of Palm Drive within the study area. The bicycle plan shows protected bike lanes and the CV Link alignment and Palm Drive within the study area.

The City of Cathedral City multi-modal facilities plan is shown on Exhibit 3-8. Future on-street bike lanes are shown on Palm Drive within the study area. Off-road shared bike/pedestrian trail are shown on Valley Center Boulevard and Varner Road east of Palm Drive.

The existing pedestrian facilities within the study area are shown on Exhibit 3-9. As shown on Exhibit 3-9, existing on-street bike lanes are located along Palm Drive within the study area. Sidewalks also exist on Palm Drive south of Paul Road, and on Paul Road in the vicinity of the Palm Drive / Paul Road intersection.
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24 3.5 EXISTING (2025) TRAFFIC COUNTS
The intersection LOS analysis is based on the traffic volumes observed during the peak hour conditions using traffic count data collected in January 2025. 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 raw manual peak hour turning movement traffic count data sheets are included in Appendix 3.1.

The weekday AM and PM peak hour count data are representative of typical 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 that would prevent or limit roadway access and detour routes. These raw turning volumes have been flow-conserved between intersections with limited access, no access and where there are currently no uses generating traffic.

Existing weekday ADT volumes are shown on Exhibit 3-10. 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 12.195 = Leg Volume 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 8.2 percent. As such, the above equation utilizing a factor of 12.195 estimates the ADT volumes on the study area roadway segments assuming a peak-to-daily relationship of approximately 8.2 percent (i.e., 1/0.082 = 12.19) and was assumed to sufficiently estimate average daily traffic (ADT) volumes for planning-level analyses.

3.6 TRAFFIC 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. Study area intersections are currently operating at an acceptable LOS (LOS “D” or better) during the peak hours.

The intersection operations analysis worksheets are included in Appendix 3.2 of this TA.

Daily roadway segment analysis has also been performed for existing study area conditions, as shown in Table 3-2. It is important to note that daily roadway capacities are "rule of thumb" estimates for planning purposes. Roadway segment capacity is affected by such factors as intersections (spacing, lane configuration and control features), degree of access control, roadway grades, design geometrics (horizontal and vertical alignment standards), sight distance, and vehicle mix (including truck traffic). 24 Item Number: 1.

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Delay3
Traffic Northbound Southbound Eastbound Westbound (secs.) # Intersection Control1 LTRLTRLTRLTR AM PM AM PM
1 Palm Dr. / I-10 EB Ramps TS 0 3 1>> 0 3 1>> 1 1! 1 0 0 0 6.8 4.9 A A 2 Palm Dr. / I-10 WB Ramps TS 0 3 1>> 0 3 1>> 0 0 0 1 1! 1 10.7 12.1 B B 3 Palm Dr. / Paul Rd. - Future Valley Center Bl. TS 1 2 0 1 2 0 1 1 0 0 1! 0 20.4 15.9 C B 4 Palm Dr. / Varner Rd. TS 1 2 0 1 2 0 0 1! 0 0 1! 0 11.2 10.0 B A 5 West Dr. / Varner Rd.
6 Project Access 1 / Varner Rd.
7 Project Access 2 / Varner Rd.
8 West Dr. / Project Access 3
9 West Dr. / Project Access 4 - Future Mihalyo Rd.
10 Palm Dr. / Mihalyo Rd.
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.
3 Per the Highway Capacity Manual (7th 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.

F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Excel\[16328 - Report.xlsx]E Future Intersection
Future Intersection
Future Intersection
Future Intersection
Future Intersection
Future Intersection (Horizon Year 2045 Only)
L = Left; T = Through; R = Right; 0.5 = Shared Lane; 1! = Shared Left/Through/Right lane; >> = Free-Right Turn; 1 = Improvement Service
TABLE 3-1: INTERSECTION ANALYSIS FOR EXISTING (2025) CONDITIONS Intersection Approach Lanes2 Level of
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Palm Dr. North of Varner Rd. Urban Arterial 4 36,000 36,000 1.00 Palm Dr. South of Varner Rd. Urban Arterial 4 37,500 36,000 1.04 Palm Dr. South of Paul Rd. Urban Arterial 4 38,700 36,000 1.08 Palm Dr. North of I-10 WB Ramps Urban Arterial 6 38,700 54,000 0.72 Palm Dr. South of I-10 EB Ramps Urban Arterial 6 29,600 54,000 0.55 Palm Dr. South Railroad Tracks Urban Arterial 4 29,600 36,000 0.82 Varner Rd. West of Palm Dr. Secondary 2 18,000 100 0.01 1 Existing Number of Through lanes
2 Source: City of Desert Hot Springs General Plan, May 2020. 3 Average Daily Traffic (ADT) expressed in vehicles per day 4 Volume/Capacity Ratio has been estimated based on ADT. In two cases, the existing daily roadway segment volumes are anticipated to exceed daily capacity estimates: Palm Drive south of Varner Road and Palm Drive south of Paul Road. As such, where the ADT volume-based roadway segment analysis indicates a potential deficiency, a review of the more detailed peak hour intersection analysis and progression analysis are undertaken.

Review of peak hour intersection analysis results indicate that acceptable operations are actually provided south of Varner Road and south of Paul Road.

F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Excel\[16328 - Report.xlsx]3-2 TABLE 3-2: ROADWAY VOLUME/CAPACITY ANALYSIS FOR EXISTING (2025) CONDITIONS Roadway Segment
Roadway
Designation
Through
Travel Lanes1
LOS E
Capacity2
V/C
Ratio4,5 ADT3
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28 In two cases, the existing daily roadway segment volumes are anticipated to exceed daily capacity estimates: Palm Drive south of Varner Road and Palm Drive south of Paul Road. As such, where the ADT volume-based roadway segment analysis indicates a potential deficiency, a review of the more detailed peak hour intersection analysis and progression analysis are undertaken. Review of peak hour intersection analysis results indicate that acceptable operations are actually provided south of Varner Road and south of Paul Road.

3.7 TRAFFIC SIGNAL WARRANTS ANALYSIS
The existing study area intersections are already signalized. Signal warrant analysis is performed as needed for all future scenarios.
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29 4 PROJECTED FUTURE TRAFFIC
This section presents the traffic volumes estimated to be generated by the Project, as well as the Project’s trip assignment onto the study area roadway network. The Project is proposed to consist of up to 1,500,000 square feet of high-cube warehouse.

It is anticipated that the Project would be fully developed by year 2027. Access to the Project will be provided via full access intersections along Varner Road (two driveways) and West Drive (two driveways).

4.1 PROJECT TRIP GENERATION
The Institute of Transportation Engineers (ITE) Trip Generation Manual – 11th Edition (2021) shows a range of trip rates for high cube warehouses, with the following daily rates:
 Code 154, High-cube Transload/Short-Term Storage - 1.40 vehicle trips per thousand square feet (tsf).  Code 155, High-Cube Fulfillment Center (Non-Sort Facility) – 1.81 per tsf.  Code 155, High-Cube Fulfillment Center (Sort Facility) – 6.41 per tsf.  Code 156, High Cube Parcel Hub, 4.63 per tsf.
 Code 157, High Cube Cold Storage, 2.12 per tsf.

It is important to note that the relatively high ITE Code 155 – Sort rate information page displays a “Caution – Small Sample Size” warning because the data is based on only two 2016 sample locations.

The Western Riverside Council of Government (WRCOG) commissioned two studies to address the recurring analytical issues for analysis of traffic impacts associated with proposed high-cube warehouses:

1. TUMF High-Cube Warehouse Trip Generation Study (WSP, January 29, 2019). The 2019 WSP study included 11 fulfillment centers and 5 parcel hub sites, using data collected during 2018. The resulting average rate for fulfillment centers was found to be 2.13 vehicle trips per thousand square feet (tsf).

2. TUMF High-Cube Warehouse Trip Generation Study Update (Fehr & Peers, November 13, 2023).

The 2023 F&P study also included 11 fulfillment centers and 5 parcel hub sites, using data collected during 2023. The 2023 F&P study found that as a whole, trips from fulfillment centers have decreased in comparison to the WSP 2019 study, and further notes that “The use of overly conservative estimates has produced results that were unreasonable when compared to actual field conditions. For example, the EIR for the Skechers high-cube warehouse building in Moreno Valley included traffic forecasts that were substantially higher than the actual post-construction trip generation for both cars and trucks. Overstated forecasts are misleading to decisions makers and could result in oversized infrastructure that could itself have environmental consequences.” 29 Item Number: 1.

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30 The WSP 2019 study daily trip rate of 2.13 is higher than the ITE rates for Code 154 High-cube Transload/Short-Term Storage, Code 155 High-Cube Fulfillment Center (Non-Sort Facility), and Code 157 High Cube Cold Storage trip rates. Although it is lower than the Code 155 High-Cube Fulfillment Center (Sort Facility) and Code 156 High Cube Parcel Hub trip rates, it is based on two rigorous Riverside County data collection efforts in 2018 and 2023 and has been shown to be conservatively high in comparison to the 2023 counts while remaining within a reasonable range for analysis purposes.

Table 4-1 presents the vehicle trip generation rates for the Project, as well as the vehicle trip generation summary with daily and peak hour trip generation estimates. The Table 4-1 trip generation rates are based upon the TUMF High-Cube Warehouse Trip Generation Study (WSP 2019).

As shown on Table 4-1, the Project is anticipated to generate a total of 3,194 vehicle trip-ends per day with 183 AM peak vehicle hour trips and 248 PM peak hour vehicle trips.

Refinements to the raw trip generation estimates for the Project have been made to provide a more detailed breakdown of trips by vehicle type (passenger cars or trucks). Passenger car equivalents (PCEs) allow the typical “real‐world” mix of vehicle types to be represented as a single, standardized unit, such as the passenger car, to be used for the purposes of capacity and level of service analyses.

As shown on Table 4-2, the Project is anticipated to generate a total of 5,114 PCE trip-ends per day with 293 PCE AM peak vehicle hour trips and 398 PCE 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 the proximity to the regional freeway system.

Project trip distribution patterns for trucks and passenger cars are illustrated on Exhibits 4-1 and 4-2, respectively

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.

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In Out Total In Out Total
1,500.000 TSF 0.094 0.028 0.122 0.046 0.119 0.165 2.129 Passenger Cars 0.066 0.020 0.086 0.033 0.082 0.115 1.489 2 to 4-Axle+ Trucks 0.028 0.008 0.036 0.014 0.036 0.050 0.640 In Out Total In Out Total
High-Cube Warehouse 1,500.000 TSF
98 31 129 49 124 173 2,234
42 12 54 21 54 75 960
PROJECT TOTAL TRIPS (ACTUAL VEHICLES)3 140 43 183 70 178 248 3,194 1 Trip Generation Source: TUMF High-Cube Warehouse Trip Generation Study . Prepared by WSP, January 2019.

Passenger and Truck AM/PM peak hour (in/out) splits are estimated based on ITE peak-to-daily relationship Truck Daily Rate Source: Notice of Preparation of a Draft Environmental Impact Report for the Proposed Potrero Logistics Center .

Prepared by South Coast Air Quality Management District (SCAQMD), June 2020. 3 Total Net Trips (Actual Vehicles) = Passenger Cars + Net Truck Trips (Actual Trucks).

