Palmdale City Council
March 18, 2025

Topographic Map Symbols
US Topo Map Symbols
We have searched USGS collections of current topographic maps and historical topographic maps for the project property. Below is a list of maps found for the project property and adjacent area. Maps are from 7.5 and 15 minute topographic map series, if available.

Year Map Series

2022 7.5
2018 7.5
2015 7.5
1974 7.5
1958 7.5
1937 7.5
1932 7.5
1958 15
2022
Source: USGS 7.5 Minute Topographic Map
Order No. 22080300932
0 0.25 0.50.125
Miles
Ritter Ridge, CA
Palmdale, CA
¯
Available Quadrangle(s):

PalmdaleRitter
Ridge
Palmdale
2018
Source: USGS 7.5 Minute Topographic Map
Order No. 22080300932
0 0.25 0.50.125
Miles
Ritter Ridge, CA
Palmdale, CA
¯
Available Quadrangle(s):

PalmdaleRitter
Ridge
Palmdale
2015
Source: USGS 7.5 Minute Topographic Map
Order No. 22080300932
0 0.25 0.50.125
Miles
Ritter Ridge, CA
Palmdale, CA
¯
Available Quadrangle(s):

PalmdaleRitter
Ridge
Palmdale
(1-1974)
Aerial Photo Year: 1974
Photo Revision Year: 1974
(2-1974)
Aerial Photo Year: 1974
Photo Revision Year: 1974
1974
Source: USGS 7.5 Minute Topographic Map
Order No. 22080300932
0 0.25 0.50.125
Miles
Palmdale, CA
Ritter Ridge, CA(2-1974)
Palmdale, CA(1-1974)
¯
Available Quadrangle(s):

PalmdaleRitter
Ridge
Palmdale
(1-1958)
Aerial Photo Year: 1956
(2-1958)
Aerial Photo Year: 1956
1958
Source: USGS 7.5 Minute Topographic Map
Order No. 22080300932
0 0.25 0.50.125
Miles
Palmdale, CA
Ritter Ridge, CA(2-1958)
Palmdale, CA(1-1958)
¯
Available Quadrangle(s):

PalmdaleRitter
Ridge
Palmdale
1937
Source: USGS 7.5 Minute Topographic Map
Order No. 22080300932
0 0.25 0.50.125
Miles
Palmdale, CA
¯
Available Quadrangle(s):

PalmdaleRitter
Ridge
Palmdale
1932
Source: USGS 7.5 Minute Topographic Map
Order No. 22080300932
0 0.25 0.50.125
Miles
Palmdale, CA
¯
Available Quadrangle(s):

PalmdaleRitter
Ridge
Palmdale
(1-1958)
Aerial Photo Year: 1956
1958
Source: USGS 15 Minute Topographic Map
Order No. 22080300932
0 0.25 0.50.125
Miles
Lancaster, CA(1-1958)
¯
Available Quadrangle(s):

Lancaster
Project Property:

Maverik Palmdale, CA

Highway 14 & Ave S

Palmdale,CA
Project No:
2380018XX
Requested By:

Cardno Inc.

Order No:
22080300932
Date Completed:

August 08, 2022
August 08, 2022
RE:

CITY DIRECTORY RESEARCH
Highway 14 & Ave S
Palmdale,CA
Thank you for contacting ERIS for an City Directory Search for the site described above. Our staff has conducted a reverse listing City Directory search to determine prior occupants of the subject site and adjacent properties. We have provided the nearest addresses(s) when adjacent addresses are not listed. If we have searched a range of addresses, all addresses in that range found in the Directory are included.

Note:

Reverse Listing Directories
generally are focused on more highly developed areas.

Newly developed areas may
be covered in the more recent years, but the older directories will tend to cover only the "central" parts of the city.

To
complete the search, we have either utilized the ACPL, Library of Congress, State Archives, and/or a regional library
or history center as well as multiple digitized directories.

These do not claim to be a complete collection of all
reverse listing city directories produced.

ERIS has made every effort to provide accurate and complete information but shall not be held liable for missing, incomplete or inaccurate information.

To complete this search we used the general range(s) below to search for relevant findings.

If you believe there are additional addresses or streets that require searching please contact us at 866-517-5204.

Search Criteria:

All of California 14
1-702 of W Avenue S
Search Notes:

Search Results Summary
Date
Source
Comment
2020

DIGITAL BUSINESS DIRECTORY
2016

DIGITAL BUSINESS DIRECTORY
2012

DIGITAL BUSINESS DIRECTORY
2007

DIGITAL BUSINESS DIRECTORY
2002

DIGITAL BUSINESS DIRECTORY
1995
HAINES
1991-92
HAINES
1987
HAINES
1981
HAINES
1975
HAINES
2020
CALIFORNIA 14
SOURCE: DIGITAL BUSINESS DIRECTORY
2020

W AVENUE S
SOURCE: DIGITAL BUSINESS DIRECTORY
Page:
3 Report ID: 22080300932 - 08/08/2022
www.erisinfo.com

NO LISTING FOUND
332

AHA VERDE MARKET
...

LIQUORS-RETAIL
332

ANTELOPE EXPRESS
...

AIRPORT TRANSPORTATION SERVICE
332

ANTELOPE EXPRESS
...

TOURSOPERATORS & PROMOTERS
332

ANTELOPE EXPRESS
...

BUSES-CHARTER & RENTAL
332

ANTELOPE EXPRESS
...

FEDERAL GOVERNMENT CONTRACTORS
332

PENSKE TRUCK RENTAL
...

TRUCK RENTING & LEASING
332

THOMPSON HARVEY BAY AREA LLC
...

REAL ESTATE MANAGEMENT
332

VILLAGE BARBER SHOP
...

BARBERS
343

ONE STOP MUFFLER & AUTO REPAIR
...

MUFFLERS & EXHAUST SYSTEMS-
ENGINE
360

A V INDEPENDENT TAXI CAB
...

TAXICABS & TRANSPORTATION SERVICE
548

KAREN RILEY
...

RESIDENTIAL
702

DEBRA LAUREN
...

RESIDENTIAL
702

MICHAEL GILBOY
...

RESIDENTIAL
2016
CALIFORNIA 14
SOURCE: DIGITAL BUSINESS DIRECTORY
2016

W AVENUE S
SOURCE: DIGITAL BUSINESS DIRECTORY
Page:
4 Report ID: 22080300932 - 08/08/2022
www.erisinfo.com

NO LISTING FOUND
332

AHA VERDE MARKET
...

LIQUORS-RETAIL
332

ANTELOPE EXPRESS
...

AIRPORT TRANSPORTATION SERVICE
332

ANTELOPE EXPRESS
...

BUSES-CHARTER & RENTAL
332

PENSKE TRUCK RENTAL
...

TRUCK RENTING & LEASING
332

PENSKE TRUCK RENTAL
...

BOXES-CORRUGATED & FIBER (WHLS)
343

ONE STOP MUFFLER & AUTO REPAIR
...

MUFFLERS & EXHAUST SYSTEMS-
ENGINE
360

A V INDEPENDENT TAXI CAB
...

TAXICABS & TRANSPORTATION SERVICE
503

PRIORITY CARE
...

HOME HEALTH SERVICE
548

KAREN RILEY
...

RESIDENTIAL
548

PAUL RILEY
...

RESIDENTIAL
548

PERFORMANCE TRANSMISSION
...

TRANSMISSIONS-AUTOMOBILE
548

PRECISION ENGINE BALANCING
...

ENGINES-REBUILDING & EXCHANGING
2012
CALIFORNIA 14
SOURCE: DIGITAL BUSINESS DIRECTORY
2012

W AVENUE S
SOURCE: DIGITAL BUSINESS DIRECTORY
Page:
5 Report ID: 22080300932 - 08/08/2022
www.erisinfo.com

NO LISTING FOUND
332

ANTELOPE EXPRESS
...

AIRPORT TRANSPORTATION SERVICE
332

PENSKE TRUCK RENTAL
...

TRUCK RENTING & LEASING
343

ONE STOP MUFFLER & AUTO REPAIR
...

MUFFLERS & EXHAUST SYSTEMS-
ENGINE
548

HEATHER RILEY
...

RESIDENTIAL
548

KAREN RILEY
...

RESIDENTIAL
548

PAUL RILEY
...

RESIDENTIAL
548

PRECISION ENGINE BALANCING
...

ENGINES-REBUILDING & EXCHANGING
2007
CALIFORNIA 14
SOURCE: DIGITAL BUSINESS DIRECTORY
2007

W AVENUE S
SOURCE: DIGITAL BUSINESS DIRECTORY
Page:
6 Report ID: 22080300932 - 08/08/2022
www.erisinfo.com

NO LISTING FOUND
332

ANTELOPE EXPRESS
...

AIRPORT TRANSPORTATION SERVICE
332

PENSKE TRUCK RENTAL
...

TRUCK RENTING & LEASING
343

ONE STOP MUFFLER & AUTO REPAIR
...

MUFFLERS & EXHAUST SYSTEMS-
ENGINE
548

PAUL RILEY
...

RESIDENTIAL
548

PRECISION ENGINE BALANCING
...

ENGINES-REBUILDING & EXCHANGING
702

JOSEPH RETHI
...

RESIDENTIAL
2002
CALIFORNIA 14
SOURCE: DIGITAL BUSINESS DIRECTORY
2002

W AVENUE S
SOURCE: DIGITAL BUSINESS DIRECTORY
Page:
7 Report ID: 22080300932 - 08/08/2022
www.erisinfo.com

NO LISTING FOUND
548

PAUL RILEY
...

RESIDENTIAL
548

PERFORMANCE TRANSMISSION
607

LITTLE KREEK RANCH
702

ATTILA A RETHI
...

RESIDENTIAL
702

JOSEPH RETHI
...

RESIDENTIAL
1995
CALIFORNIA 14
SOURCE: HAINES
1995

W AVENUE S
SOURCE: HAINES
Page:
8 Report ID: 22080300932 - 08/08/2022
www.erisinfo.com

STREET NOT LISTED
322

BRODT B D CRANE SRV
350

STEINMANN HANS G
548

RILEY PAUL
702

RETHI ATTILA A
702

RETHI JOSEPH
708

FESTHY ILONA
740

JOHNSON GLEN A
1010

MACUK SAM
1020
XXXX
1025

MONTOYA SUZANNE
1991-92
CALIFORNIA 14
SOURCE: HAINES
1991-92

W AVENUE S
SOURCE: HAINES
Page:
9 Report ID: 22080300932 - 08/08/2022
www.erisinfo.com

STREET NOT LISTED
322

BRODT B D CRANE SRV
350

STEINMANN HANS G
548

RILEY PAUL
702

RETHI JOSEPH
708
XXXX
740

JOHNSON GLEN A
1010

MACUK SAM
1020
XXXX
1130
XXXX
1222
XXXX
1987
CALIFORNIA 14
SOURCE: HAINES
1987

W AVENUE S
SOURCE: HAINES
Page:
10 Report ID: 22080300932 - 08/08/2022
www.erisinfo.com

STREET NOT LISTED
350

STEINMANN HANS G
548

RILEY PAUL
702

RETHI JOSEPH
708
XXXX
728

JOHNSON CARL A
740

JOHNSON GLEN A
1010

SHAW DAVID L
1020

FAHEY JOE S
1130
XXXX
1150

BEDNER V
1222
XXXX
1981
CALIFORNIA 14
SOURCE: HAINES
1981

W AVENUE S
SOURCE: HAINES
Page:
11 Report ID: 22080300932 - 08/08/2022
www.erisinfo.com

STREET NOT LISTED
548

JACOBSON T L
702
XXXX
708

EKLER LOUIS
1010

WILSON BEVERLY
1020

FAHEY JOE S
1130
XXXX
1150

MARAGIOGLIO CHAS
1222
XXXX
1975
CALIFORNIA 14
SOURCE: HAINES
1975

W AVENUE S
SOURCE: HAINES
Page:
12 Report ID: 22080300932 - 08/08/2022
www.erisinfo.com

STREET NOT LISTED
548

JACOBSON T L
708
XXXX
1130

ALDRICH V L
1150

PECK DONALD J
Project Property:

Project No:

Requested By:

Order No:

Date Completed:

Maverik Palmdale, CA
Highway 14 & Ave S
Palmdale CA
2380018XX
Cardno Inc.
22080300932
August 04, 2022
Please note that no information was found for your site or adjacent properties.

Potential Maverik Acquisition – Hwy 14 & Ave S, Palmdale, CA

Appendix
H
Prior Reports (intentionally left blank)

Potential Maverik Acquisition – Hwy 14 & Ave S, Palmdale, CA

Appendix
I
Resumes

www.cardno.com
RUSSELL D. HAMBLIN

Current Position
Principal Geologist and
National Client Manager
Profession
Environmental Consultant
Years' Experience
29 Joined Cardno
May 2014
Education
M.S., Geology/Paleoecology,
Brigham Young University,
Provo, UT, 1985
B.S., Geology, Oregon State
University, Corvallis, Oregon
1983
Professional Registrations

UT PG, ID PG, OR PG, WI PG
Affiliations
National Ground Water
Association

Summary of Experience
Mr Hamblin has over 29 years of professional experience in the environmental consulting field. He currently serves as a Principal Geologist, Business Development Practice Leader and a National Client Ma nager for Cardno. His experience has included local and regional operations management, geologic and hydrogeologic hazardous materials investigations, remedial activities, compliance and air permitting, geotechnical investigations, cartography, and due diligence-related environmental assessments. Mr Hamblin has served as field supervisor and project manager for numerous environmental site assessments (ESAs), hydrogeologic assessments, solid waste assessments, industrial and agr icultural waste compliance projects, environmental due diligence assessments, an d underground storage tank (UST) investigations and related remedial activiti es throughout the United States and Canada.

Mr Hamblin has also provided project ma nagement services on industrial-related remediation and compliance projects through out the United States. Specific tasks include planning, conducting, and managing soil and groundwater sampling at hazardous and industrial waste sites; interpreting geologic and hydrogeologic conditions and laboratory analytical results; designing and implementing soil and groundwater remediation systems; obtaini ng air operational permits; client and regulatory agency contact; and preparing and editing final reports.

As a regional manager with SECOR from 2002 to 2005, Mr Hamblin managed over 9 offices including offices in Utah, Mont ana, Arizona, Nevada, Texas, Louisiana, and Oklahoma. As part of this assignment, Mr Hamblin provided leadership and a corporate vision for the regional offices to manage and mentor other senior and principal staff to carry forth a multi-disciplined operation to care for client and program needs at the highest level of professionalism. Areas of for mentoring of staff included holding workshops in key improvement issues su ch as professionalism, leadership, management, effective client development, time and cost efficiency, corporate and personal health and safety, and innovation to wards solving complex environmental problems. Mr Hamblin was also responsible for ensuring appropriate execution of the client projects; review of office and regional monthly profit and loss reports with senior staff; conducting marketing and sales meetings to ensure appropriate level of balance between business development and billable client work; regular communication with other regional managers to support national clients, national business development opportunities, and holding of regular staffing and load levelling conference calls; and initial and support local and national recruiting needs. Regional management duties also included holding project and client managers ac countable for budgets; marketing, junior staff reviews mentoring, and accounts receivables.

Selected Project Experience

Russell D. Hamblin, P.G.
www.cardno.com

www.cardno.com
RUSSELL D. HAMBLIN

Professional History

Farmland Remedial Investigations
Investigation and remedial activities at 180,000-acre Cattle and Sheep ranches in Central and Eastern Montana. The total environmental spend was $475,000. Activities included the investigation and soil and groundwater remediation at various ranch and farm-related facilities at each of these ranches including, several localized farm-related landfills, fuelling centers with USTs and ASTs, farm vehicle maintenance shops, drum storage areas, wood post treatment centers, and cattle and sheep dip tank operations. Hundreds of soil and groundwater samples were collected and analyzed and several groundwater monitoring wells were installed to establish groundwater networks for each area of investigation and remediation. Approximately 5,000 tons of soil contaminated with RCRA 8 metals (includingPb and As), petroleum (diesel, gasoline, and used oil), pentachlorophenol, dioxins, and pesticides (including DDT and Beta-BHC) were permitted and transported to various state and federal solid waste landfills including approximately 700 tons transported to a hazardous waste facility in Idaho. Penta, dioxin, and pesticide-contaminated groundwater from abandoned wood post treatment centers and sheep dip tank areas were treated via post excavation natural attenuation. Additional remediation activities of groundwater contaminated with DDT and beta-BHC required installation of an in situ groundwater infiltration curtain consisting of enclosed filter fabric filled with activated granular carbon charcoal material, various reactive chemicals, and fungus-containing pine tree bark chips designed to react and adsorb the dissolved Beta-BHC contaminants. Regulatory No Further Action Status letters were submitted by the MT Department of Environmental Quality for the closures of each of these facilities.

Investigation and remediation activities of soil and groundwater at a 275-arce sod farm in Northern Utah. The total environmental spend was $140,000. Activities included the investigation and soil and groundwater remediation at various farm-related facilities including three AST fueling centers and a farm vehicle maintenance shop with a drum storage area.