F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Excel\[16328 - Report.xlsx]16328 TG - Actual TABLE 4-1: PROJECT TRIP GENERATION SUMMARY

ACTUAL VEHICLES
Project Trip Generation Rates1
High-Cube Warehouse
Land Use Quantity2
AM Peak Hour PM Peak Hour
Daily
- Passenger Cars
- Truck Trips (Actual)
Land Use Quantity2
AM Peak Hour PM Peak Hour
Daily
Project Trip Generation Results
2 TSF = Thousand Square Feet
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In Out Total In Out Total
1,500.000 TSF 0.150 0.045 0.195 0.075 0.190 0.265 3.409

0.066 0.020 0.086 0.033 0.082 0.115 1.489

0.084 0.025 0.109 0.042 0.108 0.150 1.920
In Out Total In Out Total
High-Cube Warehouse 1,500.000 TSF
98 31 129 49 124 173 2,234
126 38 164 63 162 225 2,880
PROJECT TOTAL EXTERNAL TRIPS (PCE)3 224 69 293 112 286 398 5,114 1 Source: TUMF High-Cube Warehouse Trip Generation Study . Prepared by WSP, January 2019.

Prepared by South Coast Air Quality Management District (SCAQMD), June 2020. 3 Total Net Trips (PCE) = Passenger Cars + Net Truck Trips (Passenger Car Equivalent).

F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Excel\[16328 - Report.xlsx]16328 TG - PCE TABLE 4-2: PROJECT TRIP GENERATION SUMMARY

PASSENGER CAR EQUIVALENT (PCE)
Project Trip Generation Rates1
Land Use Quantity Daily 2
AM Peak Hour PM Peak Hour
High-Cube Warehouse
Passenger Cars
2 to 4-Axle+ Trucks (PCE = 3.0)
- Passenger Cars
- Truck Trips (PCE = 3.0)
Land Use Quantity2
AM Peak Hour PM Peak Hour
Daily
Project Trip Generation Results
2 TSF = Thousand Square Feet
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35 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 weekday ADT and weekday peak hour intersection turning movement volumes are shown on Exhibit 4-3.

4.5 BACKGROUND FUTURE TRAFFIC
Future year traffic forecasts have been based upon background (ambient) growth at 2% per year for 2027 traffic conditions. The total ambient growth is 4.04% for 2027 traffic conditions. The ambient growth factor is intended to approximate regional traffic growth. This ambient growth rate is added to existing traffic volumes to account for area-wide growth not reflected by cumulative development projects.

The near-term traffic analysis includes the following traffic conditions, with the various traffic components:
 EAP (2027)
o Existing (2025) volumes
o Ambient growth traffic (4.04% over 2 years)
o Project Traffic
 EAPC (2027)
o Existing (2025) volumes
o Ambient growth traffic (4.04% over 2 years)
o Project Traffic
o Cumulative Development traffic

4.6 CUMULATIVE DEVELOPMENT TRAFFIC
The cumulative projects listed are those that would generate traffic and would contribute traffic to study area intersections.

Exhibit 4-4 illustrates the cumulative development location map. A summary of cumulative development projects and their proposed land uses are shown on Table 4-3. If applicable, the traffic generated by individual cumulative projects was manually added to the Opening Year Cumulative forecasts to ensure that traffic generated by the listed cumulative development projects on Table 4-3 are reflected as part of the background traffic. In an effort to conduct a conservative analysis, the cumulative projects are added in conjunction with the ambient growth identified in Section 4.5 Background Traffic.
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ID Project Name Land Use1 Quantity Units2
1 Ovation Condominiums 402 DU
2 Rancho Descano Single Family Residential 76 DU
Self-Storage Facility 115.148 TSF
High-Turnover (Sit-Down) Restaurant 5 TSF
Fast-Food Rest. w/ Drive Through 3.5 TSF
Multi-Family Residential 608 DU
Medical Office 21.854 TSF
Fast-Food Rest. w/ Drive Through 4.608 TSF
Restaurant 6.144 TSF
Commercial 42.26 TSF
5 DHS Light Industrial w/
Cannabis Overlay
Marijuana Cultivation
and Processing Facility
116.00 TSF
6 Oxford Properties Cultivation Center Nursery (Wholesale) 70.26 AC Cultivation 120 EMP
Dispensary/Lounge Facility 6 TSF
Hotel & Glamping Units 48 RM
Spa & Health Club 2.50 TSF
Restaurant & Coffee Bar 0.64 TSF
9 Serena Park, STM-2024-0002
(East of Sunrise Wy., north of Verona Rd.) Single Family Residential 386 DU Multifamily residential 232 DU
Grocery Store 18.00 TSF
Coffee Shop with Drive Thru 2.00 TSF
convenience store / fueling station 8.50 TSF
11 West Coast Self Storage RV/boat Storage 61.658 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\_16100-16500\_16300\16328\02_LOS\Excel\[16328 - Report.xlsx]16328-Cumulative List Palm Drive - Claire Avenue Mixed Use
Commercial Complex
7 The Spot
(south of Dillon & east of Bearce)
3 4 Green Day Village
TABLE 4-3: CUMULATIVE DEVELOPMENT LAND USE SUMMARY
8 Kimana Resort
Vista Chino Mixed Use
(NWC Vista Chino & Gene Autry Tr)
(DP-2024-0001)
10 38
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39 5 EAP (2027) TRAFFIC CONDITIONS
This section discusses the traffic forecasts for Existing plus Ambient Growth plus Project (EAP) conditions and the resulting intersection operations and traffic signal warrant analyses.

It is anticipated that the Project would initially use Varner Road as its sole connection to Palm Drive.

The future off-site extension of Mihalyo Road from West Drive to Palm Drive is evaluated for General Plan buildout conditions only.

5.1 EAP TRAFFIC VOLUME FORECASTS
This scenario includes Existing traffic volumes plus an ambient growth factor of 4.04% and the addition of Project traffic. The weekday ADT and weekday peak hour intersection turning movement volumes which can be expected for EAP (2027) traffic conditions are shown on Exhibit 5-1.

5.2 TRAFFIC OPERATIONS ANALYSIS
EAP peak hour traffic operations have been evaluated for the study area intersections based on the analysis methodologies presented in Section 2 Methodologies of this TA. The intersection analysis results are summarized in Table 5-1, which indicates that study area intersections continue to operate at an acceptable LOS (LOS “D” or better) for opening year (2027) conditions, with the addition of Project traffic.

The intersection operations analysis worksheets for EAP traffic conditions is included in Appendix 5.1 of this TA.

Daily roadway segment analysis has also been performed for EAP conditions, as shown in Table 5-2.

As discussed previously, daily roadway capacities are "rule of thumb" estimates for planning purposes. Roadway segment capacity is affected by such factors as intersections (spacing, lane configuration and control features), degree of access control, roadway grades, design geometrics (horizontal and vertical alignment standards), sight distance, and vehicle mix (including truck traffic).

In three cases, the EAP daily roadway segment volumes are anticipated to exceed daily capacity estimates: Palm Drive north and south of Varner Road, Palm Drive south of Paul Road. As such, where the ADT volume-based roadway segment analysis indicates a potential deficiency, a review of the more detailed peak hour intersection analysis and progression analysis are undertaken. Review of peak hour intersection analysis results indicate that acceptable operations are actually provided north and south of Varner Road and south of Paul Road.

5.3 TRAFFIC SIGNAL WARRANTS ANALYSIS
The traffic signal warrant analysis for EAP (2027) traffic conditions provided in Appendix 3.3. 39 Item Number: 1.

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Delay3
Traffic Northbound Southbound Eastbound Westbound (secs.) # Intersection Control1 LTRLTRLTRLTR AM PM AM PM
1 Palm Dr. / I-10 EB Ramps TS 0 3 1>> 0 3 1>> 1 1! 1 0 0 0 7.3 5.5 A A 2 Palm Dr. / I-10 WB Ramps TS 0 3 1>> 0 3 1>> 0 0 0 1 1! 1 12.2 13.9 B B 3 Palm Dr. / Paul Rd. - Future Valley Center Bl. TS 1 2 0 1 2 0 1 1 0 0 1! 0 22.3 17.1 C B 4 Palm Dr. / Varner Rd. TS 120120 1 10 1 1 0 44.7 37.4 D D 5 West Dr. / Varner Rd. CSS 0 1! 0 0 0 0 0 1 0 0.5 0.5 0 8.7 9.9 A A 6 Project Access 1 / Varner Rd. CSS 0 1! 0 0 0 0 0 1 0 0.5 0.5 0 8.5 8.9 A A 7 Project Access 2 / Varner Rd. CSS 0 1! 0 0 0 0 0 1 0 0.5 0.5 0 8.4 8.6 A A 8 West Dr. / Project Access 3 CSS 0.5 0.5 00 1 00 1! 0 0 0 0 9.2 9.6 A A 9 West Dr. / Project Access 4 - Future Mihalyo Rd. CSS 0.5 0.5 00 1 00 1! 0 0 0 0 8.7 8.8 A A 10 Palm Dr. / Mihalyo Rd.
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.
3 Per the Highway Capacity Manual (7th 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.

F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Excel\[16328 - Report.xlsx]EAP (2027) Future Intersection (Horizon Year 2045 Only)
L = Left; T = Through; R = Right; 0.5 = Shared Lane; 1! = Shared Left/Through/Right lane; >> = Free-Right Turn; 1 = Improvement Service
TABLE 5-1: INTERSECTION ANALYSIS FOR EAP (2027) CONDITIONS Intersection Approach Lanes2 Level of
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Palm Dr. North of Varner Rd. Urban Arterial 4 37,700 36,000 1.05 Palm Dr. South of Varner Rd. Urban Arterial 4 43,700 36,000 1.21 Palm Dr. South of Paul Rd. Urban Arterial 4 44,900 36,000 1.25 Palm Dr. North of I-10 WB Ramps Urban Arterial 6 44,900 54,000 0.83 Palm Dr. South of I-10 EB Ramps Urban Arterial 6 31,100 54,000 0.58 Palm Dr. South Railroad Tracks Urban Arterial 4 31,100 36,000 0.86 Varner Rd. West of Palm Dr. Secondary 2 18,000 5,200 0.29 Varner Rd. West of West Dr. Secondary 2 18,000 2,300 0.13 West Dr. South of Varner Rd. Local Collector 2 13,000 2,800 0.22 1 Existing Number of Through lanes; 1 = Desert Hot Springs General Plan Buildout number of lanes 2 Source: City of Desert Hot Springs General Plan, May 2020. 3 Average Daily Traffic (ADT) expressed in vehicles per day 4 Volume/Capacity Ratio has been estimated based on ADT. In three cases, the existing daily roadway segment volumes are anticipated to exceed daily capacity estimates: Palm Drive north and south of Varner Road, Palm Drive south of Paul Road.. As such, where the ADT volume-based roadway segment analysis indicates a potential deficiency, a review of the more detailed peak hour intersection analysis and progression analysis are undertaken.

Review of peak hour intersection analysis results indicate that acceptable operations are actually provided north and south of Varner Road and south of Paul Road.

F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Excel\[16328 - Report.xlsx]5-2 TABLE 5-2: ROADWAY VOLUME/CAPACITY ANALYSIS FOR EAP (2027) CONDITIONS Roadway Segment
Roadway
Designation
Through
Travel Lanes1
LOS E
Capacity2
V/C
Ratio4 ADT3
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43 The unsignalized intersections are not anticipated to meet peak hour volume-based warrants and daily volume-based warrants with the addition of Project traffic (see Appendix 3.3).

5.4 RECOMMENDED IMPROVEMENTS
Roadway improvements necessary to provide site access and on-site circulation consist of the following:
 Construct new 32-foot pavement width (half section of Secondary II) along Varner Road from the Palm Drive intersection to the Project Access 2 intersection near the northwest site boundary.
 Construct new 26-foot pavement width (half section of Collector) along West Drive from the Varner Road intersection to the Project Access 4 intersection near the southeast site boundary.
 At the intersection of Palm Drive and Varner Road, provide separate 90-foot-long left turn lanes for the eastbound and westbound approaches.

The intersection operations analysis worksheets for EAP (2027) traffic conditions, with improvements, are included in Appendix 5.1 of this TA.
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45 6 EAPC (2027) TRAFFIC CONDITIONS
This section discusses the methods used to develop Existing plus Ambient Growth plus Project plus Cumulative (EAPC) (2027) traffic forecasts, and the resulting intersection operations and traffic signal warrant analyses.

The lane configurations and traffic controls assumed to be in place for EAPC (2027) conditions include the construction of Varner Road from the Palm Drive intersection to the Project Access 2 intersection near the northwest site boundary.

6.1 EAPC (2027) 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 weekday peak hour volumes which can be expected for EAPC (2027) traffic conditions are shown on Exhibit 6-1.

6.2 TRAFFIC OPERATIONS ANALYSIS
LOS calculations were conducted for the study intersections to evaluate their operations under EAPC (2027) traffic conditions with project access roadway improvements. The intersection analysis results summarized in Table 6-1 indicate that study area intersections continue to operate at an acceptable LOS (LOS “D” or better) with the addition of cumulative traffic. The intersection operations analysis worksheets for EAPC traffic conditions are included in Appendix 6.1 of this TA.

Daily roadway segment analysis has also been performed for EAPC conditions, as shown in Table 6-2.

Daily roadway capacities are "rule of thumb" estimates for planning purposes. Roadway segment capacity is affected by such factors as intersections (spacing, lane configuration and control features), degree of access control, roadway grades, design geometrics (horizontal and vertical alignment standards), sight distance, and vehicle mix (including truck traffic).

In three cases, the EAPC daily roadway segment volumes are anticipated to exceed daily capacity estimates: Palm Drive north and south of Varner Road, Palm Drive south of Paul Road. As such, where the ADT volume-based roadway segment analysis indicates a potential deficiency, a review of the more detailed peak hour intersection analysis and progression analysis are undertaken. Review of EAPC peak hour intersection analysis results indicate that acceptable operations are actually provided north and south of Varner Road and south of Paul Road.

6.3 TRAFFIC SIGNAL WARRANTS ANALYSIS
The traffic signal warrant analysis for EAPC (2027) traffic conditions are provided in Appendix 3.3. The remaining unsignalized intersections are not anticipated to meet peak hour volume-based warrants and daily volume-based warrants for EAPC traffic conditions. 45 Item Number: 1.

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Delay3
Traffic Northbound Southbound Eastbound Westbound (secs.) # Intersection Control1 LTRLTRLTRLTR AM PM AM PM
1 Palm Dr. / I-10 EB Ramps TS 0 3 1>> 0 3 1>> 1 1! 1 0 0 0 7.7 7.1 A A 2 Palm Dr. / I-10 WB Ramps TS 0 3 1>> 0 3 1>> 0 0 0 1 1! 1 14.5 18.1 B B 3 Palm Dr. / Paul Rd. - Future Valley Center Bl. TS 1 2 0 1 2 0 1 1 0 0 1! 0 30.9 21.8 C C 4 Palm Dr. / Varner Rd. TS 1 2 0 1 2 0 1 10 1 1 0 50.7 47.8 D D 5 West Dr. / Varner Rd. CSS 0 1! 0 0 0 0 0 1 0 0.5 0.5 0 8.7 9.9 A A 6 Project Access 1 / Varner Rd. CSS 0 1! 0 0 0 0 0 1 0 0.5 0.5 0 8.5 9.9 A A 7 Project Access 2 / Varner Rd. CSS 0 1! 0 0 0 0 0 1 0 0.5 0.5 0 8.4 8.6 A A 8 West Dr. / Project Access 3 CSS 0.5 0.5 00 1 00 1! 0 0 0 0 9.2 9.6 A A 9 West Dr. / Project Access 4 - Future Mihalyo Rd. CSS 0.5 0.5 00 1 00 1! 0 0 0 0 8.7 8.8 A A 10 Palm Dr. / Mihalyo Rd.
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.
3 Per the Highway Capacity Manual (7th 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.

F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Excel\[16328 - Report.xlsx]EAPC (2027) Future Intersection (Horizon Year 2045 Only)
TABLE 6-1: INTERSECTION ANALYSIS FOR EAPC (2027) CONDITIONS Intersection Approach Lanes2 Level of
Service
L = Left; T = Through; R = Right; 0.5 = Shared Lane; 1! = Shared Left/Through/Right lane; >> = Free-Right Turn; 1 = Improvement 47 Item Number: 1.

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Palm Dr. North of Varner Rd. Urban Arterial 4 36,000 44,500 1.24 Palm Dr. South of Varner Rd. Urban Arterial 4 36,000 50,400 1.40 Palm Dr. South of Paul Rd. Urban Arterial 4 36,000 51,700 1.44 Palm Dr. North of I-10 WB Ramps Urban Arterial 6 54,000 51,700 0.96 Palm Dr. South of I-10 EB Ramps Urban Arterial 6 54,000 34,500 0.64 Palm Dr. South Railroad Tracks Urban Arterial 4 36,000 34,500 0.96 Varner Rd. West of Palm Dr. Secondary 2 18,000 5,200 0.29 Varner Rd. West of West Dr. Secondary 2 18,000 2,300 0.13 West Dr. South of Varner Rd. Local Collector 2 13,000 2,800 0.22 1 Existing Number of Through lanes; 1 = Desert Hot Springs General Plan Buildout number of lanes 2 Source: City of Desert Hot Springs General Plan, May 2020. 3 Average Daily Traffic (ADT) expressed in vehicles per day 4 Volume/Capacity Ratio has been estimated based on ADT. In three cases, the existing daily roadway segment volumes are anticipated to exceed daily capacity estimates: Palm Drive north and south of Varner Road, Palm Drive south of Paul Road. As such, where the ADT volume-based roadway segment analysis indicates a potential deficiency, a review of the more detailed peak hour intersection analysis and progression analysis are undertaken.

Review of peak hour intersection analysis results indicate that acceptable operations are actually provided north and south of Varner Road and south of Paul Road.

F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Excel\[16328 - Report.xlsx]6-2 TABLE 6-2: ROADWAY VOLUME/CAPACITY ANALYSIS FOR EAPC (2027) CONDITIONS Roadway Segment
Roadway
Designation
Through
Travel Lanes1
LOS E
Capacity2 ADT3
V/C
Ratio4
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49 7 HORIZON YEAR 2045 TRAFFIC CONDITIONS
This section discusses the methods used to develop Horizon Year 2045 traffic forecasts, and the resulting intersection operations and traffic signal warrant analyses. For comparison purposes, Horizon Year 2045 is evaluated with the Desert Land Ventures Specific Plan (DLVSP), and with the proposed Project.

7.1 HORIZON YEAR 2045 TRAFFIC VOLUME FORECASTS
The lane configurations and traffic controls assumed to be in place for Horizon Year 2045 include the following:
 Project driveways and those facilities assumed to be constructed by the Project to provide site access, including Varner Road improvements west of Palm Drive.
 Facilities assumed to be constructed in conjunction with off-site General Plan land uses are also assumed to be in place for Horizon Year 2045 conditions (e.g., the future off-site extension of Mihalyo Road from West Drive to Palm Drive).
 Other General Plan facilities located beyond this study area are anticipated to be in place for Horizon Year traffic conditions and would affect the travel patterns within the study area (e.g., the future extension of Valley Center Boulevard east of Palm Drive).

This scenario incorporates Project traffic and RIVTAM forecasts beyond EAPC 2027 conditions.

Traffic projections for Horizon Year conditions were derived from the RIVTAM model using accepted procedures for model forecast refinement and smoothing. The traffic forecasts reflect the area-wide growth anticipated between EAPC 2027 and Horizon Year traffic conditions.

In most instances the traffic model zone structure is not designed to provide accurate turning movements along arterial roadways unless refinement and reasonableness checking is performed.

Therefore, the Horizon Year peak hour forecasts were refined using the model derived long-range forecasts, along with other sources of cumulative future traffic.

The derived Horizon Year peak hour turning movements were then reviewed by Urban Crossroads for reasonableness, in comparison to Cumulative 2027 traffic volume projections, traffic projections provided in the Desert Hot Springs General Plan Update Traffic Impact Analysis (Ganddini Group Inc, July 8, 1019), traffic projections provided in the Desert Land Ventures III LLC Property Traffic Impact Analysis (Kunzman Associates, Inc. October 23, 2017), and traffic projections provided in the Cathedral City General Plan Update Transportation Analysis (Urban Crossroads, Inc. February 13, 2019) (4) (5) (6). 49 Item Number: 1.

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50 The Project is located on the site of the previously approved Desert Land Ventures Specific Plan (DLVSP). Land uses permitted in the DLVSP include 1,538,757 square feet of light industrial and 359,042 square feet of commercial retail. The ADT and peak hour volumes which can be expected for Horizon Year 2045 With Desert Land Ventures Specific Plan traffic conditions are shown on Exhibit 7-

1. The ADT and peak hour volumes which can be expected for Horizon Year 2045 With Project traffic conditions are displayed on Exhibit 7-2.

7.2 TRAFFIC OPERATIONS ANALYSIS
Horizon Year 2045 With Desert Land Ventures Specific Plan and With Project peak hour traffic operations have been evaluated for the study area intersections based on the analysis methodologies presented in Section 2 Methodologies of this TA.

The intersection analysis results are summarized in Table 7-1.

WITH DESERT LAND VENTURES SPECIFIC PLAN
As shown in the Desert Land Ventures III LLC Property Traffic Impact Analysis (Kunzman Associates, Inc.

October 23, 2017), the DSVLP land uses generate 28,719 vehicle trip-ends per day with 2,138 AM peak vehicle hour trips and 2,828 PM peak hour vehicle trips.