Nearly 100 soil and groundwater samples were collected and analyzed and four groundwater monitoring wells were installed to establish a groundwater monitoring network one area of investigation and remediation. Diesel, gasoline, and used oil petroleum-related compounds were the main contaminants of concern. Approximately 500 tons of contaminated soil were removed from the three areas of investigation and transported to a local bioremediation repository near Salt Lake City, Utah. Groundwater was treated with several applications of an oxygen release compound (ORC). The ORC material was injected into on-site monitoring wells and directly into an open excavation to expedite the remediation process. Once confirmation sampling confirmed that site soils and groundwater reached compliance with respect to State of Utah screening levels, the remediation team applied for and obtained an Enforceable Written Assurance (EWA) letter, on a fast-track basis, with the Utah Division of Environmental Response and Remediation. T he EWA letter allowed for the sale of the property to be completed.

Investigation and remediation activities of soil at a 2,500-arce hay farm in Northern California. The total environmental spend was $30,000. Activities included the investigation and soil remediation at various farm-related facilities including a farm equipment storage and wash area, a drum storage area, and two AST fuelling centers. Approximately 30 soil and groundwater samples were collected and analyzed to determine the extent of contamination in these farm facilities. Diesel, gasoline, and used oil petroleum-related compounds were the main contaminants of concern. Approximately 175 tons of contaminated soil were removed from the three areas of investigation and transported to an on-site treatment cell constructed for this remediation activity. Contaminated soils were spread to a thickness of approximately 12 to 16 inches and contained on a plastic liner in a berm area in a remote location at the farm. The soils were treated with bioremediation and oxygen release compounds to allow for ex-situ bio-chemical degradation of the hydrocarbons in the soil.

Following four months of product applications, tilling, and watering of the soil, the contaminant levels decreased within California Regional Water Quality Control Board soil

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RUSSELL D. HAMBLIN

clean-up criteria and the treated soils were reused on site in non-farming areas.

Investigation and remediation activities of soil at three 500-arce grape vineyards in the Southern San Joaquin Valley, California. The total environmental spend was $130,000.

Activities included the investigation and soil remediation at various farm-related facilities including farm AST fuelling centers and drum storage area. Approximately 90 soil samples were collected and analyzed to determine the extent of contamination in these farm facilities.

Diesel and used oil petroleum-related compounds were the main contaminants of concern.

Approximately 500 tons of contaminated soil were removed from the three areas of investigation and transported to an off-site bioremediation treatment center for this remediation activity. The remediation team coor dinated investigation, remediation, and site closure activities with the Kern County Environmental Department and the Central Valley Regional Water Quality Control Board for No Further Action Status at each of the three sites.

Investigation and remediation activities of soil at a farm labor camp and abandoned orange orchard totalling approximately 1,000 acres of derelict farm properties, located approximately 50 miles south of Tampa, Florida. The total environmental spend was $72,000. Farm facilities consisted of an abandoned orange orchard with several AST fuel storage areas where about 400 tons of diesel-contaminated soils were excavated and transported to a county landfill. The services also included an investigation and soil remediation of approximately 100 tons of pesticide-contaminated and heavy oil contaminated soil associated with a former agricultural vehicle wash pad.

Completed several other farm-related investigation and remedial activities at contaminated agricultural sites in Eastern Montana, Southern Georgia, Northern California, Central California, Western Kansas, and in Northern Utah.

Mining-Related Investigations
In 2006-2007 Mr. Hamblin conducted detailed due diligence-related studies including a Phase I ESA, Expanded Phase I ESAs, and Phase II ESA sampling and analyses for a approximately 500-acre abandoned uranium mine site on Prince of Wales Island in Alaska.

The studies included contamination assessments of uranium and other radioactive compounds and heavy metals of four areas where mine-related waste material have been disposed. The goal of the investigation was to differentiate areas which have been affected by radioactive mine waste materials and areas of naturally high radioactivity, which have not been affected by mining activities and associated waste materials.

In 2007-2008 Mr. Hamblin completed due diligence studies at two large open pit mining operations within the Mesabi Range in northern Minnesota. Evaluated past and current environmental issues including areas of petro leum contamination from USTs and ASTs and current and futures status of the facilities’ Mine Closure Permit, Title V Air Quality Permit, and National Pollutant Discharge Elimination System (NPDES) permits with the State of Minnesota Department of Natural Resources and Pollution Control Agency to determine current and future liabilities for the prospective purchaser. This assessment was to allow the client to satisfy one of the requirements to qualify for the innocent landowner, contiguous property owner, or bona fide prospective purchaser limitations on CERCLA liability. The scope of services also included sampling and analyses of near surface soils in an abandoned explosives magazine. This assessment constituted all appropriate inquiry into the previous ownership and uses of the site consistent with good commercial or customary practice, as defined in 42 U.S.C. § 9601(35)(B) of CERCLA.

Conducted detailed due diligence-related studies on a mining operation in Emery County Utah including evaluation of facility compliance related to the use of on-site organic solvents; spill containment and integrity of aboveground storage tanks; evaluation of wastewater discharge permits; waste-rock storage evaluation; and ore processing operation.

Participated in the writing and review of several chapters of a Hydrologic Description Section

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RUSSELL D. HAMBLIN

of an underground mine permit for proposed coal mining in western Colorado. The purpose of the Hydrologic Description was to evaluate the potential hydrologic consequences of additional underground mining operations. Evaluations included the study of groundwater chemistry from existing groundwater monitoring wells and surface water monitoring locations (including creeks and springs) and proposing additional monitoring wells to fill data gaps related to proposed additional mining locations.

Managed a team that completed and submitted a Notice of Intent (NOI) to Utah’s Division of Air Quality as part of the Air Quality permitting process for a client conducting mining and milling of copper and other precious metals in Southern Utah. Services also included completing a fugitive dust permit and a compliance program to implement and stay in compliance with the air quality permit.

Conducted soil and vegetation sampling in Juab County as part of a University academic study on the potential for heavy metal (Cu, Au, Ag) absorption by desert flora. Tasks included field sampling, mapping, and laboratory sample preparation.

Manufacturing and Hazardous Waste-Related Investigations Managed soil and groundwater assessments at chemical and industrial manufacturing facilities in Oregon, California, and Utah, including RCRA and CERCLA facilities. Soil and groundwater studies involved the investigations and remediation of halogenated and aromatic volatile constituents, petroleum (gasoline diesel, and waste oil) products and metals.

Managed a preliminary RCRA soil sampling investigation and completed a RCRA Facilities Investigation (RFI) Work Plan development at a solvent recovery in the Portland Oregon, area. Services have also included negotiations with state [Oregon Department of Environmental Quality (DEQ)] and Federal (EPA) regulatory agencies for corrective measures study (CMS).

Performed Hydrogeologic Assessment Report (HAR) studies for the State of California's Regional Water Quality Control Board (RQCB) at two chemical manufacturing facilities in Bakersfield and Fresno County. The study at the Fresno County facility involved investigation of radionuclides, metals, sulfuric acid, and dissolved solids. The Bakersfield facility involved the investigation of metals and chlorinated solvents. Both HARs included aquifer testing and characterization.

Conducted groundwater assessments and Solid Waste Assessment Testing (SWAT) for the State of California at several landfills, including sites near Fresno, Modesto, Visalia, and Corcoran. The studies included ongoing groundwater monitoring and aquifer- and vadose- zone monitoring.

Performed hydrogeologic investigations at several agricultural impoundment facilities throughout the West Coast. Included evaluation of pesticide and agricultural chemical source areas, including USTs, lined ponds, and unlined impoundments. Agricultural chemical included organophosphorus and chlorinated pesticides, carbonated and phenoxy herbicides investigations included soil and groundwater investigations and on-going quarterly groundwater monitoring.

Managed installation of groundwater remediation network at an NPL Superfund site in Salt Lake City, Utah. This remedial investigation included installation of extraction wells and piezometers, well development, soil sampling, step drawdown testing and evaluation, and well modification to network with an air-stripping system.

Conducted and managed a Remedial Investigation (Rl) at a major paper products facility in Portland, Oregon. Multiple investigations were conducted at this facility concurrently, based on CERCLA investigation protocols, following the removal of over 25 USTs, which previously

www.cardno.com
RUSSELL D. HAMBLIN

contained various ethyl-based alcohols, MIBK, toluene, and diesel and gasoline fuels. Soil and groundwater samples were analyzed for several other organic chemicals including chlorinated solvents (TCE and PCE) and total priority pollutant metals. A vapor extraction system was designed, pilot tested, and installed at this site to remediate toluene-impacted soils.

Managed the design, implementation, and monitoring of five vapor extraction systems for soil and groundwater remediation systems at several UST and hazardous waste facilities in Oregon and Utah.

Designed and installed a vapor extraction/air sparging dual system at a wood products facility in North Bend, Oregon. The System operated for approximately 1.5 years and was successful in remediation of soil and shallow groundwater contaminated with mineral spirits.

Multiple remedial investigations were also conducted at this facility to evaluate and assess hydraulic oil, mineral spirits, diesel, and gasoline contaminated soil and groundwater.

Managed design, implementation, and monitoring of soil mounding and venting bioremediation systems. Included treatment of over 1,000 cubic yards of excavated soils contaminated with gasoline, heavy fuels, and waste oil via injection of nitrogen and phosphate nutrients, microbes, and emulsifiers for bioremediation at an 80-year-old bulk storage facility for a major petroleum company in Cornelius, Oregon. Completion of the bioventing mound was accomplished in approximately one year.

Conducted feasibility studies at industrial waste facilities for soil and groundwater remediation considerations; including comp leting aquifer slug and pumping tests, vapor extraction pilot testing, air sparging pilot testing, soil permeability assessments, chemical evaluation, and historical research. Mr. Hamblin utilized data from these studies to evaluate the most feasible and cost-effective remedial action alternatives.

Designed, installed, and operated soil vapor extraction (SVE) system for a paper products company in Portland, Oregon, for the remediation of toluene-contaminated soils.

Underground Storage Tank (UST) Remedial Investigations
Managed soil and groundwater investigations and remediation relating to (Leaking Underground Storage Ta nks (LUST systems at over 100 service station facilities and Managed soil and groundwater investigations and remediation relating to bulk chemical plants for major oil companies (7-Eleven, Texaco, Mid-State Petroleum, Unocal, ARCO, and Pennzoil) sites in Oregon, California, Washington, Idaho, and Utah. Projects included UST decommissioning, site inspections, initial contaminant abatement measures, follow-up soil and groundwater investigation to define the extent of contamination, and Feasibility Studies (FSs) for on-site and off-site remediation.

Managed a $1.25 million remediation project fo r a major US oil co mpany in a rural community in southern Utah. Remedial inve stigations included installation of 16 groundwater monitoring wells and 20 remediation wells, including 10 extraction wells, seven monitoring wells, and three injecti on wells. Well depths ranged from 40 to 120 feet. Remedial investigations also included quarterly groundwater monitoring, natural attenuation monitoring and evaluations, devel opment of a remedial strategy, evaluation of light non-aqueous phase liquid (LNAPL), soil vapor extraction (SVE) and high vacuum (HiVac) pilot testing, ecologic and human health risk assessment, indoor air quality monitoring and evaluation, remedial design, and SVE/HiVa c system installation, operation, monitoring, and maintenance. Also conducted sound monitoring and assisted with the design and construction of sound attenuation measures for the remediation system, which included a sound attenuation barrier and silencer emissions stack.

Project management duties also included holding public meetings, preparation and

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RUSSELL D. HAMBLIN

publication of community newsletter for public awareness, and conducting community public relations for the client.

Expert Witness
Served as an expert witness on a case in Hillsboro, Oregon for an owner of a gasoline service station who was in part bought out by the state of Oregon Highway Division as part of a state road expansion project. The buy-out resulted in the closure of the gasoline retail operation, and because contamination was encountered during closure of the USTs, the State offered minimal financial reimbursement for the property. Legal counsel and Mr.

Hamblin were successful in negotiating additional State money for our client based on the argument that retail gasoline operations could have been reopened while in situ vapor extraction remedial activities were completed on site if the State had not purchased the property.

Due Diligence-Related Property Transfer Assessments and Auditing Completed and managed over 1,600 Phase I and Phase II property transfer assessments for various landowners, land developers, commercial lending institutions, and industrial facilities in over 30 U.S. states, three Canadian Provinces, and Baja California, Mexico.

Managed and performed over 100 transaction screen process (TSP) investigations of proposed cellular tower sites in accordance with ASTM standards in Utah and Idaho for a major regional FCC-regulated cellular telecommunications company. TSPs were augmented with inquiries into National Environmental Policy Act (NEPA) issues including wilderness areas, wildlife preserves, endangered species, flood plains, wetlands, and archeological sites.

Managed a nationwide program that included Phase I, Phase II, and geotechnical investigations on over 1,300 sites for a worldwide church organization since 1993. Projects have included residential, agricultural, industrial, and commercial properties throughout the United States and Canada.

Conducted a Phase I environmental site assessment and an Environmental Compliance Audit for a facility in Utah that manufactures storage retrieval cranes and automated guided vehicles. Also managed a RCRA and Industrial Waste Compliance Audit for a national jeweler manufacturer in Bountiful, Utah.

Other Environmental and Geologic Projects
Conducted a Geologic Investigation near the Weber State University Campus in Ogden, Utah to determine potential geologic hazards in a seismic-sensitive area. The field investigation consisted of excavating four test trenches perpendicular to mapped fault traces along the east and west property boundaries and associated reporting.

Performed a slope stability and geologic hazar ds investigation and geologic mapping and aerial photography interpretation at two sites under consideration for development in the hills near Ventura, California.

Coordinated and assisted with completion of a hazardous waste minimization plan for an industrial coated-paper products facility in Portland, Oregon.

Conducted geotechnical soil and groundwater characterization and environmental investigation at sites near Sanger, California, under consideration for use as winery stillage disposal fields. Included evaluation of metals, dissolved solids, and pH of soil and groundwater samples. Hydrogeologic data were based on evaluation of permeability, percolation, and infiltration tests and from hydrographs.

www.cardno.com
RUSSELL D. HAMBLIN

Conducted drilling, soil sampling, compaction testing and building materials testing and inspections for several geotechnical studies in the Fresno and Visalia areas of California.

Management and coordination of demolition projects and geotechnical-related studies associated with environmental due diligence services for a real estate investor in over 25 U.S. states.

Education
M.S., Geology, Brigham Young University, Provo, Utah, 1985 B.S., Geology, Oregon State University, Corvallis, Oregon, 1983 Career Summary
BSK and Associates: Visalia and Fresno, CA: Soil Technician and Staff Geologist, 1985- 1987
Kleinfelder and Associates: Fresno, CA: Staff Geologist, 1987-1988 Brown and Caldwell: Portland, OR: Senior Geologist, Project Manager, 1988-1991 SECOR International; Portland, OR and Salt Lake City, UT, Principal Geologist, Office Principal-in-Charge, Regional Manager; 1991-2005
SLR International Corporation; Salt Lake Ci ty, UT, Principal Geologist/Managing Principal; 2005-2014
Cardno, Salt Lake City, UT, Principal Geologist, Practice Leader, and National Client Manager, May 2014 to Present
Registrations/Certifications
Registered Professional Geologist, Oregon, 1989: No. 1057 Registered Professional Geologist, Idaho, 1990: No. 680 Professional Geologist, Utah, 2003: No. 5419780-2250
Certified UST Consultant, Utah, 1996-2004: No. CC0080
Additional training And certifications
40-Hour OSHA Health & Safety Certification (29 CFR 1910.120), 1988 40-Hour OSHA Health & Safety Annual Update Certification, 1997-2003 8-Hour OSHA Site Supervisor's Certification, 1995

PUBLICATIONS AND PRESENTATIONS
"The Stratigraphy and Depositional Environments of the Gebel EI-Rus area, Eastern Faiyum, Egypt'.

M.S. Thesis, BYU Geology Studies, Vol. 34, Pg. 1, 1987. 'The Geology of the Gebel EI-Rus Area and Archaeology Sites in the Eastern Faiyum, Egypt", excavations at Seila, Egypt, Religious Study Center, Brigham Young University, Provo, Utah, Vol. 1, 1988.

Alisha Harper

Current Position
Environmental Technician
II
Profession
Environmental Science
Years’ Experience
12+
Joined Cardno
January 2016
Education
Associates of Science,
Southern Utah University
2006
Certifications
40-Hour HAZWOPER
American Red Cross Adult
and Pediatric First
Aid/CPR/AED

Summary of Experience
Has 12+ years of experience providing key st aff-level support in environmental service sectors with a primary emphasis in envir onmental site assessments and remediation.

Projects are primarily U.S. domestic-based with some international projects. Key responsibilities include project management, report production, and product finalization.

Project management responsibilities include proposal preparation, project administration, client relations, field work scheduling, utility locate request, and deadline management.

Report production responsibilities include requesting/obtaining r egulatory database reports, prepares/submits FOIA requests, site visits, interviewing of regulatory agencies and property owner representatives, consoli dation of data, provides interpretative analysis of the data, technical writing, incorporating the data into the report in compliance with current ASTM Standards, and completion of site figures.

Product finalization responsibilities include report formatting, final report review, print to pdf, consolidation, and submission of the final product to the client.

Significant Experience
Phase I Environmental Site Assessments – Over the past 6.5 years, have managed over 350 Phase I Environmental Site As sessments (ESAs) to current ASTM Standard Practice E 1527-13, the new ASTM Standard Practice E 1527-21 standards, as well as HUD standards; including, but not limited to:
 Retail complexes
 Church/ Schools
 Residential Properties
 Municipal Properties
 Petroleum facilities
 Manufacturing plants
 Commercial properties
 Scout camps
 Agricultural/grazing land
Phase II Environmental Site Assessments – Supports and manages the production of Phase II Environmental Site Assessment reports with an in depth review of the regulatory history of the site as well as preparing CA DD report figures and the final support for formatting, word processing, and compilation of the final product.

Drafting – Drafted figures for Phase I ESAs and Phase II ESAs for the past 11 years in AutoCAD. Examples of drawings completed include, but not limit to:

 Site location maps
 Site plans
 Soil & groundwater sample locations
 Wetlands Delineation
 Flood Plain
 Radon Maps
 Boring Logs/GINT
 Quarterly reports for groundwater monitoring
 Geologic cross-section

Alisha Harper

Administrative – Support and managed office and administrative duties for an Engineering firm from 2007 to 2010. Duties include office operations and was tasked with creating/processing client invoicing, accounts payable/receivable, proposal identification and production, client networkin g, and creation of marketing material in Photoshop and Microsoft PowerPoint.

Experienced in the following software:

 Microsoft Suite including:
 Word
 Excel
 PowerPoint
 Outlook
 Adobe including:
 Photoshop
 Acrobat
 Autodesk AutoCAD
 gINT

Potential Maverik Acquisition – Hwy 14 & Ave S, Palmdale, CA

Appendix
J
Laboratory Reports (intentionally left blank)

Potential Maverik Acquisition – Hwy 14 & Ave S, Palmdale, CA

Appendix
K
Other Supporting Documentation
Data Sources: California County Radon MapDate Created: 8/16/2022Date Revised: 8/16/2022File Path: C:\Users\alisha.strong\OneDrive - Cardno\Desktop\Projects\Maverik\1856 Maverik Palmdale, CA\1856 Figures\1856 Figures.dwgCAD Analyst: Alisha.Strong This map and all data contained within are supplied as is with no warranty. Cardno, Inc. expressly disclaims responsibility for damages or liability from any claims that may arise out of the use or misuse of this map. It is the sole responsibility of the user to determine if the data on this map meets the user’s needs. This map was not created as survey data, nor should it be used as such. It is the user’s responsibility to obtainproper survey data, prepared by a licensedsurveyor, where required by law.

Appendix K1: Radon MapMaverik - Palmdale, CAPotential Maverik LocationHighway 14 & Avenue SPalmdale, Los Angeles County, California1142 WEST 2320 SOUTH, SUITE AWEST VALLEY, UTAH 84119P: 801-256-3800 F: 801-973-1095Latitude: 34° 33' 32" NLongitude: -118° 8' 7" WProject No. 238001856

Project Property: Maverik Palmdale, CA
Highway 14 & Ave S
Palmdale CA
Project No: 2380018XX
Report Type: Vapor Report with Database Details
Order No: 22080300932v
Requested by: Cardno Inc.

Date Completed: August 16, 2022
2 erisinfo.com | Environmental Risk Information Services Order No: 22080300932v Table of Contents
Notice: IMPORTANT INFORMATION:

Service: Client has used a service offered by ERIS Information Inc. (" ERIS") to generate this report based upon certain search parameters set by Client, or in the case of ERIS's Vapor Encroachment Screening Tool and Checklist, certain search parameters set by ERIS and modified by Client (the " Service"). This report contains the results of a search conducted by ERIS of environmental records maintained by third parties. ERIS does not maintain, and has no responsibility for the accuracy or completeness of, such records.

Agreement: Client's use of the Service and any report generated thereby is subject to the Master Services Agreement previously entered into by Client and ERIS, or the terms and conditions accepted by Client in electronically submitting a request for the Service, (the " Agreement") and no provision of this Notice shall modify the Agreement.

To the extent there is a conflict between any provision of this Notice and any provision of the Agreement, the latter shall control.

Liability Limitation: ERIS's liability for the Service and this report shall be limited to the amount paid by Client for this report and as otherwise set forth in the Agreement.

Although in preparing this report ERIS has endeavored to present information that is accurate, ERIS will not have any liability for any errors, omissions or inaccuracies in such information, even if ERIS sets, or Client modifies, the parameters used to conduct the search.

Reliance on Report: This report (1) applies only to the address and the date specified on the cover page of this report and (2) is not a substitute for a Phase I Environmental Site Assessment, a Vapor Encroachment Assessment or any other similar assessment. It is solely intended to be used as a database search of current environmental records maintained by third parties, and Client should not rely on this report for any purpose for which it is not intended. Client may, in Client's discretion, modify search parameters within some of the tools of the Service that may affect the results for which ERIS is not responsible.

License for Use of Report : Client is licensed to use this report solely for its intended purpose as set forth in this Notice and the Agreement. No page of this report may be used by Client without including this report's cover page, this Notice and the project property identifier.

Client Liability: Use of the Service or this report in a manner contrary to this Notice or the Agreement will be a breach of contract and an infringement of ERIS's copyright and other intellectual property rights, for which ERIS will be entitled to damages and other remedies. In addition, upon any such breach or infringement, ERIS may terminate the Agreement, Client's account with ERIS, Client's license to use any reports previously generated for Client pursuant to the Service, and Client's future use of the Service.

Warranty Disclaimer : EXCEPT AS EXPRESSLY SET FORTH IN THE AGREEMENT, ERIS MAKES NO WARRANTY OR REPRESENTATION REGARDING THE SERVICE, THIS REPORT OR THE RESULTS OF ANY SEARCH CONDUCTED BY CLIENT USING THE SERVICE.

Ownership: Client may not use any of ERIS's trademarks or attribute any work product to ERIS other than as expressly set forth in this Notice or the Agreement. The Service and this reports are owned by ERIS (or its licensors) and protected by copyright and other intellectual property rights. No portion of this report may be , in whole or in part, modified, reproduced or transferred to a third party by Client, without the prior written consent of ERIS.

Table of Contents...........................................................................................2 Executive Summary........................................................................................3 Executive Summary: Report Summary.......................................................................................................................4 Map.................................................................................................................5 Detail Report...................................................................................................7 Appendix: Database Descriptions...................................................................8 3 erisinfo.com | Environmental Risk Information Services Order No: 22080300932v Executive Summary
This Report was produced through the ERIS Vapor Screening Tool. The ERIS Vapor Screening Tool and this report output are designed to help those in conducting a Vapor Encroachment Screening on a Property Involved in Real Estate Transactions under the ASTM Standard Designation E2600 – 15.

The following table lists the data sources searched and any hits in the Area of Concern (AOC) that have been included in the report.

The search distances listed are based on search distances used in the Database Report and the search results are grouped based on the minimum default search distances for Chemicals of Concern (COCs) and Petroleum Hydrocarbon Chemicals of Concern (PHCOCs) as outlined in E2600-15. The default AOC may be expanded or reduced by the environmental professional (adjusted AOC) using experience and professional judgment.

Standard Environmental Sources
Search Distance
(miles)*
Project
Property
Within
1/10
1/10
plus Total
Federal NPL site list 1.0 0 0 0 0
Federal Delisted NPL site list 0.5 0 0 0 0
Federal CERCLIS list 1.0 0 0 0 0
Federal CERCLIS NFRAP site list 0.5 0 0 0 0
Federal RCRA CORRACTS facilities list 1.0 0 0 0 0
Federal RCRA non-CORRACTS TSD facilities list 0.5 0 0 0 0 Federal RCRA generators list 0.25 0 0 0 0
Federal institutional control/engineering control registries 0.5 0 0 0 0 Federal ERNS list PO 0 0 0 0
State and tribal equivalent NPL 1.0 0 0 0 0
State and tribal equivalent CERCLIS 1.0 0 0 0 0
State and tribal landfill and/or solid waste disposal site lists 0.5 0 0 0 0 State and tribal leaking storage tank lists 0.5 0 0 0 0 State and Tribal registered storage tank lists 0.25 0 0 0 0 State and tribal institutional control/engineering control registries 0.5 0 0 0 0 State and tribal voluntary cleanup sites 0.5 0 0 0 0
State and tribal Brownfield sites 0.5 0 0 0 0
State Hazardous Waste Facilities 1.0 0 0 0 0
Others 0.5 0 0 0 0
Non Standard Environmental Sources
Federal Spill sites list 0.125 0 0 0 0
Federal Drycleaner Facilities 0.5 0 0 0 0
State and tribal equivalent CERCLIS 1.0 0 0 0 0
State Hazardous Waste Facilities 0.5 0 0 0 0
State and Tribal Spill sites list PO 0 0 0 0
State and Tribal Dry Cleaner Facilities 0.25 0 0 0 0
Others 1.0 0 0 0 0
Federal PFAS sites list 0.5 0 0 0 0
State and Tribal PFAS site list 0.5 0 0 0 0
* Please refer to the Appendix of this report to view specific databases searched within each category. Search distances within each category may vary by database - the largest search radius per category will be displayed.
4 erisinfo.com | Environmental Risk Information Services Order No: 22080300932v Executive Summary: Report Summary
Project Property: Maverik Palmdale, CA
Highway 14 & Ave S
Palmdale CA
PO No: 2380018XX
Order No: 22080300932v
Coordinates: 34.55892571, -118.13530699 Elevation: 2866.21 ft Project Property - Results
Map Key DB Company/Site Name Address Direction Distance (m/ft)
Elev Diff
(ft)
Page
Number
No records for the project property.

Surrounding Properties - Results
Map Key DB Company/Site Name Address Direction Distance (m/ft)
Elev Diff
(ft)
Page
Number
No records for the surrounding properties.
1/3 mile1/10 mile
Source: Esri, Maxar, Earthstar Geographics, and the GIS User Community Order No: 22080300932v
1:8119
Address: Highway 14 & Ave S,Palmdale,CA
© ERIS Information Inc.

Up-gradient
Down-gradient
Cross-gradients
1/3 mile 1/10 mile
Source: Esri, Maxar, Earthstar Geographics, and the GIS User Community 118°7'30"W118°9'W
34°34'30"N
34°34'30"N
34°33'N
34°33'N
Order No: 22080300932v
1:22572
Address: Highway 14 & Ave S,Palmdale,CA
© ERIS Information Inc.

7 erisinfo.com | Environmental Risk Information Services Order No: 22080300932v Detail Report
No details.
8 erisinfo.com | Environmental Risk Information Services Order No: 22080300932v Appendix: Database Descriptions
The following are data source listings found in the attached report. For full descriptions, please refer to the associated ERIS Database Report.

DB Database Name Publication Date Source Classification ASTM Category

Potential Maverik Acquisition – Hwy 14 & Ave S, Palmdale, CA

Appendix
L
Terminology
Phase I Environmental Site Assessment
Potential Maverik Acquisition – Hwy 14 & Ave S, Palmdale, CA

Terminology
The following provides definitions and descriptions of certain terms that may be used in this report. Italics indicate terms that are defined by ASTM Standard Practice E 1527-13. The Standard Practice should be referenced for further detail (such as the precise wording), related definitions, or additional explanation regarding the meaning of terms.
recognized environmental condition (REC) - the presence or likely presence of any hazardous substances or petroleum products in, on, or at the S ubject Property: (1) due to any release to the environment , (2) under conditions indicative of a release to the environment, or (3) under conditions that pose a material threat of a future release to the environment.
de minimis conditions – conditions that generally do not present a threat to human health or the environment and that generally would not be the subject of an enforcement action if brought to the attention of appropriate governmental agencies. Conditions determined to be de minimis are not recognized environmental conditions. historical recognized environmental condition (HREC ) – a past release of any hazardous substances in connection with the Subject Property and has been addressed to the satisfaction of the applicable regulatory authority or meeting unrestricted use criteria established by a regulatory authority, without subjecting the V to any required controls (e.g., property use restrictions, AULs, institutional controls, or engineering controls). The final decision rests with the environmental professional and will be influenced by the current impact of the historical recognized environmental condition on the Subject Property. controlled recognized environmental condition (CREC) – a recognized environmental condition resulting from a past release of hazardous substances or petroleum products that has been addressed to the satisfaction of the applicable regulatory authority (e.g., as evidenced by the issuance of a no further action letter or equivalent, or meeting risk-based criteria established by regulatory authority), with hazardous substances or petroleum products allowed to remain in place subject to the implementation of required controls. material threat – a physically observable or obvious threat that is reasonably likely to lead to a release that, in the opinion of the environmental professional, is threatening and might result in impact to public health or the environment. An example might include an aboveground storage tank system that contains a hazardous substance and that shows evidence of damage such that it may cause or contribute to tank integrity failure with a release of contents to the environment.
threat to human health or the environment – a substantial risk of harm to public health or the environment resulting from the presence or likely presence of an existing release, a past release, or a material threat of a release of any hazardous substances or petroleum products into structures on the Subject Property or into the ground, ground water, or surface water of the Subject Property. An example might include a release of a hazardous substance in concentrations exceeding applicable governmental agency standards under conditions that could reasonably and foreseeably result in substantial exposure to humans or substantial damage to natural resources. The risk of that exposure or damage would represent a threat to human health or the environment. generally would not be the subject of an enforcement action – the likelihood that an environmental condition would not be subject to enforcement action if brought to the attention of appropriate governmental agencies. If the circumstances suggest an enforcement action would be less likely than not, then the condition is considered to be generally not the likely the subject of an enforcement action.

Appendix H
Transportation Impact Analysis (TIA) Vehicle Miles
Travelled (VMT) Analysis
Prepared for:

44-600 Village Court, Suite 100
Palm Desert CA, 92260

Prepared by:

23905 Clinton Keith Road 114-280
Wildomar, CA 92595

August 2023
Maverik Gas Station
Transportation Impact Analysis

Maverik Gas Station TA Executive Summary
i

EXECUTIVE SUMMARY

Purpose of the Report
The purpose of this Transportation Impact Analysis (TIA) report is to analyze the site access and circulation constraints related to the provision of access to and from the proposed Maverik Gas Station project (Project), consistent with the Los Angeles County Public Works Transportation Impact Analysis Guidelines (Guidelines, July 23, 2020) . This TIA will also recommend transportation improvements to address any potential Project deficiencies on local and regional transportation facilities.

Project Overview
The Project is proposing the construction of a service station with 24 vehicle fueling positions and 5,637 square feet (sf) of convenience store. The Project is located at the northeast corner of Guyon Avenue and West Avenue S in the City of Palmdale. Access to the Project site will be provided via one (1) proposed ri ght-in/right-out only driveway along W Avenue S that will be restricted by the construction of a raised median and one (1) proposed driveway that would result as the north leg of the existing W Avenue S and Guyon Avenue intersection.

The project trip gene ration was calculated using the Institute of Transportation Engineers (ITE) Trip Generation Manual (TGM), 11th Edition. It is estimated that the project will generate 1,543 daily trips, 156 AM peak hour trips and 136 PM peak hour trips. Project trip distribution and assignment were developed, in coordination with City staff, based on the land use characteristics of the proposed project and surrounding area, existing travel patterns within the study are a and anticipated travel patterns to and from the project site. Project scenarios and study area intersections were then established in coordination with City staff to determine the potential operational deficiencies on the transportation network due to the construction of the Project.

Analysis Scenarios
• Existing Conditions (Year 2023)
• Opening Year 2024 (Existing + 3% Annual Ambient Growth) Conditions • Opening Year 2024 + Project Conditions

Study Area Intersections

1. Tierra Subida Avenue and W Avenue S

2. Guyon Avenue/Project Driveway 1 and W Avenue S

3. State Route (SR)-14 Southbound Ramps and W Avenue S

4. SR-14 Northbound Ramps and W Avenue S

Analysis Results and Recommendations

Existing Conditions (Year 2023)
All intersections are expected to operate at an acceptable LOS under Existing Conditions.

Opening Year 2024 Conditions
All intersections are expected to o perate at an acceptable LOS under Opening Year 2024 without Project Conditions.

Maverik Gas Station TA Executive Summary
ii
The Project would have a project related traffic operational deficiency under Opening Year 2024 with Project Conditions at the intersection of Guyo n Avenue/Project Driveway 1 and W Avenue S.

Installation of a traffic signal would improve the deficient intersection to operate at an acceptable level of services. The intersection warrants a signal under Opening Year 2024 With Project Conditions during the AM or PM peak hours.