For Horizon Year 2045 With Desert Land Ventures Specific Plan conditions, the following intersection improvements would be required to provide acceptable LOS:
#3 – Palm Dr. / Paul Rd. – Valley Center Bl.
 Provide a 3rd NB through lane and a separate NB right turn lane with overlap phase.  Provide a 3rd SB through lane.
 Provide a separate WB left turn lane and one WB right turn lane with overlap phase. #4 – Palm Dr. / Varner Rd.
 Provide a 2nd NB left turn lane and a 3rd NB through lane.  Provide a 3rd SB through lane and a separate SB right turn lane  Provide 2 EB left turn lanes and 1 EB right turn lane with overlap phase.  Provide a separate WB left turn lane.
#5 – West Dr. / Varner Rd.
 Install a traffic signal.
 Provide a shared northbound left/right lane.
 Provide a separate WB left turn lane and 2nd WB through lane.  Provide a 2nd EB through lane.
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Delay
3 Level of Delay3 Level of
Traffic Northbound Southbound Eastbound Westbound (secs.) Service (secs.) Service # Intersection Control1 LTRLTRLTRLTR AM PM AM PM AM PM AM PM 1 Palm Dr. / I-10 EB Ramps TS 0 3 1>> 0 3 1>> 1 1! 1 0 0 0 13.0 8.8 B A 8.5 7.8 A A 2 Palm Dr. / I-10 WB Ramps TS 0 3 1>> 0 3 1>> 0 0 0 1 1! 1 41.1 36.0 D D 27.4 21.2 C C 3 Palm Dr. / Paul Rd. - Future Valley Center Bl. TS 1 2 0 1 2 0 1 1 0 0 1! 0 >80 >80 F F >80 >80 F F - With Improvements TS 1 3 1> 1 3 0110 1 1 1> 45.5 54.6 D D 40.3 53.3 D D 4 Palm Dr. / Varner Rd. TS 1 2 0 1 2 0 0 1! 0 0 1! 0 >80 >80 F F >80 >80 F F - 2045 with DLVSP Improvement TS 2 3 01 3 1 2 1 1> 1 1 0 54.5 51.2 D D - - - - - 2045 with Project Improvement TS 1 3 01 3 0 1 10 1 1 0 - - - - 45.4 24.6 D C 5 West Dr. / Varner Rd.
- 2045 with DLVSP Improvement TS 0 1! 00000 2 0 1 2 0 16.1 27.0 B C - - - - - 2045 with Project Improvement CSS 0 1! 0 0 0 0 0 1 0 0.5 0.5 0 - - - - 10.8 11.6 B B 6 Project Access 1 / Varner Rd. CSS 0 1! 0 0 0 0 0 1 0 0.5 0.5 0 - - - - 10.5 11.5 B B 7 Project Access 2 / Varner Rd. CSS 0 1! 0 0 0 0 0 1 0 0.5 0.5 0 - - - - 10.3 11.0 B B 8 West Dr. / Project Access 3 CSS 0.5 0.5 00 1 00 1! 0 0 0 0 - - - - 8.7 8.9 A A 9 West Dr. / Project Access 4 - Future Mihalyo Rd.
- 2045 with DLVSP Improvement CSS 0 1! 00 1! 0 1 1 00 1! 0 34.4 31.5 D D - - - - - 2045 with Project Improvement CSS 0 1! 00 1! 00 1! 00 1! 0 - - - - 9.4 10.9 A B 10 Palm Dr. / Mihalyo Rd.
- 2045 with DLVSP Improvement TS 1 3 00 3 0 1 0 1> 0 0 0 49.1 47.8 D D - - - - - 2045 with Project Improvement TS 1 3 00 3 0 1 0 1 0 0 0 - - - - 10.3 14.4 B B 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; > = Right-Turn Overlap Phasing; 3 Per the Highway Capacity Manual (7th 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.

F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Excel\[16328 - Report.xlsx]2045 2045 with DLVSP 2045 with Project
TABLE 7-1: INTERSECTION ANALYSIS FOR HORIZON YEAR 2045 TRAFFIC CONDITIONS >> = Free-Right Turn; 1 = Improvement
Intersection Approach Lanes2
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54 #9 – West Dr. / Project Access 4 – Mihalyo Rd.
 Provide a cross-street stop for the EB and WB approaches.  Provide a separate EB left turn lane and one EB through/right lane.  Provide a shared WB left/through/right turn lane.
#10 – Palm Dr. / Mihalyo Rd.
 Provide a separate NB left turn lane and a 3rd NB through lane.  Provide a 3rd SB through lane.
 Provide a separate WB left turn lane and one WB right turn lane.

The intersection operations analysis worksheets for Horizon Year 2045 with Desert Land Ventures Specific Plan traffic conditions are included in Appendix 7.1 of this TA.

WITH PROJECT
In comparison to the approved Desert Land Ventures Specific Plan, the proposed Project generates 23,605 fewer daily trips (with passenger car equivalents applied to truck activity associated with the Project. During the morning peak hour, the Project generates 1,845 fewer vehicle trips than the DLVSP land uses. During the evening peak hour, the Project generates 2,430 fewer vehicle trips than the DLVSP land uses.

For Horizon Year 2045 With Project conditions, the following intersection improvements would provide acceptable LOS:
#3 – Palm Dr. / Paul Rd. – Valley Center Bl.
 Provide a 3rd NB through lane and a separate NB right turn lane with overlap phase.  Provide a 3rd SB through lane.
 Provide a separate WB left turn lane and one WB right turn lane with overlap phase. #4 – Palm Dr. / Varner Rd.
 Provide a 3rd NB through lane.
 Provide a 3rd SB through lane
 Provide a separate EB left turn lane.
 Provide a separate WB left turn lane.
#10 – Palm Dr. / Mihalyo Rd.
 Provide a separate NB left turn lane and a 3rd NB through lane.  Provide a 3rd SB through lane.
 Provide a separate WB left turn lane and one WB right turn lane. 54 Item Number: 1.

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55 For Horizon Year 2045 With Desert Land Ventures Specific Plan and With Project traffic conditions, study intersections operate at an acceptable LOS (LOS “D” or better) during AM and PM peak hours with the improvements documented above.

The intersection operations analysis worksheets for Horizon Year 2045 with Project traffic conditions are included in Appendix 7.2 of this TA.

In addition, queuing analysis results at the Project access points are presented in Table 7-2. As shown in Table 7-2, the Project access driveway lengths provided in the preliminary site plan are adequate to serve 95th percentile outbound queue lengths. The 95th percentile queuing analysis worksheets at the Project access points are also included in Appendix 7.2 of this TA.

Daily roadway segment analysis has also been performed for Horizon Year 2045 With Desert Land Ventures Specific Plan and With Project traffic conditions, as shown in Table 7-2. Daily roadway capacities are "rule of thumb" estimates for planning purposes. Roadway segment capacity is affected by such factors as intersections (spacing, lane configuration and control features), degree of access control, roadway grades, design geometrics (horizontal and vertical alignment standards), sight distance, and vehicle mix (including truck traffic).

For Horizon Year 2045 With Desert Land Ventures Specific Plan traffic conditions with Palm Drive widened to six lanes throughout the study area, the long-range future daily roadway segment volumes are anticipated to exceed daily capacity estimates at four locations: Palm Drive north and south of Varner Road, Palm Drive north Paul Road, and Palm Drive north of the I-10 westbound ramps. In addition, the daily volume is anticipated to exceed daily capacity on Mihalyo Road west of Palm Drive.

For Horizon Year 2045 With Project traffic conditions with Palm Drive widened to six lanes throughout the study area, the long-range future daily roadway volumes are anticipated to exceed daily capacity estimates at two locations: Palm Drive north Paul Road, and Palm Drive north of the I-10 westbound ramps.

Where the ADT volume-based roadway segment analysis indicates a potential deficiency, a review of the more detailed peak hour intersection analysis and progression analysis are undertaken. Review of 2045 peak hour intersection analysis results indicate that acceptable operations are provided along Palm Drive with the combination of (1) widening of Palm Drive to six through travel lanes throughout the study area, and (2) intersection lane improvements as listed above.

7.3 TRAFFIC SIGNAL WARRANTS ANALYSIS
The traffic signal warrant analysis worksheets for Horizon Year 2045 traffic conditions are provided in Appendix 3.3.

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AM PM Peak Volume
6 Project Access 1 / Varner Rd.

NB L/R 1 13 51 PM 51 350 32 49
7 Project Access 2 / Varner Rd.

NB L/R 1 19 78 PM 78 700 38 49
8 West Dr. / Project Access 3
EB L/R 1 26 110 PM 110 180 42 48
9 West Dr. / Project Access 4 -
EB L/R 1 14 50 PM 50 220 30 51
F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Excel\[16328 - Report.xlsx]7-2 AM PM
1 Queue length calculated using SimTraffic.

TABLE 7-2: PROJECT ACCESS QUEUEING ANALYSIS FOR HORIZON YEAR 2045 WITH PROJECT CONDITIONS ID Intersection Movement
# of
Lanes
2045 With Project
Storage
Length2
(ft.)
95th Percentile
Queue Length (ft.)1
2 Proposed length of storage.
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2045 DLVSP 2045 WP 2045 DLVSP 2045 WP 2045 DLVSP 2045 WP 2045 DLVSP 2045 WP Palm Dr. North of Varner Rd. Urban Arterial 6 6 54,000 54,000 55,800 50,300 1.03 0.93 Palm Dr. South of Varner Rd. Urban Arterial 6 6 54,000 54,000 61,500 52,300 1.14 0.97 Palm Dr. North of Paul Rd. Urban Arterial 6 6 54,000 54,000 71,600 54,700 1.33 1.01 Palm Dr. North of I-10 WB Ramps Urban Arterial 6 6 54,000 54,000 74,500 57,600 1.38 1.07 Palm Dr. South of I-10 EB Ramps Urban Arterial 6 6 54,000 54,000 47,300 41,900 0.88 0.78 Palm Dr. South Railroad Tracks Urban Arterial 6 6 54,000 54,000 47,300 41,900 0.88 0.78 Varner Rd. West of Palm Dr. Secondary 4 2 36,000 18,000 25,600 9,600 0.71 0.53 Varner Rd. West of West Dr. Secondary 4 2 36,000 18,000 21,300 9,200 0.59 0.51 West Dr. South of Varner Rd. Local Collector 2 2 13,000 13,000 4,300 500 0.33 0.04 Mihalyo Rd. West of Palm Dr. Collector 2 2 13,000 13,000 13,500 5,800 1.04 0.45 1 Existing Number of Through lanes; 1 = Desert Hot Springs General Plan Buildout number of lanes 2 Source: City of Desert Hot Springs General Plan, May 2020. 3 Average Daily Traffic (ADT) expressed in vehicles per day 4 Volume/Capacity Ratio has been estimated based on ADT. Where the ADT volume-based roadway segment analysis indicates a potential deficiency, a review of the more detailed peak hour intersection analysis and progression analysis are undertaken. Review of 2045 peak hour intersection analysis results indicate that acceptable operations are provided along Palm Drive with the combination of (1) widening of Palm Drive to six through travel lanes throughout the study area, and (2) intersection lane improvements presented in Section 7.2 of this report.

F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Excel\[16328 - Report.xlsx]7-3 TABLE 7-3: ROADWAY VOLUME/CAPACITY ANALYSIS FOR 2045 CONDITIONS V/C Ratio4
Through
Travel Lanes1 LOS E Capacity2 ADT3
Roadway Segment
Roadway
Designation
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Varner Road / West Drive Logistics Traffic Analysis
16328-03 TA Report.docx
58 For Horizon Year 2045 With Desert Land Ventures Specific Plan traffic conditions, the intersections of West Drive at Varner Road, West Drive at Mihalyo Road, and Palm Drive at Mihalyo Road meet the volume warrants for installation of a traffic signal.

For Horizon Year 2045 With Project traffic conditions, the intersection of Palm Drive at Mihalyo Road meets the volume warrants for installation of a traffic signal.

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59 8 SITE ACCESS AND OFF-SITE ROADWAY IMPROVEMENTS
The Project is proposed to be served by full access intersections along Varner Road (2 driveways) and West Drive (2 driveways).

8.1 SITE ACCESS
It is anticipated that the Project would initially use Varner Road as its sole connection to Palm Drive.

The following site access improvements should be in place prior to occupancy, as shown on Exhibit 8-

1. Roadway improvements necessary to provide site access and on-site circulation consist of the following:
 Construct new 32-foot pavement width (half section of Secondary II) along Varner Road from the Palm Drive intersection to the Project Access 2 intersection near the northwest site boundary.
 Construct new 26-foot pavement width (half section of Collector) along West Drive from the Varner Road intersection to the Project Access 4 intersection near the southeast site boundary.
 At the intersection of Palm Drive and Varner Road, provide separate 90-foot-long left turn lanes for the eastbound and westbound approaches.

West Dr. / Varner Rd. (#5)
 Provide a cross-street stop for the northbound approach.  Provide a shared northbound left/right lane.

Project Access 1 / Varner Road (#6)
 Install a cross-street stop control on the northbound approach.  Provide one northbound shared left-right lane.

Project Access 2 / Varner Road (#7)
 Install a cross-street stop control on the northbound approach.  Provide one northbound shared left-right lane.

West Drive / Project Access 3 (#8)
 Install a cross-street stop control on the eastbound approach.  Provide one eastbound shared left-right lane.
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16328-03 TA Report.docx
61 West Drive / Project Access 4 (#9)
 Install a cross-street stop control on the eastbound approach.  Provide one eastbound shared left-right lane.

8.2 OFF-SITE IMPROVEMENTS FOR PROJECT CONTRIBUTION
Significant future improvements will be needed along Palm Drive to serve General Plan buildout conditions. Mihalyo Road should also be constructed as a new 2-lane roadway between West Drive and Palm Drive in conjunction with future development east of the Project site.

The segment of Mihalyo Road which extends from south of Varner Road through the Project site to West Drive is proposed to be removed from the City of Desert Hot Springs General Plan Circulation Element.

The long range future intersection and roadway segment improvements in the study area are shown on Exhibit 8-2. For Horizon Year (2045) With Project traffic conditions, the following study area intersection improvements are necessary to serve cumulative growth:
#3 – Palm Dr. / Paul Rd. – Valley Center Bl.
 Provide a 3rd NB through lane and a separate NB right turn lane with overlap phase.  Provide a 3rd SB through lane.
 Provide a separate WB left turn lane and one WB right turn lane with overlap phase. #4 – Palm Dr. / Varner Rd.
 Provide a 3rd NB through lane.
 Provide a 3rd SB through lane
#10 – Palm Dr. / Mihalyo Rd.
 Install traffic signal
 Provide a separate NB left turn lane and a 3rd NB through lane.  Provide a 3rd SB through lane.
 Provide a separate WB left turn lane and one WB right turn lane.

8.3 PARTICIPATION IN CUMULATIVE FUTURE IMPROVEMENTS
The Project applicant shall participate in relevant City and subregional (CVAG’s TUMF program) fees.

In some cases, separate fees based upon Project fair share calculations may be appropriate. The fair share calculations in this section provide a basis for discussion between the City and Project Applicant. 61 Item Number: 1.

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Varner Road / West Drive Logistics Traffic Analysis
16328-03 TA Report.docx
63 Fair share financial contribution based on the Project’s estimated peak hour volumes at these locations may be imposed at the discretion of the City of Desert Hot Springs. Detailed fair share calculations, for each peak hour, are provided in Table 8-1 for the off-site study area intersections.

Table 8-2 presents the fair share calculations for study area roadway segments.

TABLE 8-1: FAIR SHARE CALCULATIONS FOR STUDY AREA INTERSECTIONS # Intersection
Existing
Traffic
2045WP
Traffic3
Project
Only Traffic
Total New
Traffic1
Project
Fair Share (%)2
3 Palm Dr. / Paul Rd. - Future Valley Center Bl.
• AM Peak Hour 2,824 4,441 267 1,617 16.5%
• PM Peak Hour 3,331 5,189 363 1,858 19.5%
4 Palm Dr. / Varner Rd.
• AM Peak Hour 2,634 4,078 155 1,444 10.7%
• PM Peak Hour 3,079 4,693 212 1,614 13.1%
10 Palm Dr. / Mihalyo Rd.
• AM Peak Hour 2,581 3,765 267 1,184 22.6%
• PM Peak Hour 3,023 4,408 364 1,385 26.3%
1 Total New Traffic = (2045 with Project - Existing Traffic) 2 Project Fair Share % = (Project Only Traffic / Total New Traffic) 3 General Plan Buildout (Horizon Year 2045) With Project TABLE 8-2: FAIR SHARE CALCULATIONS FOR STUDY AREA ROADWAY SEGMENTS Roadway Segment
Existing
Traffic
2045WP
Traffic3
Project
Only
Traffic
Total
New
Traffic1
Project
Fair Share
(%)2
Palm Drive, north of Varner Road
• Widen to six lanes 36,000 50,300 300 14,300 2.1%
Palm Drive, between Varner Road and Mihalyo Road
• Widen to six lanes 37,500 52,300 2,300 14,800 15.5%
Palm Drive, between Paul Rd. and Mihalyo Rd.
• Widen to six lanes 37,500 54,700 4,700 17,200 27.3%
Palm Drive, south of Paul Road
• Widen to six lanes 38,700 57,600 4,700 18,900 24.9%
Palm Drive, South Railroad Tracks
• Widen to six lanes 29,600 41,900 300 12,300 2.4%
Mihalyo Road, west of Varner Rd.
• Construct 2-lane roadway 0 5,800 2,400 5,800 41.4% 1 Total New Traffic = (2045 with Project - Existing Traffic) 2 Project Fair Share % = (Project Only Traffic / Total New Traffic) 3 General Plan Buildout (Horizon Year 2045) With Project

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65 9 REFERENCES

1. Riverside County Transportation Department. Transportation Analysis Guidelines for Level of Service & Vehicle Miles Traveled. December 2020.

2. Transportation Research Board, National Academy of Sciences. Highway Capacity Manual (HCM), 7th Edition. 2022.

3. California Department of Transportation. California Manual on Uniform Traffic Control Devices (CA MUTCD), (Revision 6). March 30, 2021.

4. Ganddini Group Inc. Desert Hot Springs General Plan Update Traffic Impact Analysis. July 8, 2019.

5. Kunzman Associates, Inc. Desert Land Ventures III LLC Property Traffic Impact Analysis. October 23, 2017.

6. Urban Crossroads, Inc. Cathedral City General Plan Update Transportation Analysis. February 13, 2019.

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

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APPENDIX 1.1: APPROVED TRAFFIC STUDY SCOPING AGREEMENT
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CONSTRUCTION QUALITY ASSURANCE - INFRASTRUCTURE - ENERGY - PROGRAM MANAGEMENT - ENVIRONMENTAL

MEMORANDUM
To: City of Desert Springs, CA
From: Erika Becker, AICP ([email protected])
James Miller, PE ([email protected])

Date: February 10, 2025
Re: Varner Road / West Drive Logistics
Traffic Analysis Scoping Agreement Review
NV5 Engineers and Consultants has reviewed the Traffic Analysis (TA) scoping documentation provided by Urban Crossroad, dated January 14, 2025, for the proposed Varner Road / West Drive Logistics development. The purpose of a TA is to identify and disclose any potential transportation impacts associated with the project development on local area roadways and intersections. The purpose of this review is to confirm that the proposed scope of work is consistent with the County of Riverside’s Transportation Analysis Guidelines for Level of Service & Vehicle Miles Traveled (December 2020) as the City of Desert Hot Springs utilized the County guidelines.

Project Exempt from Traffic Analysis: No
The scoping and analysis approach is deemed Sufficient to proceed with the formal Traffic Analysis.

Traffic Analysis (TA) – Typical Requirements
Based on our review, the scoping documentation includes the following:

Determination of study area, intersections and roadway links to be analyzed Study Intersections:

1. Palm Dr / I-10 EB Ramps

2. Palm Dr / I-10 WB Ramps

3. Palm Dr / Paul Rd – Future Valley Center BL

4. Palm Dr / Varner Rd

5. West Dr / Varner Rd

6. Project Access 1 / Varner Rd

7. Project Access 2 / Varner Rd

8. West Dr / Project Access 3

9. West Dr / Project Access 4 – Future Mihalyo Rd

10. Palm Dr / Future Mihalyo Rd (2045 Conditions Only)
Analysis Scenarios:
- Existing (2025) Conditions
- Existing plus Ambient plus Project (EAP) (2027)
- Existing plus Ambient plus Cumulative (EAPC) (2027)
- General Plan buildout (Horizon Year 2045) with Desert Land Ventures SP - General Plan buildout (Horizon Year 2045) with Project Project trip generation, distribution and assignment
Traffic Counts:
- Traffic count data will be collected in January 2025, 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.

Trip Generation:
- The trip generation for the proposed development will be analyzed using the rates prepared in the TUMF High-Cube Warehouse Trip Generation Study (WSP, January 29, 2019). - The Project is anticipated to generate a total of 5,114 PCE trip-ends per day with 293 PCE AM peak vehicle hour trips and 398 PCE PM peak hour vehicle trips.

Trip Distribution and Assignment (Trucks):
- 50% to/from the west via I-10

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Varner Logistics TA Scope Review
February 12, 2025

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CONSTRUCTION QUALITY ASSURANCE - INFRASTRUCTURE - ENERGY - PROGRAM MANAGEMENT - ENVIRONMENTAL - 2% to/from the south via Palm Dr
- 44% to/from the east via I-10
- 2% to/from the east via Varner Rd
- 2% to/from the north via Palm Dr
Trip Distribution and Assignment (Cars):
- 35% to/from the west via I-10
- 10% to/from the south via Palm Dr
- 40% to/from the east via I-10
- 5% to/from the east via Varner Rd
- 10% to/from the north via Palm Dr

Background projects, traffic growth assumptions, or integration with RIVTAM/RIVCOM, or other travel demand models
- Eleven (11) background projects identified in the scoping memo - Ambient growth rate of 2% will be used

Comments from city staff related to the City’s Sphere of Influence or adjacent city - N/A
Caltrans coordination
- N/A
Identification of unique transportation issues
- Traffic Signal Warrant Analysis
- Queuing Analysis
- Site Access and Circulation

Additional Comments
In addition to the above-mentioned information, we recommend the final TA submittal include the following to facilitate a prompt review of the development impacts:

Full Size Site Plan that Identifies:
- Driveway locations and access type (ex. Full access, partial access, right in/out only) - Pedestrian/bicycle access and on-site pedestrian circulation - Location/distance of closest existing transit stop (measure as walking distance to project - entrance/or middle of parcel)
- Location of any planned trails within ¼ mile of the project location - Parking: vehicle (including accessible spaces), bicycle (racks/secure storage), motorcycle

Land Use and Zoning
- Current and proposed rezoning, if required

Traffic Counts
- Weekday 24-hour Average Daily Traffic (ADT) counts should be collected for all study roadway segments
- A seasonal adjustment should be applied to turning movement counts not collected during the winter months (January through the end of March)

VMT Screening
- Provide the VMT screening assessment or full VMT analysis as required by the Transportation Analysis Guidelines for LOS & VMT (County of Riverside, December 2020).

Final TA Report
- The TA must be prepared, signed and sealed by a Traffic Engineer or a Civil Engineer registered in the State of California, qualified to practice traffic engineering “Engineer”

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16328-02 Varner Rd at West Dr LOS Scope.docx
January 14, 2025
Mr. Daniel Porras
City of Desert Hot Springs
65-950 Pierson Blvd.

Desert Hot Springs, CA 92240

VARNER ROAD / WEST DRIVE LOGISTICS LOS ANALYSIS SCOPE
Dear Mr. Daniel Porras:

Urban Crossroads, Inc. is pleased to submit this traffic Level of Service (LOS) scope to the City of Desert Hot Springs regarding the proposed Varner Road / West Drive Logistics development (“Project”). The Project site is located south of Varner Road and west of West Drive in the City of Desert Hot Springs.

The project consists of up to 1,500,000 square feet of high-cube warehouse.

The remainder of this letter describes the proposed analysis methodology, Project trip generation, trip distribution, and Project traffic assignment/project trips on the surrounding roadway network. The following scoping assumptions have been prepared in accordance with the County of Riverside’s Transportation Analysis Guidelines for Level of Service & Vehicle Miles Traveled (December 2020) as the City of Desert Hot Springs utilizes the County guidelines.

A preliminary site plan for the proposed Project is shown on Exhibit 1. Although the site plan shows a building size of 1,209,230 square feet, up to 1,500,000 square feet of high cube warehouse could occur at the site based on the Project description. The activity levels associated with 1,500,000 square feet of high cube warehouse are therefore used as the basis of this analysis.

Exhibit 2 depicts the location of the proposed project in relation to the existing and planned roadway network. It is anticipated that the Project would be fully developed by year 2027. Access to the Project will be provided via full access intersections along Varner Road (2 driveways) and West Drive (2 driveways).