Maverick Fueling Station TA Table of Content
i
Table of Contents
EXECUTIVE SUMMARY ............................................................................................................................................... I Purpose of the Report ..................................................................................................................................... i Project Overview ............................................................................................................................................. i Analysis Results and Recommendations ......................................................................................................... i

1.0 PROJECT INTRODUCTION .............................................................................................................................. 1 PROJECT DESCRIPTION ............................................................................................................................................. 1 STUDY AREA .......................................................................................................................................................... 1 PROJECT TRIP GENERATION ....................................................................................................................................... 1 PROJECT TRIP DISTRIBUTION AND ASSIGNMENT ............................................................................................................. 2 PROJECT ACCESS ..................................................................................................................................................... 2 PARKING ............................................................................................................................................................... 2

2.0 METHODOLOGIES ....................................................................................................................................... 6 STUDY SCENARIOS ................................................................................................................................................... 6 STUDY TIME PERIODS ............................................................................................................................................... 6 ANALYSIS METHODOLOGIES ...................................................................................................................................... 6 Intersection Capacity Analysis ....................................................................................................................... 7 Signalized Intersections ............................................................................................................................. 7 Traffic Signal Warrant Analysis ..................................................................................................................... 8 City of Palmdale General Plan Compliance .................................................................................................... 8

3.0 EXISTING CONDITIONS (YEAR 2023) .............................................................................................................. 9 ROADWAY NETWORK ............................................................................................................................................... 9 TRANSIT NETWORK .................................................................................................................................................. 9 ACTIVE TRANSPORTATION NETWORK ........................................................................................................................... 9 TRAFFIC VOLUMES .................................................................................................................................................. 9 ANALYSIS RESULTS .................................................................................................................................................. 9

4.0 OPENING YEAR 2024 CONDITIONS ................................................................................................................ 14 ANALYSIS RESULTS ................................................................................................................................................. 14 DEFICIENT INTERSECTIONS AND RECOMMENDED IMPROVEMENTS .................................................................................... 14

5.0 CONCLUSION ............................................................................................................................................ 18 List of Figures
FIGURE 1-1 – PROJECT SITE PLAN .................................................................................................................................. 3 FIGURE 1-2 – PROJECT STUDY AREA AND TRIP DISTIRBUTION .............................................................................................. 4 FIGURE 1-3 – PROJECT AM/PM PEAK HOUR INTERSECTION VOLUMES ................................................................................. 5 FIGURE 3-1 – CITY OF PALMDALE ROADWAY CLASSIFICATION MAP .................................................................................... 11 FIGURE 3-2 – CITY OF PALMDALE PLANNED BICYCLE NETWORK ......................................................................................... 12 FIGURE 3-3 – EXISTING CONDITIONS (YEAR 2023) AM/PM PEAK HOUR INTERSECTION VOLUMES ......................................... 13 FIGURE 4-1 – OPENING YEAR 2024 CONDITIONS AM/PM PEAK HOUR INTERSECTION VOLUMES ........................................... 16 FIGURE 4-2 – OPENING YEAR 2024 WITH PROJECT CONDITIONS AM/PM PEAK HOUR INTERSECTION VOLUMES ...................... 17 Maverick Fueling Station TA Table of Content
ii
List of Tables
TABLE 1-1 PROJECT TRIP GENERATION RATE ................................................................................................................... 2 TABLE 1-2 PROJECT TRIP GENERATION SUMMARY ............................................................................................................ 2 TABLE 2-1 VEHICULAR LEVEL OF SERVICE DEFINITIONS ....................................................................................................... 6 TABLE 2-2 SIGNALIZED INTERSECTION LEVEL OF SERVICE HCM OPERATIONAL ANALYSIS METHOD .............................................. 7 TABLE 2-3 LEVEL OF SERVICE CRITERIA FOR STOP CONTROLLED UNSIGNALIZED INTERSECTIONS .................................................. 8 TABLE 3-1 EXISTING CONDITIONS (YEAR 2023) INTERSECTION OPERATION ANALYSIS ........................................................... 10 TABLE 4-1 OPENING YEAR 2024 CONDITIONS INTERSECTION OPERATION ANALYSIS .............................................................. 14 TABLE 4-2 OPENING YEAR 2024 WITH PROJECT AND IMPROVEMENT CONDITIONS INTERSECTION OPERATION ANALYSIS ............. 15 TABLE 4-3 OPENING YEAR 2024 WITH PROJECT AND IMPROVEMENT CONDITIONS QUEUE ANALYSIS ....................................... 15 Appendices

APPENDIX A - SCOPING AGREEMENT

APPENDIX B - TRAFFIC COUNT DATA

APPENDIX C - EXISTING CONDITIONS PEAK HOUR INTERSECTION ANALYSIS WORKSHEETS APPENDIX D - OPENING YEAR 2024 CONDITIONS PEAK HOUR INTERSECTION ANALYSIS WORKSHEETS APPENDIX E - OPENING YEAR 2024 WITH PROJECT CONDITIONS PEAK HOUR INTERSECTION ANALYSIS WORKSHEETS APPENDIX F - OPENING YEAR 2024 WITH PROJECT AND IMPROVEMENT CONDITIONS ANALYSIS WORKSHEETS APPENDIX G – TRANSIT ROUTE INFORMATION
Maverick Gas Station TIA Project Introduction
1 1.0 PROJECT INTRODUCTION

The purpose of this Transportation Impact Analysis (TIA) report is to analyze the site access and circulation constraints related to the provision of access to and from the proposed Maverik Gas Station project (Project), consistent with the Los Angeles County Public Works Transportation Impact Analysis Guidelines (Guidelines, July 23, 2020) . This TIA will also recommend transportation improvements to address any potential Project deficiencies on local and regional transportation facilities.

PROJECT DESCRIPTION
The Project is proposing the construction of a service station with 24 vehicle fueling positions and 5,637 square feet (sf) of convenience store. The Project is located at the northeast corner of Guyon Avenue and West Avenue S in the City of Palmdale. Figure 1-1 shows the project site plan.

STUDY AREA
The study area for this project was developed consistent with the Guide lines, including all primary driveways and unsignalized or signalized intersections adjacent to the project or integral to project trip distribution. IEG prepared a scoping agreement defining the study area , which was reviewed and approved by City staff prior to the preparation of this TIA. Refer to Appendix A for approved scoping agreement.

Figure 1-2 presents the study area that includes the following key intersections:

1. Tierra Subida Avenue and W Avenue S

2. Guyon Avenue/Project Driveway 1 and W Avenue S

3. SR-14 Southbound Ramps and W Avenue S

4. SR-14 Northbound Ramps and W Avenue S

Turning movement counts for one weekday during the morning and evening peak hours were conducted on Tuesday, July 18, 2023. The turning movement counts are included in Appendix B. These counts were utilized in Synchro 11 software to determine LOS at all st udy intersections. Year 202 4 without Project traffic volumes were developed by adding a 3% annual growth for one year to the existing counts.

PROJECT TRIP GENERATION
Trip generation is a measure or forecast of the number of trips that begin or end at the project site.

The traffic generated is a function of the extent and type of development proposed for the site. These trips will result in some traffic increases on the streets where they occur. Per the TIA Guidelines, trip generation for proposed uses must be calculated based on rates from the Trip Generation Manual (TGM), 11th Edition, published by the Institute of Transportation Engineers (ITE). Project ITE average trip generation rates are presented in Table 1-1.

Maverick Gas Station TIA Project Introduction
2 Table 1-1
Project Trip Generation Rate
Land Use1 Units2 ITE LU
Code
AM Peak Hour PM Peak Hour
In Out Total In Out Total Daily
Convenience Store/Gas Station VFP 945 13.52 13.52 27.04 11.38 11.38 22.76 257.13 1 Trip Generation Source: Institute of Transportation Engineers, Trip Generation Manual, Eleventh Edition (2021). 2 VFP = Vehicle Fueling Positions
Table 1-2 su
mmarizes the calculated trip generation based on land use intensity associated with the Project. As shown, the Project is anticipated to generate approximately 1,543 new daily trips, 156 AM peak hour trips and 136 PM peak hour trips.

Table 1-2
Project Trip Generation Summary
Land Use1 Intensity Units 2 AM Peak Hour PM Peak Hour Daily In Out Total In Out Total
Convenience Store/Gas Station 24 VFP 324 324 648 273 273 546 6,171 Pass-by Reduction (76% - AM Peak, 75% - PM Peak &
Daily)3 246 246 492 205 205 410 4,628
Cumulative Total 78 78 156 68 68 136 1,543
1 Trip Generation Source: Institute of Transportation Engineers (ITE), Trip Generation Manual, Eleventh Edition (2021). 2 SF = Thousand Square Feet; VFP = Vehicle Fueling Positions 3 Pass-by reduction percentage is based on the ITE methodology per 2021 Pass-By Tables for ITE Trip Generation Appendices.

PROJECT TRIP DISTRIBUTION AND ASSIGNMENT
Trip distribution and assignment is the process of identifying the probable destinations, directions and traffic routes that project related traffic will affect. Once the proposed development’s trips have been estimated, they are assigned to the study area ne twork. For this development, the project trip distribution and assignment were developed, in coor dination with City staff, based on the land use characteristics of the proposed project and surrounding area, existing travel patterns within the study area, anticipated travel patterns to and from the project site, and approved projects located in the vicinity of the project site.

Figure 1-2 shows the trip distribution and Figure 1-3 shows the Project intersection turning movement volumes.

PROJECT ACCESS
Access to the Project site will be provided via one (1) proposed right-in/right-out only driveway along W Avenue S that will be restricted by the construction of a raised median and one (1) proposed driveway that would result as the north leg of the existing W Avenue S and Guyon Avenue intersection.

PARKING
The proposed development will provide on-site park ing spaces consistent with City of Palmdale minimum parking requirements.

Maverick Gas Station
Project Site Plan
Figure 1-1
3 Maverick Gas Station
Project Trip Distribution
Figure 1-2
LEGEND # Intersection Driveway
1 4
Maverick Gas Station
Project AM/PM
Peak Hour Intersection Volumes
Figure 1-3
0/0 = (AM/PM) Peak Hour Volumes
LEGEND
5 Maverick Gas Station TIA Methodologies
6 2.0 METHODOLOGIES
This section documents the methodologies and assumptions used to conduct the circulation impact analysis for the proposed project. This section contains the following background information:
• Study scenarios
• Study time periods
• Analysis methodologies
Refer to Appendix A for approved scoping agreement.

STUDY SCENARIOS
This report presents an analysis of the intersection operating conditions during the peak periods, which were selected in consultation with City staff for the following anticipated timeframe scenarios:
• Existing Conditions (Year 2023)
• Opening Year 2024 (Existing + 3% Annual Ambient Growth) Conditions • Opening Year 2024 + Project Conditions

STUDY TIME PERIODS
The Guidelines recommend the following peak hours for analysis:
• Weekday AM (peak hour between 7:00 AM and 9:00 AM)
• Weekday PM (peak hour between 4:00 PM and 6:00 PM)

ANALYSIS METHODOLOGIES
Street system operating conditions are typically described in terms of “level of service.” Level of service is a report-card scale used to indicate the quality of traffic flow on roadway segments and at intersections. Level of service (LOS) ranges from LOS A (free flow, little congestion) to LOS F (forced flow, extreme congestion). Table 2-1 describes generalized definitions of auto LOS A through F.

Table 2-1
Vehicular Level of Service Definitions
LOS Characteristics
A Primarily free-flow operation. Vehicles are completely unimpeded in their ability to maneuver within the traffic stream.

Controlled delay at the boundary intersections is minimal. The travel speed exceeds 85% of the base free-flow speed.

B
Reasonably unimpeded operation. The ability to maneuver within the traffic stream is only slightly restricted and control delay at the boundary intersections is not significant. The travel speed is between 67% and 85% of the base free-flow speed.

C
Stable operation. The ability to maneuver and change lanes at mid-segment locations may be more restricted than at LOS B. Longer queues at the boundary intersections may contribute to lower tra vel speeds. The travel speed is between 50% and 67% of the base free-flow speed.

D
Less stable condition in which small increases in flow may cause substantial increases in delay and decreases in travel speed.

This operation may be due to adverse signal progression, high volume, or inappropriate signal timing at the boundary intersections. The travel speed is between 40% and 50% of the base free-flow speed.

E
Unstable operation and significant delay. Such operations may be due to some combination of adverse signal progression, high volume, and inappropriate signal timing at the boundary intersections. The travel speed is between 30% and 40% of the base free-flow speed.

F
Flow at extremely low speed. Congestion is likely occurring at the boundary intersections, as indicated by high delay and extensive queuing. The travel speed is 30% or less of the base free-flow speed. Also, LOS F is assigned to the subject direction of travel if the through movement at one or more boundary intersections have a volume-to-capacity ratio greater than 1.0.

Source: Highway Capacity Manual, Transportation Research Board (2016) Maverick Gas Station TIA Methodologies
7 Intersection Capacity Analysis
The analysis of peak hour intersection performance was conducted using the Trafficware Synchro 10 software program, which uses methodologies defined in the Highway Capacity Manual 6th Edition (HCM6) to calculate LOS. Level of service for intersections is d etermined by control delay. Control delay is defined as the total elapsed time from when a vehicle stops at the end of a queue to the time the vehicle departs from the stop line. The total elapsed time includes the time required for the vehicle to travel from the last-in-queue position to the first-in-queue position, including deceleration of vehicles from free-flow speed to the speed of vehicles in the queue.

Signalized Intersections
The HCM6 analysis methodology for evaluating signalized intersections is based on the “operational analysis” procedure. This technique uses 1,900 passenger cars per hour of green per lane (pcphgpl) as the maximum saturation flow of a single lane at an intersection. Average control delay is calculated by taking a volume-weighted average of all the delays for all vehicles entering the intersection. Table 2-2 summarizes the level of service criteria for signalized intersections.

Table 2-2
Signalized Intersection Level of Service HCM Operational Analysis Method Average Control
Delay Per Vehicle
(seconds)
Level of Service (LOS) Characteristics
<10.0
LOS A occurs when the volume-to-capacity ratio is low and either progression is exceptionally favorable or the cycle length is very short. If it is due to favorable progression, most vehicles arrive during the green indication and travel through the intersection without stopping.

10.1 – 20.0 LOS B occurs when the volume-to-capacity ratio is low and either progression is highly favorable or the cycle length is short. More vehicles stop than with LOS A.

20.1 – 35.0
LOS C occurs when progression is favorable or the cycle length is moderate. The number of vehicles stopping is significant, although many vehicles still pass through the intersection without stopping.

35.1 – 55.0 LOS D occurs when the volume-to-capacity ratio is high and either progression is ineffective or the cycle length is long. Many vehicles stop and individual cycle failures are noticeable.

55.1 – 80.0 LOS E occurs when the volume-to-capacity ratio is high, progression is unfavorable, and the cycle length is long. Individual cycle failures are frequent. >80.0 LOS F occurs when the volume-to-capacity ratio is very high, progression is very poor, and the cycle length is long. Most cycles fail to clear the queue.

Source: Highway Capacity Manual, Transportation Research Board (2016) Side-Street Stop-controlled (SSSC) Intersections
The HCM 6 analysis methodology for evaluating side-street stop-controlled ( SSSC) intersections is based on gap acceptance and conflicting traffic for vehicles stopped on the minor-street approaches.

The critical gap (minimum gap that would be acceptable) is defined as the minimum time interval in the major-street traffic stream that a llows intersection entry for one minor -street vehicle. Average control delay and LOS for the “worst approach” are reported. Table 2 -3 summarizes the level of service criteria for unsignalized intersections.

Maverick Gas Station TIA Methodologies
8 Table 2-3
Level of Service Criteria for Stop Controlled Unsignalized Intersections Average Control Delay (sec/veh) Level of Service (LOS)
<10.0 A

10.1 – 15.0 B

15.1 – 25.0 C

25.1 – 35.0 D

35.1 – 50.0 E
> 50.0 F
Source: Highway Capacity Manual, Transportation Research Board (2016) Traffic Signal Warrant Analysis
The Federal Highway Administration’s (FHWA) Manual on Uniform Traffic Control Devices (MUTCD), amended with California MUTCD 2014 Edition, presents warrant criteria for justifying the installation of a traffic signal at an u nsignalized intersection. The criteria include studying traffic conditions, pedestrian characteristics, and physical characteristics of the intersection location. The MUTCD indicates that satisfaction of one or more of the traffic signal warrants does not in itself require the installation of a traffic control signal.

This study uses MUTCD Section 4C.04 Warrant 3, Peak Hour to assess the need of a traffic signal at the unsignalized intersection of Guyon Avenue/Project Driveway 1 and W Avenue S . Signal warrant worksheets are included in Appendix F.

City of Palmdale General Plan Compliance
The TIA will identify intersection LOS deficiencies for compliance with the City of Palmdale General Plan (effective October 22, 2022). Per the General Plan Final Environmental Impact Report (August 2022, SCH# 2021060494) , the City of Palmdale has established LOS “D” as the minimum a cceptable level of service. Therefore, any study intersection resulting in LOS worse than this minimum will be considered deficient for the purposes of this analysis.

Maverick Gas Station TIA Existing Conditions (Year 2023) 9 3.0 EXISTING CONDITIONS (YEAR 2023)
This section documents the circulation system conditions within the study area of the project under the existing without and with project scenarios . The Existing Conditions ( Year 2023) s cenario is analyzed using existing volumes counts. This section also documents potential project related operational deficiencies on the existing local and regional circulation networks. No network improvements are assumed under Existing Conditions scenarios.

ROADWAY NETWORK
The locally significant roadway located within the study area of the Project is discussed below.

W Avenue S is an east-west four‐lane two-lane collector roadway between Tierra Subida Avenue and State Route 14 Southbound Ramps and transitions to a four-lane divided roadway from SR-14 SB Ramps to SR -14 NB Ramps , within the study area. The posted speed limit is 55 miles per hour . This roadway connects the Project to north-south corridors such as State Route 14 and Tierra Subida Avenue. Per the City of Palmdale General Plan Circulation and Mobility Element, W Avenue S is classified as a Crosstown Roadway Facility with a max 84’ curb to curb distance within 114’ right -of- way.

Figure 3-1 shows the City of Palmdale Roadway Classification Map.

TRANSIT NETWORK
Antelope Valley Transit Authority (AVTA) services the Cit ies of Palmdale and Lancaster, and unincorporated portions of northern Los Angeles County. AVTA does not operate any routes within the vicinity of the Project. The nearest bus stop is 1.6 mi east for Route 3 to travel north to Antelope Valley Mall and east to South Valley Transit Center. Bus route information is included in Appendix G.

ACTIVE TRANSPORTATION NETWORK
There is an existing sidewalk along the south side of W Avenue S eas t of SR -14 SB Ramps and no sidewalk on either side of W Avenue S west of SR -14 SB Ramps from the Project site . Additionally, marked pedestrian crossings are provided at the signalized study intersections. There is an existing Class I bike path along the south side of W Avenue S , beginning east of SR-14 SB Ramps . However, there are no existing bicycle facilities along W Avenue S from the Project site to this bike path . The City of Palmdale General Plan Circulation and Mobility Element proposes Class II bike lanes along W Avenue S. Figure 3-2 shows the City of Palmdale Planned Bicycle Network Map.

TRAFFIC VOLUMES
The intersection turning movement counts were conducted during the weekday morning peak period from 7:00 AM to 9:00 AM and during the weekday evening peak period from 4:00 PM to 6:00 PM on Tuesday, July 18, 2023. Traffic count data is provided in Appendix B.

ANALYSIS RESULTS
Table 3-1 shows Existing Conditions intersection operation analysis results. Figure 3-3 shows Existing Conditions intersection turning movement volumes.

Maverick Gas Station TIA Existing Conditions (Year 2023) 10 Table 3-1
Existing Conditions (Year 2023) Intersection Operation Analysis Intersection Traffic Control Existing Without Project
Delay (a) LOS (b)
AM/PM Peak

1. Tierra Subida Avenue and W Avenue S Signalized 12.4/14.5 B/B

2. Guyon Avenue and W Avenue S SSCC 14.3/18.8 B/C

3. SR-14 Southbound Ramps and W Avenue S Signalized 11.0/11.2 B/B

4. SR-14 Northbound Ramps and W Avenue S Signalized 7.3/7.5 A/A Notes:
(a) Delay refers to the average control delay for the entire intersection and control delay for the worst movement for SSSC intersections, measured in seconds per vehicle.
(b) LOS calculations are based on the methodology outlined in the Highway Capacity Manual 6th Edition and performed using Synchro 11 Per the analysis results shown in Table 3-1, all analyzed intersections are operating at an acceptable LOS under Existing Conditions . Existing Conditions peak hour analysis worksheets are provided in Appendix C.

Maverick Gas Station
Palmdale Roadway Classification Map
Figure 3-1
11 Maverick Gas Station
Palmdale Planned Bicycle Network Map
Figure 3-2
12 Maverick Gas Station
Existing Year 2023 Peak Hour Intersection Volumes
Figure 3-3
(AM/PM) Peak Hour Volumes
LEGEND
13 Maverick Gas Station TIA Opening Year 2024 Conditions 14 4.0 OPENING YEAR 2024 CONDITIONS
This section
documents the circulation system conditions within the study area of the project under Opening Year 2024 without and with Project scenarios. The Opening Year without Project Conditions traffic volumes were developed by applying a 3% growth for one year to the Existing counts. Project traffic volumes are then added to the Opening Year without Project Conditions traffic volumes to develop Opening Year with Project Conditions traffic volumes. This section also documents potential cumulative project impacts on the existing local and regional circulation networks. No network improvements are assumed under Opening Year Condition scenarios.

ANALYSIS RESULTS
Table 4-1 shows Opening Year
2024 Conditions intersection operation analysis results. Figures 4-1 and 4-2 show Opening Year 2024 without and with Project Conditions intersection turning movement volumes.

Table 4-1
Opening Year 2024 Conditions Intersection Operation Analysis Intersection Traffic
Control
Opening Year
Without Project
Opening Year
With Project Operational
Deficiency?
Delay (a) LOS (b) Delay (a) LOS (b)
AM/PM Peak Hour

1. Tierra Subida Avenue and W
Avenue S Signalized 12.6/14.7 B/B 12.7/14.8 B/B N/N

2. Guyon Avenue/Project
Driveway 1 and W Avenue S SSCC 14.7/19.6 B/C 92.1/352.8 F/F Y/Y

3. SR-14 Southbound Ramps
and W Avenue S Signalized 11.1/11.5 B/B 11.2/11.7 B/B N/N

4. SR-14 Northbound Ramps
and W Avenue S Signalized 7.4/7.7 A/A 8.0/8.0 A/A N/N
Notes:

Bold indicates deficient LOS
(a) Delay refers to the average control delay for the entire intersection, measured in seconds per vehicle. At unsignalized intersection, delay refers to the worst movement.

(b) LOS calculations are based on the methodology outlined in the Highway Capacity Manual 6th Edition and performed using Synchro 11 Per the a
nalysis results shown in Table 4-1, all anal yzed intersections are operating at an acceptable LOS under Opening Year Conditions. Opening Year without Project Conditions peak hour analysis worksheets are provided in Appendix D.

DEFICIENT INTERSECTIONS AND RECOMMENDED IMPROVEMENTS
The Project would have a project related traffic operational deficiency under Opening Year 2024 with Project Conditions at the intersection of Guyon Avenue/Project Driveway 1 and W Avenue S. Opening Year With Project Conditions peak hour analysis worksheets are provided in Appendix E.

Installation of a traffic signal would improve the deficient intersection to operate at an acceptable level of services, as shown in Table 4-2. The intersection warrants a signal under Opening Year 2024 With Project Conditions during the AM or PM peak hours.

Maverick Gas Station TIA Opening Year 2024 Conditions
15 Table 4-2
Opening Year 2024 With Project and Improvement Conditions Intersection Operation Analysis Intersection Traffic
Control
Opening Year
With Project
Opening Year
With Project and
Improvement
Operational
Deficiency?
Delay (a) LOS (b) Delay (a) LOS (b)
AM/PM Peak Hour

2. Guyon Avenue/Project
Driveway 1 and W Avenue S Signalized 92.1/352.8 F/F 9.8/36.6 A/D N/N Notes:

Bold indicates deficient LOS
(a) Delay refers to the average control delay for the entire intersection, measured in seconds per vehicle. (b) LOS calculations are based on the methodology outlined in the Highway Capacity Manual 6th Edition and performed using Synchro 11 Table 4-3 shows Opening Year 2024 With Project and Improvement Conditions queue analysis results.

As shown, the proposed 100 ft storage length for the eastbound left turn lane at the Guyon Avenue/Project Driveway 1 and W Avenue S intersection would accommodate the anticipated queue from the Project traffic.

Table 4-3
Opening Year 2024 With Project and Improvement Conditions Queue Analysis Intersection Movement Storage
Length (ft)
AM Peak PM Peak
Queue (ft) Excess (ft) Queue (ft) Excess (ft)

2. Guyon Avenue/Project
Driveway 1 and W Avenue S EBL 100 83 - 86 -
Openin
g Year With Project and Improvement Conditions peak hour, queue and signal warrant analysis worksheets are provided in Appendix F.

Maverick Gas Station
Opening Year 2024 Peak Hour Intersection Volumes
Figure 4-1
(AM/PM) Peak Hour Volumes
LEGEND
16 Maverick Gas Station
Opening Year 2024 With Project
Peak Hour Intersection Volumes
Figure 4-2
(AM/PM) Peak Hour Volumes
LEGEND
17 Maverick Gas Station TIA Conclusion
18 5.0 CONCLUSION
This LTA evaluated the potential traffic deficiencies related to the Project in conformance with the analysis requirements per the City of Palmdale General Plan (effective October 22, 2022) and the Los Angeles County Public Works Transportation Impact Analysis Guidelines (Guidelines, July 23, 2020).

An intersection operation analysis was conducted per the Guidelines at the study area intersections for Existing Year 2023 and Year 2024 without and with Project conditions. Based on the analysis, all study intersections operate at satisfactory LOS D or better during the weekday AM and PM peak hours under all conditions except during PM peak at the intersection of Guyon Avenue/Project Driveway 1 and W Avenue S.

It was determined that the Project left turn out vehicular movement at the intersection of Guyon Avenue/Project Driveway 1 and W Avenue S will expe rience delays once the project is constructed.

The intersection warrants a signal under Opening Year 2024 With Project Conditions; therefore, the installation of a traffic signal would improve the deficient intersection to operate at an acceptable level of services. The project will be conditioned to provide the following:
• Project will signalize the intersection of Guyon Avenue/Project Driveway 1 and W Avenue S to the satisfaction of the City Engineer.
• Project will construct required improvements along the property frontage i ncluding curb, gutter, sidewalk and exclusive right turn lane at Guyon Avenue/Project Driveway 1 and W Avenue S to the satisfaction of the City Engineer.
• Project will construct a raised median along the property frontage including an eastbound left turn lane at the intersection of Guyon Avenue/Project Driveway 1 and W Avenue S with a recommended length of 100 feet minimum with the appropriate transition to the satisfaction of the City Engineer.

APPENDIX A ‐
SCOPING AGREEMENT

Maverik Gas Station
Project Site Plan
Attachment 1

Attachment 2 - ITE TGM Excerpts
Land Use: 945
Convenience Store/Gas Station
Description
A convenience store/gas station is a facility with a co-located convenience store and gas station.

The convenience store sells grocery and other everyday items that a person may need or want as a matter of convenience. The gas station sells automotive fuels such as gasoline and diesel.

A convenience store/gas station is typically located along a major thoroughfare to optimize motorist convenience. Extended hours of operation (with many open 24 hours, 7 days a week) are common at these facilities.

The convenience store product mix typically includes pre-packaged grocery items, beverages, dairy products, snack foods, confectionary, tobacco products, over-the-counter drugs, and toiletries. A convenience store may sell alcohol, often limited to beer and wine. Coffee and pre- made sandwiches are also commonly sold at a convenience store. Made-to-order food orders are sometimes offered. Some stores offer limited seating.

The sites in this land use include both self-pump and attendant-pumped fueling positions and both pre-pay and post-pay operations.

Convenience store (Land Use 851), gasoline/service station (Land Use 944), and truck stop (Land Use 950) are related uses.

Land Use Subcategory
Multiple subcategories were added to this land use to allow for multi-variable evaluation of sites with single-variable data plots. All study sites are assigned to one of three subcategories, based on the number of vehicle fueling positions (VFP) at the site: between 2 and 8 VFP, between 9 and 15 VFP, and between 16 and 24 VFP . For each VFP range subcategory, data plots are presented with GFA as the independent variable for all time periods and trip types for which data are available. The use of both GFA and VFP (as the independent variable and land use subcategory, respectively) provides a significant improvement in the reliability of a trip generation estimate when compared to the single-variable data plots in prior editions of Trip Generation Manual .

Further, the study sites were also assigned to one of three other subcategories, based on the gross floor area (GFA) of the convenience store at the site: between 2,000 and 4,000 square feet, between 4,000 and 5,500 square feet, and between 5,500 and 10,000 square feet. For each GFA subcategory range, data plots are presented with VFP as the independent variable for all time periods and trip types for which data are available. The use of both VFP and GFA (as the independent variable and land use subcategory, respectively) provides a significant improvement in the reliability of a trip generation estimate when compared to the single-variable data plots in prior editions of
Trip Generation Manual .
864
Trip Generation Manual 11th Edition • Volume 5
When analyzing the convenience store/gas station land use with each combination of GFA and VFP values as described above, the two sets of data plots will produce two estimates of site- generated trips. Both values can be considered when determining a site trip generation estimate.

Data plots are also provided for three additional independent variables: AM peak hour traffic on adjacent street, PM peak hour traffic on adjacent street, and employees. These independent variables are intended to be analyzed as single independent variables and do not have sub- categories associated with them. Within the data plots and within the ITETripGen web app, these plots are found under the land use subcategory “none.”
Additional Data
ITE recognizes there are existing convenience store/gas station sites throughout North America that are larger than the sites presented in the data plots. However, the ITE database does not include any site with more than 24 VFP or any site with gross floor area greater than 10,000 square feet. Submission of trip generation data for larger sites is encouraged.

The technical appendices provide supporting information on time-of-day distributions for this land use. The appendices can be accessed through either the ITETripGen web app or the trip generation resource page on the ITE website (https:/ /www.ite.org/technical-resources/topics/trip- and-parking-generation/).

The sites were surveyed in the 1980s, the 1990s, the 2000s, and the 2010s in Alberta (CAN), Arkansas, California, Connecticut, Delaware, Florida, Indiana, Iowa, Kentucky, Maryland, Massachusetts, Minnesota, Nevada, New Hampshire, New Jersey, Pennsylvania, Rhode Island, South Dakota, Texas, Utah, Vermont, Washington, and Wisconsin.

Source Numbers
221, 245, 274, 288, 300, 340, 350, 351, 352, 355, 359, 385, 440, 617, 718, 810, 813, 844, 850, 853, 864, 865, 867, 869, 882, 883, 888, 904, 926, 927, 936, 938, 954, 960, 962, 977, 1004, 1024, 1025, 1027, 1052
865
General Urban/Suburban and Rural (Land Uses 800–999)
Convenience Store/Gas Station - GFA (4-5.5k)
(945)
Vehicle Trip Ends vs: Vehicle Fueling Positions
On a: Weekday
Setting/Location: General Urban/Suburban
Number of Studies: 5
Avg. Num. of Vehicle Fueling Positions: 14
Directional Distribution: 50% entering, 50% exiting
Vehicle Trip Generation per Vehicle Fueling Position
Average Rate Range of Rates Standard Deviation
257.13 193.00 - 324.17 57.53
Data Plot and Equation
0 10 20 300
1000
2000
3000
4000
5000
Average RateStudy Site
Fitted Curve Equation: Not Given R²= ***
X = Number of Vehicle Fueling Positions
T = Trips Ends
872
Trip Generation Manual 11th Edition • Volume 5
Convenience Store/Gas Station - GFA (4-5.5k)
(945)
Vehicle Trip Ends vs: Vehicle Fueling Positions
On a: Weekday,
Peak Hour of Adjacent Street Traffic,
One Hour Between 7 and 9 a.m.

Setting/Location: General Urban/Suburban
Number of Studies: 18
Avg. Num. of Vehicle Fueling Positions: 13
Directional Distribution: 50% entering, 50% exiting
Vehicle Trip Generation per Vehicle Fueling Position
Average Rate Range of Rates Standard Deviation

27.04 7.78 - 44.38 9.88
Data Plot and Equation
0 10 20 300
200
400
600
800
Average RateStudy Site
Fitted Curve Equation: Not Given R²= ***
X = Number of Vehicle Fueling Positions
T = Trips Ends
873
General Urban/Suburban and Rural (Land Uses 800–999)
Convenience Store/Gas Station - GFA (4-5.5k)
(945)
Vehicle Trip Ends vs: Vehicle Fueling Positions
On a: Weekday,
Peak Hour of Adjacent Street Traffic,
One Hour Between 4 and 6 p.m.

Setting/Location: General Urban/Suburban
Number of Studies: 23
Avg. Num. of Vehicle Fueling Positions: 14
Directional Distribution: 50% entering, 50% exiting
Vehicle Trip Generation per Vehicle Fueling Position
Average Rate Range of Rates Standard Deviation

22.76 9.78 - 37.50 8.49
Data Plot and Equation
0 10 20 300
200
400
600
Average RateStudy Site
Fitted Curve Equation: Not Given R²= ***
X = Number of Vehicle Fueling Positions
T = Trips Ends
874
Trip Generation Manual 11th Edition • Volume 5
Land Use Code
Land Use
Setting
Time Period
# Data Sites
Average Pass-By Rate
GFA (000) Primary (%) Diverted (%) Total (%) Source
2 8 Maryland 1992 46 87 13 0 13 2235 25

2.1 6 Maryland 1992 26 58 23 19 42 2080 25

2.1 6 Maryland 1992 26 58 23 19 42 2080 25

2.2 8 Maryland 1992 31 47 34 19 53 1785 25

2.2 < 8 Indiana 1993 79 56 6 38 44 635 2

2.2 8 Maryland 1992 35 78 9 13 22 7080 25

2.3 6 Maryland 1992 37 32 41 27 68 2080 25

2.3 < 8 Kentucky 1993 58 64 5 31 36 1255 2

2.3 6 Maryland 1992 37 32 41 27 68 2080 25

2.4 < 8 Kentucky 1993 — 48 17 35 52 1210 2

2.6 < 8 Kentucky 1993 — 72 15 13 28 940 2

2.8 < 8 Kentucky 1993 — 54 11 35 46 1240 2
3 < 8 Indiana 1993 62 74 10 16 26 790 2