TRIP GENERATION
The Institute of Transportation Engineers (ITE) Trip Generation Manual – 11th Edition (2021) shows a range of trip rates for high cube warehouses, with the following daily rates:
 Code 154, High-cube Transload/Short-Term Storage - 1.40 vehicle trips per thousand square feet (tsf).  Code 155, High-Cube Fulfillment Center (Non-Sort Facility) – 1.81 per tsf.  Code 155, High-Cube Fulfillment Center (Sort Facility) – 6.41 per tsf.  Code 156, High Cube Parcel Hub, 4.63 per tsf.
 Code 157, High Cube Cold Storage, 2.12 per tsf.

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City of Desert Hot Springs
January 14, 2025

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The Western Riverside Council of Government (WRCOG) commissioned two studies to address the recurring analytical issues for analysis of traffic impacts associated with proposed high-cube warehouses:

1. TUMF High-Cube Warehouse Trip Generation Study (WSP, January 29, 2019). The 2019 WSP study included 11 fulfillment centers and 5 parcel hup sites, using data collected during 2018.

The resulting average rate for fulfillment centers was found to be 2.13 vehicle trips per thousand square feet (tsf).

2. TUMF High-Cube Warehouse Trip Generation Study Update (Fehr & Peers, November 13, 2023). The 2023 F&P study also included 11 fulfillment centers and 5 parcel hup sites, using data collected during 2023. The 2023 F&P study found that as a whole, trips from fulfillment centers have decreased in comparison to the WSP 2019 study, and further notes that “The use of overly conservative estimates has produced results that were unreasonable when compared to actual field conditions. For example, the EIR for the Skechers high-cube warehouse building in Moreno Valley included traffic forecasts that were substantially higher than the actual post-construction trip generation for both cars and trucks. Overstated forecasts are misleading to decisions makers and could result in oversized infrastructure that could itself have environmental consequences.”
The WSP 2019 study daily trip rate of 2.13 is higher than the ITE rates for Code 154 High-cube Transload/Short-Term Storage, Code 155 High-Cube Fulfillment Center (Non-Sort Facility), and Code 157 High Cube Cold Storage trip rates. Although it is lower than the Code 155 High-Cube Fulfillment Center (Sort Facility) and Code 156 High Cube Parcel Hub trip rates, it is based on two rigorous Riverside County data collection efforts in 2018 and 2023 and has been shown to be conservatively high in comparison to the 2023 counts while remaining within a reasonable range for analysis purposes.

Table 1 presents the vehicle trip generation rates for the Project, as well as the vehicle trip generation summary with daily and peak hour trip generation estimates. The Table 1 trip generation rates are based upon the TUMF High-Cube Warehouse Trip Generation Study (WSP 2019).

As shown on Table 1, the Project is anticipated to generate a total of 3,194 vehicle trip-ends per day with 183 AM peak vehicle hour trips and 248 PM peak hour vehicle trips.

As shown on Table 2, the Project is anticipated to generate a total of 5,114 PCE trip-ends per day with 293 PCE AM peak vehicle hour trips and 398 PCE PM peak hour vehicle trips.

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Prepared by South Coast Air Quality Management District (SCAQMD), June 2020. 3 Total Net Trips (Actual Vehicles) = Passenger Cars + Net Truck Trips (Actual Trucks).

F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Excel\[16328 - Scope.xlsx]16328 TG - Actual 2 TSF = Thousand Square Feet
- Passenger Cars
- Truck Trips (Actual)
Land Use Quantity2
AM Peak Hour PM Peak Hour
Daily
Project Trip Generation Results
Land Use Quantity2
AM Peak Hour PM Peak Hour
Daily
TABLE 1: PROJECT TRIP GENERATION SUMMARY

ACTUAL VEHICLES
Project Trip Generation Rates1
High-Cube Warehouse

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In Out Total In Out Total
1,500.000 TSF 0.150 0.045 0.195 0.075 0.190 0.265 3.409

0.066 0.020 0.086 0.033 0.082 0.115 1.489

Prepared by South Coast Air Quality Management District (SCAQMD), June 2020. 3 Total Net Trips (PCE) = Passenger Cars + Net Truck Trips (Passenger Car Equivalent).

F:\UXRjobs\_16100-16500\_16300\16328\02_LOS\Excel\[16328 - Scope.xlsx]16328 TG - PCE 2 TSF = Thousand Square Feet
Land Use Quantity2
AM Peak Hour PM Peak Hour
Daily
Project Trip Generation Results
- Passenger Cars
- Truck Trips (PCE = 3.0)
Land Use Quantity2
AM Peak Hour PM Peak Hour
High-Cube Warehouse
Passenger Cars
2 to 4-Axle+ Trucks (PCE = 3.0)
TABLE 2: PROJECT TRIP GENERATION SUMMARY

PASSENGER CAR EQUIVALENT (PCE)
Project Trip Generation Rates1
Daily

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City of Desert Hot Springs
January 14, 2025

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TRIP DISTRIBUTION AND TRIP ASSIGNMENT
It is anticipated that the Project would initially use Varner Road as its sole connection to Palm Drive.

The future off-site extension of Mihalyo Road from West Drive to Palm Drive will be evaluated for General Plan buildout conditions only.

The Project trip distribution pattern is heavily influenced by the geographical location of the site, the location of surrounding uses, and the proximity to the regional freeway system. Exhibits 3 and 4 present the Project traffic distribution patterns for trucks and passenger vehicles, respectively.

Based on the identified Project traffic generation and trip distribution patterns, Project ADT and peak hour intersection turning movement volumes (PCEs) are shown on Exhibit 5.

ANALYSIS SCENARIOS
Consistent with the County’s LOS guidelines, intersection analysis will be provided for the following analysis scenarios:
 Existing (2025) Conditions
 Existing plus Ambient plus Project (EAP) (2027)
 Existing plus Ambient plus Project plus Cumulative (EAPC) (2027)  General Plan buildout (Horizon Year 2045) With Desert Land Ventures SP  General Plan buildout (Horizon Year 2045) With Project

STUDY AREA
The traffic impact study area was defined in conformance with the requirements of County of Riverside’s Transportation Analysis Guidelines for Level of Service & Vehicle Miles Traveled. Consistent with the County’s LOS guidelines, study area intersections have been identified for the Project based on the contribution of 50 or more peak hour trips. Exhibit 2 identifies the proposed study area intersection analysis locations.

Based on this criterion, anticipated trip generation and trip distribution, the following intersections will be evaluated:
# Intersection # Intersection
1 Palm Dr. / I-10 EB Ramps 6 Project Access 1 / Varner Rd. 2 Palm Dr. / I-10 WB Ramps 7 Project Access 2 / Varner Rd. 3 Palm Dr. / Paul Rd. - Future Valley Center Bl. 8 West Dr. / Project Access 3 4 Palm Dr. / Varner Rd. 9 West Dr. / Project Access 4 - Future Mihalyo Rd. 5 West Dr. / Varner Rd. 10 Palm Dr. / Future Mihalyo Rd. (2045 Conditions Only)

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City of Desert Hot Springs
January 14, 2025

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LEVEL OF SERVICE (LOS) CRITERIA
Per the City of Desert Hot Springs’s General Plan, LOS D as the threshold for acceptable traffic conditions on the circulation network.

ANALYSIS METHODOLOGY
For the purposes of this analysis, signalized intersection operations analysis will be based on the methodology described in the Highway Capacity Manual (7th 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 7th 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 January 2025, 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.

The City of Desert Hot Springs experiences seasonal population variations over the course of the year, with relatively higher populations during the winter months from January to the end of March. The 2025 count data will be collected during January, so a seasonal adjustment to represent the peak winter period will not be needed.

GENERAL PLAN CIRCULATION ELEMENT
The City of Desert Hot Springs General Plan Circulation Element is depicted on Exhibit 6. The segment of Mihalyo Road which extends from south of Varner Road through the Project site to West Drive is proposed to be removed from the City of Desert Hot Springs General Plan Circulation Element.

The accompanying City of Desert Hot Springs General Plan roadway cross‐sections are presented on Exhibit 7.

The Cathedral City General Plan Circulation Element is depicted on Exhibit 8. The accompanying General Plan roadway cross‐sections are presented on Exhibit 9.

CUMULATIVE DEVELOPMENT TRAFFIC
It is requested that City staff review the list of cumulative development projects (shown on Exhibit 10 and listed on Table 3) for inclusion in the traffic study

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Little Morongo
Creek
Mission Creek
Whitewater River
Morongo Wash
Big Morongo
Creek

PALM DR

INDIAN CANYON AVE

DILLON RD

WORSLEY RD

VARNER RD

PIERSON BLVD

MOUNTAIN VIEW RD

DILLON RD
Joshua Tree
National Park
Little San Bernardino Mountains
15TH AVE
18TH AVE
20TH AVE

LITTLE MORONGO RD

PALM DR

ATLANTIC AVE

INDIAN AVE

TWO BUNCH PALMS TRAIL

KAREN AVE

HACIENDA AVE

MISSION LAKES BLVD

BUBBLING WELLS RD

LONG CANYON RD
North
Palm Springs
Cathedral City
Sand to Snow
National Monument
Sand to Snow
National Monument
Santa Rosa and
San Jacinto
National Monument
Fig
Ro
DES
Road
Base
Date
Joshua Tree
National Park
ON RD
Figure MI-7:

Roadways Plan

DESERT HOT SPRINGS GENERAL PLAN
Road Classifications
Urban Arterial
Primary I
Primary II
Secondary I
Secondary II
Collector
Local Collector
Base Map Features
City Boundary
Sphere of Influence
Water Courses

1.1-14
Item Number: 1.

Page 1158 of 2902 ends

1.1-15
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Page 1159 of 2902 ends

%&'(10

TACHEVAH DR

VERONA RD

AVENIDA

QUINTANA
LVD
(G)
(G)
(B)
(
VAR

PALM DR

N GENE AUTRY TR
A

MOUNTAIN

VIEW RD

VALLEY CENTER BL
VISTA
CHINO
(A)
(C)
(
(C)
(A)
(C)
(
( F )
(
( F )
(C)
( F )
( F )
(B)
(B)
( F )
( F )
(B)
(A)
(A)
(C)
(A)
(A)
(A)
(A)
(A)
EXHIBIT : APPROVED CATHED

URBAN CROSSROADS

1.1-16
Item Number: 1.

Page 1160 of 2902 ends

1.1-17
Item Number: 1.

Page 1161 of 2902 ends

1.1-18
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Page 1162 of 2902 ends

ID Project Name Land Use1 Quantity Units2
1 Ovation Condominiums 402 DU
2 Rancho Descano Single Family Residential 76 DU
Self-Storage Facility 115.148 TSF
High-Turnover (Sit-Down) Restaurant 5 TSF
Fast-Food Rest. w/ Drive Through 3.5 TSF
Multi-Family Residential 608 DU
Medical Office 21.854 TSF
Fast-Food Rest. w/ Drive Through 4.608 TSF
Restaurant 6.144 TSF
Commercial 42.26 TSF
5 DHS Light Industrial w/
Cannabis Overlay
Marijuana Cultivation
and Processing Facility
116.00 TSF
6 Oxford Properties Cultivation Center Nursery (Wholesale) 70.26 AC Cultivation 120 EMP
Dispensary/Lounge Facility 6 TSF
Hotel & Glamping Units 48 RM
Spa & Health Club 2.50 TSF
Restaurant & Coffee Bar 0.64 TSF
9 Serena Park, STM-2024-0002
(East of Sunrise Wy., north of Verona Rd.) Single Family Residential 386 DU Multifamily residential 232 DU
Grocery Store 18.00 TSF
Coffee Shop with Drive Thru 2.00 TSF
convenience store / fueling station 8.50 TSF
11 West Coast Self Storage RV/boat Storage 61.658 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\_16100-16500\_16300\16328\02_LOS\Excel\[16328 - Scope.xlsx]16328-Cumulative List Palm Drive - Claire Avenue Mixed Use
Commercial Complex
7 The Spot
(south of Dillon & east of Bearce)
3 4 Green Day Village
TABLE 3: CUMULATIVE DEVELOPMENT LAND USE SUMMARY
8 Kimana Resort
Vista Chino Mixed Use
(NWC Vista Chino & Gene Autry Tr)
(DP-2024-0001)
10 1.1-19
Item Number: 1.