3.6 < 8 Kentucky 1993 49 67 4 29 33 1985 2

3.7 < 8 Kentucky 1993 49 66 16 18 34 990 2

4.694 12 Maryland 2000 — 72 — — 28 2440 30

4.694 12 Maryland 2000 — 78 — — 22 1561 30

4.694 12 Maryland 2000 — 79 — — 21 2764 30

4.848 12 Virginia 2000 — 55 — — 45 1398 30

5.06 12 Pennsylvania 2000 — 84 — — 16 3219 30

5.242 12 Virginia 2000 — 74 — — 26 1160 30

5.242 12 Virginia 2000 — 71 — — 29 548 30

5.488 12 Delaware 2000 — 80 — — 20 — 30

5.5 12 Pennsylvania 2000 — 85 — — 15 2975 30

4.2 < 8 Kentucky 1993 47 62 19 19 38 1705 2

4.694 16 Maryland 2000 — 90 — — 10 2278 30

4.694 16 Delaware 2000 — 74 — — 26 2185 30

4.694 16 Delaware 2000 — 58 — — 42 962 30

4.694 16 Delaware 2000 — 84 — — 16 2956 30

4.694 16 New Jersey 2000 — 79 — — 21 1859 30

4.694 20 Delaware 2000 — 84 — — 16 3864 30

4.848 16 Virginia 2000 — 68 — — 32 2106 30

4.848 16 Virginia 2000 — 85 — — 15 2676 30

4.848 16 Virginia 2000 — 75 — — 25 3244 30

4.848 16 Virginia 2000 — 71 — — 29 1663 30

4.993 16 Pennsylvania 2000 — 75 — — 25 1991 30

5.094 16 New Jersey 2000 — 86 — — 14 1260 30

5.5 16 Pennsylvania 2000 — 82 — — 18 1570 30

5.543 16 Pennsylvania 2000 — 84 — — 16 1933 30

5.565 16 Pennsylvania 2000 — 77 — — 23 2262 30

5.565 16 Pennsylvania 2000 — 68 — — 32 2854 30

5.565 16 New Jersey 2000 — 58 — — 42 1253 30

5.565 16 New Jersey 2000 — 79 — — 21 1928 30

5.565 16 New Jersey 2000 --- 84 --- --- 16 1953 30
Adj Street Peak
Hour VolumeVFP State or Province
Survey
Year # Interviews
Pass-By
Trip (%)
Non-Pass-By Trips
Pass-By Characteristics for Individual Sites
Vehicle Pass-By Rates by Land Use
Source: ITE Trip Generation Manual , 11th Edition
945
Convenience Store/Gas Station
General Urban/Suburban
Weekday AM Peak Period
16 Sites with between 2 and 8 VFP 28 Sites with between 9 and 20 VFP 60% for Sites with between 2 and 8 VFP 76% for Sites with between 9 and 20 VFP Land Use Code
Land Use
Setting
Time Period
# Data Sites
Average Pass-By Rate
GFA (000) Primary (%) Diverted (%) Total (%) Source

2.1 8 Maryland 1992 31 52 13 35 48 1785 25

2.1 6 Maryland 1992 30 53 20 27 47 1060 25

2.2 < 8 Indiana 1993 115 48 16 36 52 820 2

2.3 < 8 Kentucky 1993 67 57 16 27 43 1954 2

2.3 6 Maryland 1992 55 40 11 49 60 2760 25

2.4 < 8 Kentucky 1993 — 58 13 29 42 2655 2

2.6 < 8 Kentucky 1993 68 67 15 18 33 950 2

2.8 < 8 Kentucky 1993 — 62 11 27 38 2875 2
3 < 8 Indiana 1993 80 65 15 20 35 1165 2

3.6 < 8 Kentucky 1993 60 56 17 27 44 2505 2

3.7 < 8 Kentucky 1993 70 61 16 23 39 2175 2

4.2 < 8 Kentucky 1993 61 58 26 16 42 2300 2

4.694 12 Maryland 2000 — 78 — — 22 3549 30

4.694 12 Maryland 2000 — 67 — — 33 2272 30

4.694 12 Maryland 2000 — 66 — — 34 3514 30

4.848 12 Virginia 2000 — 71 — — 29 2350 30

5.06 12 Pennsylvania 2000 — 91 — — 9 4181 30

5.242 12 Virginia 2000 — 70 — — 30 2445 30

5.242 12 Virginia 2000 — 56 — — 44 950 30

5.488 12 Delaware 2000 — 73 — — 27 — 30

5.5 12 Pennsylvania 2000 — 84 — — 16 4025 30

4.694 16 Maryland 2000 — 89 — — 11 2755 30

4.694 16 Delaware 2000 — 73 — — 27 1858 30

4.694 16 Delaware 2000 — 59 — — 41 1344 30

4.694 16 Delaware 2000 — 72 — — 28 3434 30

4.694 16 New Jersey 2000 — 81 — — 19 1734 30

4.694 20 Delaware 2000 — 76 — — 24 1616 30

4.848 16 Virginia 2000 — 67 — — 33 2.954 30

4.848 16 Virginia 2000 — 78 — — 22 3086 30

4.848 16 Virginia 2000 — 83 — — 17 4143 30

4.848 16 Virginia 2000 — 73 — — 27 2534 30

4.993 16 Pennsylvania 2000 — 72 — — 28 2917 30

5.094 16 New Jersey 2000 — 86 — — 14 1730 30

5.5 16 Pennsylvania 2000 — 90 — — 10 2616 30

5.543 16 Pennsylvania 2000 — 87 — — 13 2363 30

5.565 16 Pennsylvania 2000 — 81 — — 19 2770 30

5.565 16 Pennsylvania 2000 — 76 — — 24 3362 30

5.565 16 New Jersey 2000 — 61 — — 39 1713 30

5.565 16 New Jersey 2000 — 86 — — 14 1721 30

5.565 16 New Jersey 2000 --- 81 --- --- 19 2227 30
Adj Street Peak
Hour VolumeVFP
945
Convenience Store/Gas Station
General Urban/Suburban
Weekday PM Peak Period
Pass-By Characteristics for Individual Sites
12 Sites with between 2 and 8 VFP
State or Province
Survey
Year # Interviews
Pass-By
Trip (%)
Non-Pass-By Trips
28 Sites with between 9 and 20 VFP
56% for Sites with between 2 and 8 VFP 75% for Sites with between 9 and 20 VFP Vehicle Pass-By Rates by Land Use
Source: ITE Trip Generation Manual , 11th Edition
Maverik Gas Station
Project Trip Distribution
Attachment 3
LEGEND # Intersection Driveway
1 Maverik Gas Station
Project Peak Hour Trip Assignment
Attachment 4
0/0 = (AM/PM) Peak Hour Volumes
LEGEND

APPENDIX B ‐

TRAFFIC COUNT DATA

DATE: LOCATION: PROJECT #: SC4121
Tue, Jul 18, 23 NORTH & SOUTH: LOCATION #: 1
EAST & WEST: CONTROL: SIGNAL
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 1 1 0 1 2 1 2 2 0 1 2 1 0 0 0 0
7:00 AM 1 8 3 26 7 6 12 63 0 4 22 33 185 0 0 0 0 0
7:15 AM 3 8 8 35 5 8 19 60 1 8 23 28 206 0 0 0 0 0
7:30 AM 3 11 10 28 4 13 23 73 1 3 31 40 240 0 0 0 0 0
7:45 AM 0 10 10 34 5 12 30 64 0 4 25 62 256 0 0 0 0 0
8:00 AM 1 6 7 29 6 14 21 71 2 3 25 37 222 0 0 0 0 0
8:15 AM 0 8 14 28 3 5 23 66 0 3 29 51 230 0 0 0 0 0
8:30 AM 3 10 4 40 9 16 19 55 2 4 36 53 251 0 0 0 0 0
8:45 AM 0 17 9 22 5 16 20 48 1 7 25 50 220 0 0 0 0 0
VOLUMES 11 78 65 242 44 90 167 500 7 36 216 354 1,810 0 0 0 0 0 APPROACH % 7% 51% 42% 64% 12% 24% 25% 74% 1% 6% 36% 58% APP/DEPART 154 / 599 376 / 87 674 / 807 606 / 317 0

BEGIN PEAK HR
VOLUMES 4 34 35 131 23 47 93 256 4 14 115 203 959
APPROACH % 5% 47% 48% 65% 11% 23% 26% 73% 1% 4% 35% 61% PEAK HR FACTOR 0.830 0.773 0.939 0.892 0.937
APP/DEPART 73 / 330 201 / 41 353 / 422 332 / 166 0
4:00 PM 2 11 7 48 11 32 32 27 0 11 65 57 303 0 0 0 0 0
4:15 PM 2 10 5 38 13 38 31 37 0 8 62 62 306 0 0 0 0 0
4:30 PM 3 14 5 36 11 39 21 42 4 11 75 51 312 0 0 0 0 0
4:45 PM 3 7 4 50 9 47 16 39 2 8 67 57 309 0 0 0 0 0
5:00 PM 2 10 5 40 15 37 25 36 1 9 67 77 324 0 0 0 0 0
5:15 PM 0 9 5 53 11 33 31 45 0 10 88 75 360 0 0 0 0 0
5:30 PM 3 11 8 43 13 40 35 49 0 8 93 92 395 0 0 0 0 0
5:45 PM 4 9 5 63 10 42 19 40 3 8 79 97 379 0 0 0 0 0
VOLUMES 19 81 44 371 93 308 210 315 10 73 596 568 2,688 0 0 0 0 0 APPROACH % 13% 56% 31% 48% 12% 40% 39% 59% 2% 6% 48% 46% APP/DEPART 144 / 859 772 / 176 535 / 730 1,237 / 923 0

BEGIN PEAK HR
VOLUMES 9 39 23 199 49 152 110 170 4 35 327 341 1,458
APPROACH % 13% 55% 32% 50% 12% 38% 39% 60% 1% 5% 47% 49% PEAK HR FACTOR 0.807 0.870 0.845 0.911 0.923
APP/DEPART 71 / 490 400 / 88 284 / 392 703 / 488 0
Tierra Subida

NORTH SIDE
Ave S WEST SIDE EAST SIDE Ave S

SOUTH SIDE
Tierra Subida

N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SIDE TOTAL NS SS ES WS TOTAL 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
AM BEGIN PEAK HR 0 0 0 0 0
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Palmdale
Tierra Subida
Ave S
PM BEGIN PEAK HR 5:00 PM

BICYCLE CROSSINGSPEDESTRIAN CROSSINGS

U-TURNS
Tierra Subida Tierra Subida Ave S Ave S

AMPM AM
7:45 AM
PM
5:00 PM
PEDESTRIAN + BIKE CROSSINGS
7:45 AM
Add U-Turns to Left Turns
1,148 398 137 613 TOTAL 1,458
772 308 93 371 PM 859
376 90 44 242 AM 599
606
1,237
1,843
1,240
923
317
354
568
922
216
596
812
TOTAL
PM
AM
36 73
109
377
210
167
AM
PM
TOTAL
815
315
500
17 10
7 807
730
1,537
1,209
535
674
87 AM 11 78 65 154
176 PM 19 81 44 144
263 TOTAL 30 159 109 298
601 199 72 330 TOTAL 820
400 152 49 199 PM 490
201 47 23 131 AM 330
332
703
1,035
654
488
166
203
341
544
115
327
442
TOTAL
PM
AM AM 7:45 AM
8:45 AM
14 35
49 203
110
93 #N/A
AM
PM
TOTAL
426
170
256 PM 5:00 PM
5:45 PM
8 4
4 422
392
814
637
284
353
41 AM 4 34 35 73
88 PM 9 39 23 71
129 Total 13 73 58 144
AimTD LLC

TURNING MOVEMENT COUNTS
Tierra Subida
Ave S
Ave S
Palmdale
SC4121

ALL HOURS
Tierra Subida
Tierra Subida
Tierra Subida
Ave S
Ave S

PEAK HOUR

DATE: LOCATION: PROJECT #: SC4121
Tue, Jul 18, 23 NORTH & SOUTH: LOCATION #: 2
EAST & WEST: CONTROL: STOP N
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 0 X 0 X X X X 2 0 0 2 X 0 0 0 0
7:00 AM 3 0 2 0 0 0 0 90 2 8 64 0 169 0 0 0 1 1
7:15 AM 0 0 5 0 0 0 0 105 1 4 64 0 179 0 0 0 0 0
7:30 AM 2 0 4 0 0 0 0 109 1 3 71 0 190 0 0 0 0 0
7:45 AM 1 0 3 0 0 0 0 106 1 5 93 0 209 0 0 0 0 0
8:00 AM 2 0 8 0 0 0 0 112 2 3 68 0 195 0 0 0 0 0
8:15 AM 2 0 3 0 0 0 0 103 2 5 82 0 197 0 0 0 0 0
8:30 AM 1 0 4 0 0 0 0 101 3 4 91 0 204 0 0 0 0 0
8:45 AM 2 0 5 0 0 0 0 102 1 3 89 0 202 0 0 0 0 0
VOLUMES 13 0 34 0 0 0 0 828 13 35 622 0 1,545 0 0 0 1 1 APPROACH % 28% 0% 72% 0% 0% 0% 0% 98% 2% 5% 95% 0%
APP/DEPART 47 / 0 0 / 47 841 / 863 657 / 635 0

BEGIN PEAK HR
VOLUMES 6 0 18 0 0 0 0 422 8 17 334 0 805
APPROACH % 25% 0% 75% 0% 0% 0% 0% 98% 2% 5% 95% 0%
PEAK HR FACTOR 0.600 0.000 0.943 0.895 0.963
APP/DEPART 24 / 0 0 / 25 430 / 440 351 / 340 0
4:00 PM 8 0 7 0 0 0 0 91 2 8 139 0 255 0 0 0 0 0
4:15 PM 8 0 9 0 0 0 0 85 5 13 127 0 247 0 0 0 1 1
4:30 PM 7 0 5 0 0 0 0 84 7 14 126 0 243 0 0 0 0 0
4:45 PM 8 0 13 0 0 0 0 97 2 13 136 0 269 0 0 0 0 0
5:00 PM 6 0 11 0 0 0 0 83 8 15 145 0 268 0 0 0 1 1
5:15 PM 10 0 12 0 0 0 0 102 8 10 165 0 307 0 0 0 0 0
5:30 PM 4 0 9 0 0 0 0 99 8 5 189 0 314 0 0 0 0 0
5:45 PM 5 0 8 0 0 0 0 103 7 6 161 0 290 0 0 0 0 0
VOLUMES 56 0 74 0 0 0 0 744 47 84 1,188 0 2,193 0 0 0 2 2 APPROACH % 43% 0% 57% 0% 0% 0% 0% 94% 6% 7% 93% 0%
APP/DEPART 130 / 0 0 / 129 791 / 820 1,272 / 1,244 0

BEGIN PEAK HR
VOLUMES 25 0 40 0 0 0 0 387 31 36 660 0 1,179
APPROACH % 38% 0% 62% 0% 0% 0% 0% 93% 7% 5% 95% 0%
PEAK HR FACTOR 0.739 0.000 0.950 0.897 0.939
APP/DEPART 65 / 0 0 / 66 418 / 428 696 / 685 0
Guyon

NORTH SIDE
Ave S WEST SIDE EAST SIDE Ave S

SOUTH SIDE
Guyon

N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SIDE TOTAL NS SS ES WS TOTAL 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
AM BEGIN PEAK HR 0 0 0 0 0
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
TOTAL 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1
0 0 0 0 0

AMPM AM
7:45 AM
PM
5:00 PM
PEDESTRIAN + BIKE CROSSINGS
7:45 AM
PM BEGIN PEAK HR 5:00 PM

BICYCLE CROSSINGSPEDESTRIAN CROSSINGS

U-TURNS
Guyon Guyon Ave S Ave S

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Palmdale
Guyon
Ave S
Add U-Turns to Left Turns
0 0 0 0 TOTAL 0
0 0 0 0 PM 0
0 0 0 0 AM 0
657
1,272
1,929
1,879
1,244
635
0 0
0 622
1,188
1,810
TOTAL
PM
AM
35 84
119
0 0
0 AM
PM
TOTAL
1,572
744
828
60 47
13 863
820
1,683
1,632
791
841
47 AM 13 0 34 47
129 PM 56 0 74 130
176 TOTAL 69 0 108 177
0 0 0 0 TOTAL 0
0 0 0 0 PM 0
0 0 0 0 AM 0
351
696
1,047
1,025
685
340
0 0
0 334
660
994
TOTAL
PM
AM AM 7:45 AM
8:45 AM
17 36
53 0
0 0
#N/A
AM
PM
TOTAL
809
387
422 PM 5:00 PM
5:45 PM
39 31
8 440
428
868
848
418
430
25 AM 6 0 18 24
66 PM 25 0 40 65
91 Total 31 0 58 89
Guyon
Guyon
Guyon
Ave S
Ave S

PEAK HOUR
AimTD LLC

TURNING MOVEMENT COUNTS
Guyon
Ave S
Ave S
Palmdale
SC4121

ALL HOURS

DATE: LOCATION: PROJECT #: SC4121
Tue, Jul 18, 23 NORTH & SOUTH: LOCATION #: 3
EAST & WEST: CONTROL: SIGNAL
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X X X 2 X 1 X 2 1 1 1 X 0 0 0 0
7:00 AM 0 0 0 84 0 17 0 57 39 85 54 0 336 0 0 0 0 0
7:15 AM 0 0 0 83 0 16 0 61 49 76 55 0 340 0 0 0 0 0
7:30 AM 0 0 0 68 0 17 0 81 35 59 56 0 316 0 0 0 0 0
7:45 AM 0 0 0 93 0 17 0 70 45 63 82 0 370 0 0 0 0 0
8:00 AM 0 0 0 69 0 16 0 73 44 55 52 0 309 0 0 0 0 0
8:15 AM 0 0 0 77 0 20 0 71 40 45 69 0 322 0 0 0 0 0
8:30 AM 0 0 0 105 0 14 0 62 42 42 83 0 348 0 0 0 0 0
8:45 AM 0 0 0 88 0 23 0 58 26 35 63 0 293 0 0 0 0 0
VOLUMES 0 0 0 667 0 140 0 533 320 460 514 0 2,634 0 0 0 0 0 APPROACH % 0% 0% 0% 83% 0% 17% 0% 62% 38% 47% 53% 0%
APP/DEPART 0 / 0 807 / 780 853 / 1,200 974 / 654 0

BEGIN PEAK HR
VOLUMES 0 0 0 328 0 67 0 269 168 283 247 0 1,362
APPROACH % 0% 0% 0% 83% 0% 17% 0% 62% 38% 53% 47% 0%
PEAK HR FACTOR 0.000 0.898 0.942 0.914 0.920
APP/DEPART 0 / 0 395 / 451 437 / 597 530 / 314 0
4:00 PM 0 0 0 179 0 39 0 74 20 32 98 0 442 0 0 0 0 0
4:15 PM 0 0 0 225 0 37 0 75 20 19 106 0 482 0 0 0 0 0
4:30 PM 0 0 0 184 0 50 0 75 14 17 98 0 438 0 0 0 0 0
4:45 PM 0 0 0 176 0 39 0 91 19 30 105 0 460 0 0 0 0 0
5:00 PM 0 0 0 219 0 50 0 74 18 26 110 0 497 0 0 0 0 0
5:15 PM 0 0 0 249 0 63 0 94 17 30 106 0 559 0 0 0 0 0
5:30 PM 0 0 0 192 0 62 0 86 20 25 129 0 514 0 0 0 0 0
5:45 PM 0 0 0 180 0 57 0 92 27 12 118 0 486 0 0 0 0 0
VOLUMES 0 0 0 1,604 0 397 0 661 155 191 870 0 3,878 0 0 0 0 0 APPROACH % 0% 0% 0% 80% 0% 20% 0% 81% 19% 18% 82% 0%
APP/DEPART 0 / 0 2,001 / 346 816 / 2,265 1,061 / 1,267 0

BEGIN PEAK HR
VOLUMES 0 0 0 840 0 232 0 346 82 93 463 0 2,056
APPROACH % 0% 0% 0% 78% 0% 22% 0% 81% 19% 17% 83% 0%
PEAK HR FACTOR 0.000 0.859 0.899 0.903 0.919
APP/DEPART 0 / 0 1,072 / 175 428 / 1,186 556 / 695 0
SR-14 SB Ramps

NORTH SIDE
Ave S WEST SIDE EAST SIDE Ave S

SOUTH SIDE
SR-14 SB Ramps

N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SIDE TOTAL NS SS ES WS TOTAL 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
AM BEGIN PEAK HR 0 0 0 0 0
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
TOTAL 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1
0 0 0 0 0

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Palmdale
SR-14 SB Ramps
Ave S
PM BEGIN PEAK HR 5:00 PM

BICYCLE CROSSINGSPEDESTRIAN CROSSINGS

U-TURNS
SR-14 SB Ramps SR-14 SB Ramps Ave S Ave S

AMPM AM
7:00 AM
PM
5:00 PM
PEDESTRIAN + BIKE CROSSINGS
7:00 AM
Add U-Turns to Left Turns
2,808 537 0 2,271 TOTAL 0
2,001 397 0 1,604 PM 0
807 140 0 667 AM 0
974
1,061
2,035
1,921
1,267
654
0 0
0 514
870
1,384
TOTAL
PM
AM
460
191
651
0 0
0 AM
PM
TOTAL
1,194
661
533
475
155
320
1,200
2,265
3,465
1,669
816
853
780 AM 0 0 0 0
346 PM 0 0 0 0
1,126 TOTAL 0 0 0 0
1,467 299 0 1,168 TOTAL 0
1,072 232 0 840 PM 0
395 67 0 328 AM 0
530
556
1,086
1,009
695
314
0 0
0 247
463
710
TOTAL
PM
AM AM 7:00 AM
8:45 AM
283
93 376
0 0
0 #N/A
AM
PM
TOTAL
615
346
269 PM 5:00 PM
5:45 PM
250
82 168
597
1,186
1,783
865
428
437
451 AM 0 0 0 0
175 PM 0 0 0 0
626 Total 0 0 0 0
AimTD LLC

TURNING MOVEMENT COUNTS
SR-14 SB Ramps
Ave S
Ave S
Palmdale
SC4121

ALL HOURS
SR-14 SB Ramps
SR-14 SB Ramps
SR-14 SB Ramps
Ave S
Ave S

PEAK HOUR

DATE: LOCATION: PROJECT #: SC4121
Tue, Jul 18, 23 NORTH & SOUTH: LOCATION #: 4
EAST & WEST: CONTROL: SIGNAL
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 1 0 1 X X X 1 2 X X 2 1 0 0 0 0
7:00 AM 18 0 14 0 0 0 26 115 0 0 121 139 433 0 0 0 0 0
7:15 AM 12 0 15 0 0 0 36 108 0 0 119 186 476 0 0 0 0 0
7:30 AM 22 0 14 0 0 0 46 103 0 0 98 226 509 0 0 0 0 0
7:45 AM 25 0 21 0 0 0 43 118 0 0 120 232 559 0 0 0 0 0
8:00 AM 10 1 12 0 0 0 41 101 0 0 97 167 429 0 0 0 0 0
8:15 AM 21 0 15 0 0 0 38 110 0 0 93 193 470 0 0 0 0 0
8:30 AM 21 0 10 0 0 0 30 137 0 0 104 195 497 0 0 0 0 0
8:45 AM 7 0 25 0 0 0 34 112 0 0 91 160 429 0 0 0 0 0
VOLUMES 136 1 126 0 0 0 294 904 0 0 843 1,498 3,802 0 0 0 0 0 APPROACH % 52% 0% 48% 0% 0% 0% 25% 75% 0% 0% 36% 64%
APP/DEPART 263 / 1,793 0 / 0 1,198 / 1,030 2,341 / 979 0

BEGIN PEAK HR
VOLUMES 77 0 64 0 0 0 151 444 0 0 458 783 1,977
APPROACH % 55% 0% 45% 0% 0% 0% 25% 75% 0% 0% 37% 63%
PEAK HR FACTOR 0.766 0.000 0.924 0.881 0.884
APP/DEPART 141 / 934 0 / 0 595 / 508 1,241 / 535 0
4:00 PM 45 0 79 0 0 0 28 225 0 0 85 107 569 0 0 0 0 0
4:15 PM 58 0 98 0 0 0 29 271 0 0 67 151 674 0 0 0 0 0
4:30 PM 46 0 81 0 0 0 22 237 0 0 69 147 602 0 0 0 0 0
4:45 PM 42 0 109 0 0 0 28 239 0 0 93 147 658 0 0 0 0 0
5:00 PM 56 0 104 0 0 0 20 268 0 0 85 132 665 0 0 0 0 0
5:15 PM 55 1 97 0 0 0 34 309 0 0 81 117 694 0 0 0 0 0
5:30 PM 72 0 99 0 0 0 35 243 0 0 82 120 651 0 0 0 0 0
5:45 PM 52 0 118 0 0 0 28 244 0 0 78 130 650 0 0 0 0 0
VOLUMES 426 1 785 0 0 0 224 2,036 0 0 640 1,051 5,163 0 0 0 0 0 APPROACH % 35% 0% 65% 0% 0% 0% 10% 90% 0% 0% 38% 62%
APP/DEPART 1,212 / 1,276 0 / 0 2,260 / 2,821 1,691 / 1,066 0

BEGIN PEAK HR
VOLUMES 225 1 409 0 0 0 117 1,059 0 0 341 516 2,668
APPROACH % 35% 0% 64% 0% 0% 0% 10% 90% 0% 0% 40% 60%
PEAK HR FACTOR 0.928 0.000 0.857 0.893 0.961
APP/DEPART 635 / 634 0 / 0 1,176 / 1,468 857 / 566 0
SR-14 NB Ramps

NORTH SIDE
Ave S WEST SIDE EAST SIDE Ave S

SOUTH SIDE
SR-14 NB Ramps

N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SIDE TOTAL NS SS ES WS TOTAL 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
AM BEGIN PEAK HR 0 0 0 0 0
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Palmdale
SR-14 NB Ramps
Ave S
PM BEGIN PEAK HR 4:45 PM

BICYCLE CROSSINGSPEDESTRIAN CROSSINGS

U-TURNS
SR-14 NB Ramps SR-14 NB Ramps Ave S Ave S

AMPM AM
7:00 AM
PM
4:45 PM
PEDESTRIAN + BIKE CROSSINGS
7:00 AM
Add U-Turns to Left Turns
0 0 0 0 TOTAL 3,069
0 0 0 0 PM 1,276
0 0 0 0 AM 1,793
2,341
1,691
4,032
2,045
1,066
979
1,498
1,051
2,549
843
640
1,483
TOTAL
PM
AM
0 0
0 518
224
294
AM
PM
TOTAL
2,940
2,036
904
0 0
0 1,030
2,821
3,851
3,458
2,260
1,198
0 AM 136 1 126 263
0 PM 426 1 785 1,212
0 TOTAL 562 2 911 1,475
0 0 0 0 TOTAL 1,568
0 0 0 0 PM 634
0 0 0 0 AM 934
1,241
857
2,098
1,101
566
535
783
516
1,299
458
341
799
TOTAL
PM
AM AM 7:00 AM
8:45 AM
0 0
0 268
117
151 #N/A
AM
PM
TOTAL
1,503
1,059
444 PM 4:45 PM
5:45 PM
0 0
0 508
1,468
1,976
1,771
1,176
595
0 AM 77 0 64 141
0 PM 225 1 409 635
0 Total 302 1 473 776
AimTD LLC

TURNING MOVEMENT COUNTS
SR-14 NB Ramps
Ave S
Ave S
Palmdale
SC4121

ALL HOURS
SR-14 NB Ramps
SR-14 NB Ramps
SR-14 NB Ramps
Ave S
Ave S

PEAK HOUR

APPENDIX C ‐

EXISTING CONDITIONS PEAK HOUR INTERSECTION ANALYSIS WORKSHEETS

HCM 6th Signalized Intersection Summary Maverik Gas Station 1: Tierra Subida Ave & W Ave S 07/29/2023
Existing Year 2023 Synchro 11 Report
Timing Plan: AM Peak
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 93 256 4 14 115 203 4 34 35 131 23 47 Future Volume (veh/h) 93 256 4 14 115 203 4 34 35 131 23 47 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 99 272 4 15 122 216 4 36 37 139 24 50 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 304 966 14 35 714 485 10 129 133 364 473 401 Arrive On Green 0.09 0.27 0.27 0.02 0.20 0.20 0.01 0.15 0.15 0.11 0.25 0.25 Sat Flow, veh/h 3456 3585 53 1781 3554 1585 1781 845 869 3456 1870 1585 Grp Volume(v), veh/h 99 135 141 15 122 216 4 0 73 139 24 50 Grp Sat Flow(s),veh/h/ln 1728 1777 1861 1781 1777 1585 1781 0 1714 1728 1870 1585 Q Serve(g_s), s 1.0 2.1 2.1 0.3 1.0 3.9 0.1 0.0 1.3 1.3 0.3 0.9 Cycle Q Clear(g_c), s 1.0 2.1 2.1 0.3 1.0 3.9 0.1 0.0 1.3 1.3 0.3 0.9 Prop In Lane 1.00 0.03 1.00 1.00 1.00 0.51 1.00 1.00
Lane Grp Cap(c), veh/h 304 479 501 35 714 485 10 0 262 364 473 401 V/C Ratio(X) 0.33 0.28 0.28 0.43 0.17 0.45 0.41 0.00 0.28 0.38 0.05 0.12 Avail Cap(c_a), veh/h 489 1307 1369 252 2615 1333 252 0 1261 685 1482 1256 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 15.1 10.2 10.2 17.1 11.7 9.8 17.5 0.0 13.2 14.7 10.0 10.2 Incr Delay (d2), s/veh 0.6 0.3 0.3 8.4 0.1 0.6 25.6 0.0 0.6 0.7 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.5 0.5 0.2 0.3 0.8 0.1 0.0 0.4 0.4 0.1 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 15.7 10.5 10.5 25.5 11.8 10.5 43.1 0.0 13.8 15.4 10.0 10.3 LnGrp LOS B B B C B B D A B B B B
Approach Vol, veh/h 375 353 77 213
Approach Delay, s/veh 11.9 11.6 15.3 13.6
Approach LOS B B B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 7.7 9.4 4.7 13.5 4.2 12.9 7.1 11.1 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 7.0 26.0 5.0 26.0 5.0 28.0 5.0 26.0 Max Q Clear Time (g_c+I1), s 3.3 3.3 2.3 4.1 2.1 2.9 3.0 5.9 Green Ext Time (p_c), s 0.1 0.3 0.0 1.2 0.0 0.2 0.0 1.2 Intersection Summary
HCM 6th Ctrl Delay 12.4
HCM 6th LOS B
HCM 6th TWSC Maverik Gas Station
2: Guyon Ave & W Ave S 07/29/2023
Existing Year 2023 Synchro 11 Report
Timing Plan: AM Peak
Intersection
Int Delay, s/veh 0.5
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 422 8 17 334 6 18
Future Vol, veh/h 422 8 17 334 6 18
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 50 - 0 50
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 96 96 96 96 96 96
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 440 8 18 348 6 19

Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 448 0 654 224
Stage 1 - - - - 444 -
Stage 2 - - - - 210 -
Critical Hdwy - - 4.14 - 6.84 6.94
Critical Hdwy Stg 1 - - - - 5.84 -
Critical Hdwy Stg 2 - - - - 5.84 -
Follow-up Hdwy - - 2.22 - 3.52 3.32
Pot Cap-1 Maneuver - - 1109 - 400 779
Stage 1 - - - - 614 -
Stage 2 - - - - 805 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1109 - 394 779
Mov Cap-2 Maneuver - - - - 394 -
Stage 1 - - - - 614 -
Stage 2 - - - - 792 -