Page 1163 of 2902 ends

City of Desert Hot Springs
January 14, 2025

Page 18 of 18 ends

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 (2027) conditions.

SPECIAL ISSUES
The following issues will also be addressed as part of the Traffic Analysis (TA):
 Traffic Signal Warrant Analysis: Signal warrant analysis will be prepared for all unsignalized study area intersections that allow for full access (no traffic signal warrants to be performed for restricted access locations due to infeasibility of installing a signal at these types of locations).
 Queuing Analysis: The analysis will identify the necessary lengths of turn pockets with storage at Project Access points, as well as the necessary length to accommodate vehicles entering/exiting at the Project driveways.
 Site Access and Circulation: Potential impacts resulting from turning maneuvers by trucks and passenger cars entering and exiting the site.

Please review this LOS scope 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

1.1-20
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Page 1164 of 2902 ends

Varner Road / West Drive Logistics Traffic Analysis
16328-03 TA Report.docx
APPENDIX 3.1: TRAFFIC COUNTS – JANUARY 2025
Item Number: 1.

Page 1165 of 2902 ends

Varner Road / West Drive Logistics Traffic Analysis
16328-03 TA Report.docx
This Page Intentionally Left Blank
Item Number: 1.

Page 1166 of 2902 ends

File Name : 01_DHS_GA10EAM
Site Code : 051-2515
Start Date : 2/20/2025
Page No : 1
City of Desert Hot Springs
N/S: Gene Autry Trail
E/W: I-10 Eastbound Ramps
Weather: Clear
Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Gene Autry Trail
Southbound
I-10 Eastbound On Ramp
Westbound
Gene Autry Trail
Northbound
I-10 Eastbound Off Ramp
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 0 282 222 504 0 0 0 0 0 80 23 103 11 0 99 110 717 07:15 AM 0 286 266 552 0 0 0 0 0 87 30 117 14 0 94 108 777 07:30 AM 0 273 235 508 0 0 0 0 0 88 51 139 20 0 122 142 789 07:45 AM 0 255 263 518 0 0 0 0 0 89 43 132 5 0 78 83 733 Total 0 1096 986 2082 0 0 0 0 0 344 147 491 50 0 393 443 3016 08:00 AM 0 240 209 449 0 0 0 0 0 103 29 132 14 0 74 88 669 08:15 AM 0 241 210 451 0 0 0 0 0 87 36 123 16 0 65 81 655 08:30 AM 0 252 173 425 0 0 0 0 0 88 39 127 16 0 71 87 639 08:45 AM 0 224 166 390 0 0 0 0 0 75 26 101 14 0 81 95 586 Total 0 957 758 1715 0 0 0 0 0 353 130 483 60 0 291 351 2549 Grand Total 0 2053 1744 3797 0 0 0 0 0 697 277 974 110 0 684 794 5565 Apprch % 0 54.1 45.9 0 0 0 0 71.6 28.4 13.9 0 86.1
Total % 0 36.9 31.3 68.2 0 0 0 0 0 12.5 5 17.5 2 0 12.3 14.3 Passenger Vehicles 0 1975 1683 3658 0 0 0 0 0 651 265 916 85 0 625 710 5284 % Passenger Vehicles 0 96.2 96.5 96.3 0 0 0 0 0 93.4 95.7 94 77.3 0 91.4 89.4 95 Large 2 Axle Vehicles 0 58 45 103 0 0 0 0 0 29 9 38 8 0 31 39 180 % Large 2 Axle Vehicles 0 2.8 2.6 2.7 0 0 0 0 0 4.2 3.2 3.9 7.3 0 4.5 4.9 3.2 3 Axle Vehicles 0 15 9 24 0 0 0 0 0 9 3 12 1 0 11 12 48 % 3 Axle Vehicles 0 0.7 0.5 0.6 0 0 0 0 0 1.3 1.1 1.2 0.9 0 1.6 1.5 0.9 4+ Axle Trucks 0 5 7 12 0 0 0 0 0 8 0 8 16 0 17 33 53
% 4+ Axle Trucks 0 0.2 0.4 0.3 0 0 0 0 0 1.1 0 0.8 14.5 0 2.5 4.2 1 Gene Autry Trail
Southbound
I-10 Eastbound On Ramp
Westbound
Gene Autry Trail
Northbound
I-10 Eastbound Off Ramp
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 07:00 AM
07:00 AM 0 282 222 504 0 0 0 0 0 80 23 103 11 0 99 110 717 07:15 AM 0 286 266 552 0 0 0 0 0 87 30 117 14 0 94 108 777 07:30 AM 0 273 235 508 0 0 0 0 0 88 51 139 20 0 122 142 789 07:45 AM 0 255 263 518 0 0 0 0 0 89 43 132 5 0 78 83 733 Total Volume 0 1096 986 2082 0 0 0 0 0 344 147 491 50 0 393 443 3016 % App. Total 0 52.6 47.4 0 0 0 0 70.1 29.9 11.3 0 88.7
PHF .000 .958 .927 .943 .000 .000 .000 .000 .000 .966 .721 .883 .625 .000 .805 .780 .956 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
[email protected]

3.1-1
Item Number: 1.

Page 1167 of 2902 ends

File Name : 01_DHS_GA10EAM
Site Code : 051-2515
Start Date : 2/20/2025
Page No : 2
City of Desert Hot Springs
N/S: Gene Autry Trail
E/W: I-10 Eastbound Ramps
Weather: Clear
Gene Autry Trail
I-10 Eastbound Off Ramp
I-10 Eastbound On Ramp
Gene Autry Trail
Right
986
Thru
1096
Left
0 Out In Total
394 2082 2476
Right
0 Thru
0 Left
0 Out Total In
147 0 147
Left
0 Thru
344
Right
147
Out In Total
1489 491 1980
Left
50 Thru
0 Right
393
Total Out In
986 443 1429
Peak Hour Begins at 07:00 AM
Passenger Vehicles
Large 2 Axle Vehicles
3 Axle Vehicles
4+ Axle Trucks
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 07:00 AM 07:30 AM 07:00 AM
+0 mins. 0 282 222 504 0 0 0 0 0 88 51 139 11 0 99 110
+15 mins. 0 286 266 552 0 0 0 0 0 89 43 132 14 0 94 108 +30 mins. 0 273 235 508 0 0 0 0 0 103 29 132 20 0 122 142 +45 mins. 0 255 263 518 0 0 0 0 0 87 36 123 5 0 78 83
Total Volume 0 1096 986 2082 0 0 0 0 0 367 159 526 50 0 393 443 % App. Total 0 52.6 47.4 0 0 0 0 69.8 30.2 11.3 0 88.7
PHF .000 .958 .927 .943 .000 .000 .000 .000 .000 .891 .779 .946 .625 .000 .805 .780 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
[email protected]

3.1-2
Item Number: 1.

Page 1168 of 2902 ends

File Name : 01_DHS_GA10EAM
Site Code : 051-2515
Start Date : 2/20/2025
Page No : 1
City of Desert Hot Springs
N/S: Gene Autry Trail
E/W: I-10 Eastbound Ramps
Weather: Clear
Groups Printed- Passenger Vehicles
Gene Autry Trail
Southbound
I-10 Eastbound On Ramp
Westbound
Gene Autry Trail
Northbound
I-10 Eastbound Off Ramp
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 0 269 210 479 0 0 0 0 0 75 22 97 8 0 88 96 672 07:15 AM 0 277 258 535 0 0 0 0 0 83 30 113 13 0 83 96 744 07:30 AM 0 262 226 488 0 0 0 0 0 79 48 127 15 0 118 133 748 07:45 AM 0 245 254 499 0 0 0 0 0 82 41 123 4 0 70 74 696 Total 0 1053 948 2001 0 0 0 0 0 319 141 460 40 0 359 399 2860 08:00 AM 0 232 201 433 0 0 0 0 0 97 28 125 10 0 68 78 636 08:15 AM 0 230 205 435 0 0 0 0 0 85 33 118 10 0 59 69 622 08:30 AM 0 244 169 413 0 0 0 0 0 80 37 117 13 0 66 79 609 08:45 AM 0 216 160 376 0 0 0 0 0 70 26 96 12 0 73 85 557 Total 0 922 735 1657 0 0 0 0 0 332 124 456 45 0 266 311 2424 Grand Total 0 1975 1683 3658 0 0 0 0 0 651 265 916 85 0 625 710 5284 Apprch % 0 54 46 0 0 0 0 71.1 28.9 12 0 88
Total % 0 37.4 31.9 69.2 0 0 0 0 0 12.3 5 17.3 1.6 0 11.8 13.4 Gene Autry Trail
Southbound
I-10 Eastbound On Ramp
Westbound
Gene Autry Trail
Northbound
I-10 Eastbound Off Ramp
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 07:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM
07:00 AM 0 269 210 479 0 0 0 0 0 75 22 97 8 0 88 96 672 07:15 AM 0 277 258 535 0 0 0 0 0 83 30 113 13 0 83 96 744 07:30 AM 0 262 226 488 0 0 0 0 0 79 48 127 15 0 118 133 748 07:45 AM 0 245 254 499 0 0 0 0 0 82 41 123 4 0 70 74 696 Total Volume 0 1053 948 2001 0 0 0 0 0 319 141 460 40 0 359 399 2860 % App. Total 0 52.6 47.4 0 0 0 0 69.3 30.7 10 0 90
PHF .000 .950 .919 .935 .000 .000 .000 .000 .000 .961 .734 .906 .667 .000 .761 .750 .956 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
[email protected]

3.1-3
Item Number: 1.

Page 1169 of 2902 ends

File Name : 01_DHS_GA10EAM
Site Code : 051-2515
Start Date : 2/20/2025
Page No : 2
City of Desert Hot Springs
N/S: Gene Autry Trail
E/W: I-10 Eastbound Ramps
Weather: Clear
Gene Autry Trail
I-10 Eastbound Off Ramp
I-10 Eastbound On Ramp
Gene Autry Trail
Right
948
Thru
1053
Left
0 Out In Total
359 2001 2360
Right
0 Thru
0 Left
0 Out Total In
141 0 141
Left
0 Thru
319
Right
141
Out In Total
1412 460 1872
Left
40 Thru
0 Right
359
Total Out In
948 399 1347
Peak Hour Begins at 07:00 AM
Passenger Vehicles
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 07:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:00 AM 07:00 AM 07:00 AM 07:00 AM
+0 mins. 0 269 210 479 0 0 0 0 0 75 22 97 8 0 88 96
+15 mins. 0 277 258 535 0 0 0 0 0 83 30 113 13 0 83 96
+30 mins. 0 262 226 488 0 0 0 0 0 79 48 127 15 0 118 133 +45 mins. 0 245 254 499 0 0 0 0 0 82 41 123 4 0 70 74
Total Volume 0 1053 948 2001 0 0 0 0 0 319 141 460 40 0 359 399 % App. Total 0 52.6 47.4 0 0 0 0 69.3 30.7 10 0 90
PHF .000 .950 .919 .935 .000 .000 .000 .000 .000 .961 .734 .906 .667 .000 .761 .750 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
[email protected]

3.1-4
Item Number: 1.

Page 1170 of 2902 ends

File Name : 01_DHS_GA10EAM
Site Code : 051-2515
Start Date : 2/20/2025
Page No : 1
City of Desert Hot Springs
N/S: Gene Autry Trail
E/W: I-10 Eastbound Ramps
Weather: Clear
Groups Printed- Large 2 Axle Vehicles
Gene Autry Trail
Southbound
I-10 Eastbound On Ramp
Westbound
Gene Autry Trail
Northbound
I-10 Eastbound Off Ramp
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 6 9 15 0 0 0 0 0 5 1 6 1 0 5 6 27
07:15 AM 0 8 8 16 0 0 0 0 0 4 0 4 0 0 6 6 26
07:30 AM 0 9 6 15 0 0 0 0 0 6 3 9 1 0 2 3 27
07:45 AM 0 8 5 13 0 0 0 0 0 3 1 4 0 0 6 6 23
Total 0 31 28 59 0 0 0 0 0 18 5 23 2 0 19 21 103
08:00 AM 0 5 7 12 0 0 0 0 0 3 1 4 1 0 3 4 20
08:15 AM 0 8 5 13 0 0 0 0 0 1 1 2 4 0 3 7 22
08:30 AM 0 7 2 9 0 0 0 0 0 3 2 5 1 0 2 3 17
08:45 AM 0 7 3 10 0 0 0 0 0 4 0 4 0 0 4 4 18
Total 0 27 17 44 0 0 0 0 0 11 4 15 6 0 12 18 77
Grand Total 0 58 45 103 0 0 0 0 0 29 9 38 8 0 31 39 180 Apprch % 0 56.3 43.7 0 0 0 0 76.3 23.7 20.5 0 79.5
Total % 0 32.2 25 57.2 0 0 0 0 0 16.1 5 21.1 4.4 0 17.2 21.7 Gene Autry Trail
Southbound
I-10 Eastbound On Ramp
Westbound
Gene Autry Trail
Northbound
I-10 Eastbound Off Ramp
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 07:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM
07:00 AM 0 6 9 15 0 0 0 0 0 5 1 6 1 0 5 6 27
07:15 AM 0 8 8 16 0 0 0 0 0 4 0 4 0 0 6 6 26
07:30 AM 0 9 6 15 0 0 0 0 0 6 3 9 1 0 2 3 27
07:45 AM 0 8 5 13 0 0 0 0 0 3 1 4 0 0 6 6 23
Total Volume 0 31 28 59 0 0 0 0 0 18 5 23 2 0 19 21 103 % App. Total 0 52.5 47.5 0 0 0 0 78.3 21.7 9.5 0 90.5
PHF .000 .861 .778 .922 .000 .000 .000 .000 .000 .750 .417 .639 .500 .000 .792 .875 .954 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
[email protected]

3.1-5
Item Number: 1.

Page 1171 of 2902 ends

File Name : 01_DHS_GA10EAM
Site Code : 051-2515
Start Date : 2/20/2025
Page No : 2
City of Desert Hot Springs
N/S: Gene Autry Trail
E/W: I-10 Eastbound Ramps
Weather: Clear
Gene Autry Trail
I-10 Eastbound Off Ramp
I-10 Eastbound On Ramp
Gene Autry Trail
Right
28 Thru
31 Left
0 Out In Total
20 59 79
Right
0 Thru
0 Left
0 Out Total In
5 0 5
Left
0 Thru
18 Right
5 Out In Total
50 23 73
Left
2 Thru
0 Right
19 Total Out In
28 21 49
Peak Hour Begins at 07:00 AM
Large 2 Axle Vehicles
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 07:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:00 AM 07:00 AM 07:00 AM 07:00 AM
+0 mins. 0 6 9 15 0 0 0 0 0 5 1 6 1 0 5 6
+15 mins. 0 8 8 16 0 0 0 0 0 4 0 4 0 0 6 6
+30 mins. 0 9 6 15 0 0 0 0 0 6 3 9 1 0 2 3
+45 mins. 0 8 5 13 0 0 0 0 0 3 1 4 0 0 6 6
Total Volume 0 31 28 59 0 0 0 0 0 18 5 23 2 0 19 21
% App. Total 0 52.5 47.5 0 0 0 0 78.3 21.7 9.5 0 90.5
PHF .000 .861 .778 .922 .000 .000 .000 .000 .000 .750 .417 .639 .500 .000 .792 .875 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
[email protected]

3.1-6
Item Number: 1.

Page 1172 of 2902 ends

File Name : 01_DHS_GA10EAM
Site Code : 051-2515
Start Date : 2/20/2025
Page No : 1
City of Desert Hot Springs
N/S: Gene Autry Trail
E/W: I-10 Eastbound Ramps
Weather: Clear
Groups Printed- 3 Axle Vehicles
Gene Autry Trail
Southbound
I-10 Eastbound On Ramp
Westbound
Gene Autry Trail
Northbound
I-10 Eastbound Off Ramp
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 6 3 9 0 0 0 0 0 0 0 0 0 0 3 3 12
07:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 2 2
07:30 AM 0 1 2 3 0 0 0 0 0 3 0 3 0 0 1 1 7
07:45 AM 0 2 1 3 0 0 0 0 0 3 1 4 0 0 0 0 7
Total 0 9 6 15 0 0 0 0 0 6 1 7 0 0 6 6 28
08:00 AM 0 2 0 2 0 0 0 0 0 2 0 2 0 0 1 1 5
08:15 AM 0 3 0 3 0 0 0 0 0 0 2 2 1 0 1 2 7
08:30 AM 0 0 2 2 0 0 0 0 0 1 0 1 0 0 2 2 5
08:45 AM 0 1 1 2 0 0 0 0 0 0 0 0 0 0 1 1 3
Total 0 6 3 9 0 0 0 0 0 3 2 5 1 0 5 6 20
Grand Total 0 15 9 24 0 0 0 0 0 9 3 12 1 0 11 12 48
Apprch % 0 62.5 37.5 0 0 0 0 75 25 8.3 0 91.7
Total % 0 31.2 18.8 50 0 0 0 0 0 18.8 6.2 25 2.1 0 22.9 25 Gene Autry Trail
Southbound
I-10 Eastbound On Ramp
Westbound
Gene Autry Trail
Northbound
I-10 Eastbound Off Ramp
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 07:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM
07:00 AM 0 6 3 9 0 0 0 0 0 0 0 0 0 0 3 3 12
07:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 2 2
07:30 AM 0 1 2 3 0 0 0 0 0 3 0 3 0 0 1 1 7
07:45 AM 0 2 1 3 0 0 0 0 0 3 1 4 0 0 0 0 7
Total Volume 0 9 6 15 0 0 0 0 0 6 1 7 0 0 6 6 28
% App. Total 0 60 40 0 0 0 0 85.7 14.3 0 0 100
PHF .000 .375 .500 .417 .000 .000 .000 .000 .000 .500 .250 .438 .000 .000 .500 .500 .583 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
[email protected]

3.1-7
Item Number: 1.

Page 1173 of 2902 ends

File Name : 01_DHS_GA10EAM
Site Code : 051-2515
Start Date : 2/20/2025
Page No : 2
City of Desert Hot Springs
N/S: Gene Autry Trail
E/W: I-10 Eastbound Ramps
Weather: Clear
Gene Autry Trail
I-10 Eastbound Off Ramp
I-10 Eastbound On Ramp
Gene Autry Trail
Right
6 Thru
9 Left
0 Out In Total
6 15 21
Right
0 Thru
0 Left
0 Out Total In
1 0 1
Left
0 Thru
6 Right
1 Out In Total
15 7 22
Left
0 Thru
0 Right
6 Total Out In
6 6 12
Peak Hour Begins at 07:00 AM
3 Axle Vehicles
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 07:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:00 AM 07:00 AM 07:00 AM 07:00 AM
+0 mins. 0 6 3 9 0 0 0 0 0 0 0 0 0 0 3 3
+15 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 2
+30 mins. 0 1 2 3 0 0 0 0 0 3 0 3 0 0 1 1
+45 mins. 0 2 1 3 0 0 0 0 0 3 1 4 0 0 0 0
Total Volume 0 9 6 15 0 0 0 0 0 6 1 7 0 0 6 6
% App. Total 0 60 40 0 0 0 0 85.7 14.3 0 0 100
PHF .000 .375 .500 .417 .000 .000 .000 .000 .000 .500 .250 .438 .000 .000 .500 .500 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
[email protected]

3.1-8
Item Number: 1.

Page 1174 of 2902 ends

File Name : 01_DHS_GA10EAM
Site Code : 051-2515
Start Date : 2/20/2025
Page No : 1
City of Desert Hot Springs
N/S: Gene Autry Trail
E/W: I-10 Eastbound Ramps
Weather: Clear
Groups Printed- 4+ Axle Trucks
Gene Autry Trail
Southbound
I-10 Eastbound On Ramp
Westbound
Gene Autry Trail
Northbound
I-10 Eastbound Off Ramp
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 1 0 1 0 0 0 0 0 0 0 0 2 0 3 5 6
07:15 AM 0 1 0 1 0 0 0 0 0 0 0 0 1 0 3 4 5
07:30 AM 0 1 1 2 0 0 0 0 0 0 0 0 4 0 1 5 7
07:45 AM 0 0 3 3 0 0 0 0 0 1 0 1 1 0 2 3 7
Total 0 3 4 7 0 0 0 0 0 1 0 1 8 0 9 17 25
08:00 AM 0 1 1 2 0 0 0 0 0 1 0 1 3 0 2 5 8
08:15 AM 0 0 0 0 0 0 0 0 0 1 0 1 1 0 2 3 4
08:30 AM 0 1 0 1 0 0 0 0 0 4 0 4 2 0 1 3 8
08:45 AM 0 0 2 2 0 0 0 0 0 1 0 1 2 0 3 5 8
Total 0 2 3 5 0 0 0 0 0 7 0 7 8 0 8 16 28
Grand Total 0 5 7 12 0 0 0 0 0 8 0 8 16 0 17 33 53
Apprch % 0 41.7 58.3 0 0 0 0 100 0 48.5 0 51.5
Total % 0 9.4 13.2 22.6 0 0 0 0 0 15.1 0 15.1 30.2 0 32.1 62.3 Gene Autry Trail
Southbound
I-10 Eastbound On Ramp
Westbound
Gene Autry Trail
Northbound
I-10 Eastbound Off Ramp
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 07:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM
07:00 AM 0 1 0 1 0 0 0 0 0 0 0 0 2 0 3 5 6
07:15 AM 0 1 0 1 0 0 0 0 0 0 0 0 1 0 3 4 5
07:30 AM 0 1 1 2 0 0 0 0 0 0 0 0 4 0 1 5 7
07:45 AM 0 0 3 3 0 0 0 0 0 1 0 1 1 0 2 3 7
Total Volume 0 3 4 7 0 0 0 0 0 1 0 1 8 0 9 17 25
% App. Total 0 42.9 57.1 0 0 0 0 100 0 47.1 0 52.9
PHF .000 .750 .333 .583 .000 .000 .000 .000 .000 .250 .000 .250 .500 .000 .750 .850 .893 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
[email protected]

3.1-9
Item Number: 1.

Page 1175 of 2902 ends

Desert Hot Springs City CouncilApril 21, 2026

Desert Hot Springs City Council
April 21, 2026