Approach EB WB NB
HCM Control Delay, s 0 0.4 10.9

HCM LOS B

Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT
Capacity (veh/h) 394 779 - - 1109 -
HCM Lane V/C Ratio 0.016 0.024 - - 0.016 -
HCM Control Delay (s) 14.3 9.7 - - 8.3 -
HCM Lane LOS B A - - A -
HCM 95th %tile Q(veh) 0 0.1 - - 0 -
HCM 6th Signalized Intersection Summary Maverik Gas Station 3: SR-14 SB Ramps & W Ave S 07/29/2023
Existing Year 2023 Synchro 11 Report
Timing Plan: AM Peak
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 269 168 283 247 0 0 0 0 328 0 67 Future Volume (veh/h) 0 269 168 283 247 0 0 0 0 328 0 67 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1870 1870 1870 1870 0 1870 0 1870 Adj Flow Rate, veh/h 0 292 0 308 268 0 357 0 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 2 2 2 2 0 2 0 2
Cap, veh/h 0 747 404 1042 0 700 0
Arrive On Green 0.00 0.21 0.00 0.23 0.56 0.00 0.20 0.00 0.00 Sat Flow, veh/h 0 3647 1585 1781 1870 0 3456 0 1585
Grp Volume(v), veh/h 0 292 0 308 268 0 357 0 0
Grp Sat Flow(s),veh/h/ln 0 1777 1585 1781 1870 0 1728 0 1585 Q Serve(g_s), s 0.0 2.4 0.0 5.4 2.5 0.0 3.1 0.0 0.0
Cycle Q Clear(g_c), s 0.0 2.4 0.0 5.4 2.5 0.0 3.1 0.0 0.0 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 747 404 1042 0 700 0
V/C Ratio(X) 0.00 0.39 0.76 0.26 0.00 0.51 0.00
Avail Cap(c_a), veh/h 0 961 963 1742 0 2180 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 1.00 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 11.3 0.0 12.0 3.8 0.0 11.8 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.3 0.0 3.0 0.1 0.0 0.6 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.6 0.0 1.5 0.1 0.0 0.9 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 11.6 0.0 15.0 3.9 0.0 12.4 0.0 0.0 LnGrp LOS A B B A A B A
Approach Vol, veh/h 292 576 357
Approach Delay, s/veh 11.6 9.9 12.4
Approach LOS B A B
Timer - Assigned Phs 3 4 6 8
Phs Duration (G+Y+Rc), s 11.6 11.0 10.7 22.6
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 18.0 9.0 21.0 31.0
Max Q Clear Time (g_c+I1), s 7.4 4.4 5.1 4.5
Green Ext Time (p_c), s 0.6 0.6 1.1 1.3
Intersection Summary
HCM 6th Ctrl Delay 11.0
HCM 6th LOS B
Notes
Unsignalized Delay for [EBR, SBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th Signalized Intersection Summary Maverik Gas Station 4: SR-14 NB Ramps & W Ave S 07/29/2023
Existing Year 2023 Synchro 11 Report
Timing Plan: AM Peak
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 151 444 0 0 458 783 77 0 64 0 0 0 Future Volume (veh/h) 151 444 0 0 458 783 77 0 64 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 0 0 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 172 505 0 0 520 0 88 0 0
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 2 2 0 0 2 2 2 0 2
Cap, veh/h 238 2070 0 0 1076 222 0
Arrive On Green 0.13 0.58 0.00 0.00 0.30 0.00 0.12 0.00 0.00 Sat Flow, veh/h 1781 3647 0 0 3647 1585 1781 0 1585
Grp Volume(v), veh/h 172 505 0 0 520 0 88 0 0
Grp Sat Flow(s),veh/h/ln 1781 1777 0 0 1777 1585 1781 0 1585 Q Serve(g_s), s 2.5 1.9 0.0 0.0 3.3 0.0 1.2 0.0 0.0
Cycle Q Clear(g_c), s 2.5 1.9 0.0 0.0 3.3 0.0 1.2 0.0 0.0 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 238 2070 0 0 1076 222 0
V/C Ratio(X) 0.72 0.24 0.00 0.00 0.48 0.40 0.00
Avail Cap(c_a), veh/h 587 5720 0 0 4030 521 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 11.4 2.8 0.0 0.0 7.8 0.0 11.0 0.0 0.0 Incr Delay (d2), s/veh 4.2 0.1 0.0 0.0 0.3 0.0 1.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 0.0 0.0 0.0 0.4 0.0 0.4 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 15.5 2.8 0.0 0.0 8.1 0.0 12.2 0.0 0.0 LnGrp LOS B A A A A B A
Approach Vol, veh/h 677 520 88
Approach Delay, s/veh 6.1 8.1 12.2
Approach LOS A A B
Timer - Assigned Phs 2 4 7 8
Phs Duration (G+Y+Rc), s 7.4 19.9 7.6 12.3
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 8.0 44.0 9.0 31.0
Max Q Clear Time (g_c+I1), s 3.2 3.9 4.5 5.3
Green Ext Time (p_c), s 0.1 3.1 0.2 3.0
Intersection Summary
HCM 6th Ctrl Delay 7.3
HCM 6th LOS A
Notes
Unsignalized Delay for [NBR, WBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th Signalized Intersection Summary Maverik Gas Station 1: Tierra Subida Ave & W Ave S 07/29/2023
Existing Year 2023 Synchro 11 Report
Timing Plan: PM Peak
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 110 170 4 35 327 341 9 39 23 199 49 152 Future Volume (veh/h) 110 170 4 35 327 341 9 39 23 199 49 152 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 120 185 4 38 355 371 10 42 25 216 53 165 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 301 1207 26 75 1046 633 23 169 100 362 459 389 Arrive On Green 0.09 0.34 0.34 0.04 0.29 0.29 0.01 0.15 0.15 0.10 0.25 0.25 Sat Flow, veh/h 3456 3557 77 1781 3554 1585 1781 1099 654 3456 1870 1585 Grp Volume(v), veh/h 120 92 97 38 355 371 10 0 67 216 53 165 Grp Sat Flow(s),veh/h/ln 1728 1777 1857 1781 1777 1585 1781 0 1753 1728 1870 1585 Q Serve(g_s), s 1.5 1.6 1.6 0.9 3.5 8.2 0.2 0.0 1.5 2.7 1.0 3.9 Cycle Q Clear(g_c), s 1.5 1.6 1.6 0.9 3.5 8.2 0.2 0.0 1.5 2.7 1.0 3.9 Prop In Lane 1.00 0.04 1.00 1.00 1.00 0.37 1.00 1.00
Lane Grp Cap(c), veh/h 301 603 630 75 1046 633 23 0 269 362 459 389 V/C Ratio(X) 0.40 0.15 0.15 0.51 0.34 0.59 0.43 0.00 0.25 0.60 0.12 0.42 Avail Cap(c_a), veh/h 389 1040 1087 201 2081 1094 201 0 1026 545 1180 1000 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 19.2 10.2 10.2 20.8 12.3 10.5 21.7 0.0 16.5 19.0 13.0 14.1 Incr Delay (d2), s/veh 0.9 0.1 0.1 5.2 0.2 0.9 12.0 0.0 0.5 1.6 0.1 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 0.4 0.4 0.4 0.9 1.8 0.2 0.0 0.5 0.9 0.3 1.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.0 10.3 10.3 26.0 12.5 11.3 33.8 0.0 17.0 20.6 13.1 14.9 LnGrp LOS C B B C B B C A B C B B
Approach Vol, veh/h 309 764 77 434
Approach Delay, s/veh 14.1 12.6 19.2 17.5
Approach LOS B B B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 8.7 10.8 5.9 19.1 4.6 14.9 7.9 17.1 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 7.0 26.0 5.0 26.0 5.0 28.0 5.0 26.0 Max Q Clear Time (g_c+I1), s 4.7 3.5 2.9 3.6 2.2 5.9 3.5 10.2 Green Ext Time (p_c), s 0.2 0.2 0.0 0.8 0.0 0.7 0.0 2.9 Intersection Summary
HCM 6th Ctrl Delay 14.5
HCM 6th LOS B
HCM 6th TWSC Maverik Gas Station
2: Guyon Ave & W Ave S 07/29/2023
Existing Year 2023 Synchro 11 Report
Timing Plan: PM Peak
Intersection
Int Delay, s/veh 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 387 31 36 660 25 40
Future Vol, veh/h 387 31 36 660 25 40
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 50 - 0 50
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 94 94 94 94 94 94
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 412 33 38 702 27 43

Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 445 0 856 223
Stage 1 - - - - 429 -
Stage 2 - - - - 427 -
Critical Hdwy - - 4.14 - 6.84 6.94
Critical Hdwy Stg 1 - - - - 5.84 -
Critical Hdwy Stg 2 - - - - 5.84 -
Follow-up Hdwy - - 2.22 - 3.52 3.32
Pot Cap-1 Maneuver - - 1112 - 297 780
Stage 1 - - - - 624 -
Stage 2 - - - - 626 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1112 - 287 780
Mov Cap-2 Maneuver - - - - 287 -
Stage 1 - - - - 624 -
Stage 2 - - - - 605 -

Approach EB WB NB
HCM Control Delay, s 0 0.4 13.3

HCM LOS B

Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT
Capacity (veh/h) 287 780 - - 1112 -
HCM Lane V/C Ratio 0.093 0.055 - - 0.034 -
HCM Control Delay (s) 18.8 9.9 - - 8.4 -
HCM Lane LOS C A - - A -
HCM 95th %tile Q(veh) 0.3 0.2 - - 0.1 -
HCM 6th Signalized Intersection Summary Maverik Gas Station 3: SR-14 SB Ramps & W Ave S 07/29/2023
Existing Year 2023 Synchro 11 Report
Timing Plan: PM Peak
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 346 82 93 463 0 0 0 0 840 0 232 Future Volume (veh/h) 0 346 82 93 463 0 0 0 0 840 0 232 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1870 1870 1870 1870 0 1870 0 1870 Adj Flow Rate, veh/h 0 376 0 101 503 0 913 0 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 2 2 2 2 0 2 0 2
Cap, veh/h 0 703 158 748 0 1292 0
Arrive On Green 0.00 0.20 0.00 0.09 0.40 0.00 0.37 0.00 0.00 Sat Flow, veh/h 0 3647 1585 1781 1870 0 3456 0 1585
Grp Volume(v), veh/h 0 376 0 101 503 0 913 0 0
Grp Sat Flow(s),veh/h/ln 0 1777 1585 1781 1870 0 1728 0 1585 Q Serve(g_s), s 0.0 3.4 0.0 1.9 7.8 0.0 8.0 0.0 0.0
Cycle Q Clear(g_c), s 0.0 3.4 0.0 1.9 7.8 0.0 8.0 0.0 0.0 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 703 158 748 0 1292 0
V/C Ratio(X) 0.00 0.53 0.64 0.67 0.00 0.71 0.00
Avail Cap(c_a), veh/h 0 1407 453 1428 0 2443 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 1.00 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 12.7 0.0 15.6 8.7 0.0 9.4 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.6 0.0 4.2 1.1 0.0 0.7 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.9 0.0 0.7 1.5 0.0 2.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 13.4 0.0 19.8 9.8 0.0 10.1 0.0 0.0 LnGrp LOS A B B A A B A
Approach Vol, veh/h 376 604 913
Approach Delay, s/veh 13.4 11.4 10.1
Approach LOS B B B
Timer - Assigned Phs 3 4 6 8
Phs Duration (G+Y+Rc), s 7.1 11.0 17.2 18.1
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 9.0 14.0 25.0 27.0
Max Q Clear Time (g_c+I1), s 3.9 5.4 10.0 9.8
Green Ext Time (p_c), s 0.1 1.3 3.3 2.5
Intersection Summary
HCM 6th Ctrl Delay 11.2
HCM 6th LOS B
Notes
Unsignalized Delay for [EBR, SBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th Signalized Intersection Summary Maverik Gas Station 4: SR-14 NB Ramps & W Ave S 07/29/2023
Existing Year 2023 Synchro 11 Report
Timing Plan: PM Peak
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 117 1059 0 0 341 516 225 0 409 0 0 0 Future Volume (veh/h) 117 1059 0 0 341 516 225 0 409 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 0 0 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 122 1103 0 0 355 0 234 0 0
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 0 0 2 2 2 0 2
Cap, veh/h 192 1858 0 0 989 363 0
Arrive On Green 0.11 0.52 0.00 0.00 0.28 0.00 0.20 0.00 0.00 Sat Flow, veh/h 1781 3647 0 0 3647 1585 1781 0 1585
Grp Volume(v), veh/h 122 1103 0 0 355 0 234 0 0
Grp Sat Flow(s),veh/h/ln 1781 1777 0 0 1777 1585 1781 0 1585 Q Serve(g_s), s 1.9 6.3 0.0 0.0 2.3 0.0 3.5 0.0 0.0
Cycle Q Clear(g_c), s 1.9 6.3 0.0 0.0 2.3 0.0 3.5 0.0 0.0 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 192 1858 0 0 989 363 0
V/C Ratio(X) 0.64 0.59 0.00 0.00 0.36 0.65 0.00
Avail Cap(c_a), veh/h 427 3525 0 0 2188 1401 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 12.5 4.8 0.0 0.0 8.5 0.0 10.7 0.0 0.0 Incr Delay (d2), s/veh 3.5 0.3 0.0 0.0 0.2 0.0 1.9 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.1 0.0 0.0 0.4 0.0 1.2 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 16.0 5.1 0.0 0.0 8.7 0.0 12.6 0.0 0.0 LnGrp LOS B A A A A B A
Approach Vol, veh/h 1225 355 234
Approach Delay, s/veh 6.2 8.7 12.6
Approach LOS A A B
Timer - Assigned Phs 2 4 7 8
Phs Duration (G+Y+Rc), s 10.0 19.3 7.1 12.1
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 23.0 29.0 7.0 18.0
Max Q Clear Time (g_c+I1), s 5.5 8.3 3.9 4.3
Green Ext Time (p_c), s 0.6 7.0 0.1 1.6
Intersection Summary
HCM 6th Ctrl Delay 7.5
HCM 6th LOS A
Notes
Unsignalized Delay for [NBR, WBR] is excluded from calculations of the approach delay and intersection delay.

APPENDIX D ‐
OPENING YEAR 2024 CONDITIONS PEAK HOUR INTERSECTION ANALYSIS WORKSHEETS HCM 6th Signalized Intersection Summary Maverik Gas Station 1: Tierra Subida Ave & W Ave S 07/29/2023
Opening Year 2024 Synchro 11 Report
Timing Plan: AM Peak
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 96 264 5 15 119 210 5 36 37 135 24 49 Future Volume (veh/h) 96 264 5 15 119 210 5 36 37 135 24 49 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 102 281 5 16 127 223 5 38 39 144 26 52 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 307 973 17 37 725 492 12 131 135 367 476 404 Arrive On Green 0.09 0.27 0.27 0.02 0.20 0.20 0.01 0.16 0.16 0.11 0.25 0.25 Sat Flow, veh/h 3456 3572 63 1781 3554 1585 1781 846 868 3456 1870 1585 Grp Volume(v), veh/h 102 140 146 16 127 223 5 0 77 144 26 52 Grp Sat Flow(s),veh/h/ln 1728 1777 1859 1781 1777 1585 1781 0 1714 1728 1870 1585 Q Serve(g_s), s 1.0 2.2 2.2 0.3 1.1 4.1 0.1 0.0 1.4 1.4 0.4 0.9 Cycle Q Clear(g_c), s 1.0 2.2 2.2 0.3 1.1 4.1 0.1 0.0 1.4 1.4 0.4 0.9 Prop In Lane 1.00 0.03 1.00 1.00 1.00 0.51 1.00 1.00
Lane Grp Cap(c), veh/h 307 484 507 37 725 492 12 0 266 367 476 404 V/C Ratio(X) 0.33 0.29 0.29 0.44 0.18 0.45 0.41 0.00 0.29 0.39 0.05 0.13 Avail Cap(c_a), veh/h 481 1286 1346 248 2572 1316 248 0 1241 673 1458 1236 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 15.4 10.3 10.3 17.4 11.8 9.9 17.8 0.0 13.4 15.0 10.1 10.3 Incr Delay (d2), s/veh 0.6 0.3 0.3 8.0 0.1 0.7 21.1 0.0 0.6 0.7 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.5 0.6 0.2 0.3 0.8 0.1 0.0 0.4 0.4 0.1 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 16.0 10.6 10.6 25.4 11.9 10.6 38.9 0.0 14.0 15.7 10.2 10.5 LnGrp LOS B B B C B B D A B B B B
Approach Vol, veh/h 388 366 82 222
Approach Delay, s/veh 12.0 11.7 15.5 13.8
Approach LOS B B B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 7.8 9.6 4.7 13.8 4.2 13.1 7.2 11.3 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 7.0 26.0 5.0 26.0 5.0 28.0 5.0 26.0 Max Q Clear Time (g_c+I1), s 3.4 3.4 2.3 4.2 2.1 2.9 3.0 6.1 Green Ext Time (p_c), s 0.1 0.3 0.0 1.3 0.0 0.2 0.0 1.3 Intersection Summary
HCM 6th Ctrl Delay 12.6
HCM 6th LOS B
HCM 6th TWSC Maverik Gas Station
2: Guyon Ave & W Ave S 07/29/2023
Opening Year 2024 Synchro 11 Report
Timing Plan: AM Peak
Intersection
Int Delay, s/veh 0.5
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 435 9 18 345 7 19
Future Vol, veh/h 435 9 18 345 7 19
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 50 - 0 50
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 96 96 96 96 96 96
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 453 9 19 359 7 20

Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 462 0 676 231
Stage 1 - - - - 458 -
Stage 2 - - - - 218 -
Critical Hdwy - - 4.14 - 6.84 6.94
Critical Hdwy Stg 1 - - - - 5.84 -
Critical Hdwy Stg 2 - - - - 5.84 -
Follow-up Hdwy - - 2.22 - 3.52 3.32
Pot Cap-1 Maneuver - - 1095 - 387 771
Stage 1 - - - - 604 -
Stage 2 - - - - 797 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1095 - 380 771
Mov Cap-2 Maneuver - - - - 380 -
Stage 1 - - - - 604 -
Stage 2 - - - - 783 -

Approach EB WB NB
HCM Control Delay, s 0 0.4 11.1

HCM LOS B

Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT
Capacity (veh/h) 380 771 - - 1095 -
HCM Lane V/C Ratio 0.019 0.026 - - 0.017 -
HCM Control Delay (s) 14.7 9.8 - - 8.3 -
HCM Lane LOS B A - - A -
HCM 95th %tile Q(veh) 0.1 0.1 - - 0.1 -
HCM 6th Signalized Intersection Summary Maverik Gas Station 3: SR-14 SB Ramps & W Ave S 07/29/2023
Opening Year 2024 Synchro 11 Report
Timing Plan: AM Peak
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 278 174 292 255 0 0 0 0 338 0 70 Future Volume (veh/h) 0 278 174 292 255 0 0 0 0 338 0 70 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1870 1870 1870 1870 0 1870 0 1870 Adj Flow Rate, veh/h 0 302 0 317 277 0 367 0 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 2 2 2 2 0 2 0 2
Cap, veh/h 0 741 414 1047 0 697 0
Arrive On Green 0.00 0.21 0.00 0.23 0.56 0.00 0.20 0.00 0.00 Sat Flow, veh/h 0 3647 1585 1781 1870 0 3456 0 1585
Grp Volume(v), veh/h 0 302 0 317 277 0 367 0 0
Grp Sat Flow(s),veh/h/ln 0 1777 1585 1781 1870 0 1728 0 1585 Q Serve(g_s), s 0.0 2.5 0.0 5.6 2.6 0.0 3.2 0.0 0.0
Cycle Q Clear(g_c), s 0.0 2.5 0.0 5.6 2.6 0.0 3.2 0.0 0.0 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 741 414 1047 0 697 0
V/C Ratio(X) 0.00 0.41 0.77 0.26 0.00 0.53 0.00
Avail Cap(c_a), veh/h 0 953 955 1727 0 2161 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 1.00 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 11.5 0.0 12.0 3.8 0.0 12.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.4 0.0 3.0 0.1 0.0 0.6 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.6 0.0 1.5 0.1 0.0 1.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 11.9 0.0 15.0 3.9 0.0 12.6 0.0 0.0 LnGrp LOS A B B A A B A
Approach Vol, veh/h 302 594 367
Approach Delay, s/veh 11.9 9.9 12.6
Approach LOS B A B
Timer - Assigned Phs 3 4 6 8
Phs Duration (G+Y+Rc), s 11.8 11.0 10.8 22.8
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 18.0 9.0 21.0 31.0
Max Q Clear Time (g_c+I1), s 7.6 4.5 5.2 4.6
Green Ext Time (p_c), s 0.7 0.6 1.1 1.3
Intersection Summary
HCM 6th Ctrl Delay 11.1
HCM 6th LOS B
Notes
Unsignalized Delay for [EBR, SBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th Signalized Intersection Summary Maverik Gas Station 4: SR-14 NB Ramps & W Ave S 07/29/2023
Opening Year 2024 Synchro 11 Report
Timing Plan: AM Peak
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 156 458 0 0 472 807 80 0 66 0 0 0 Future Volume (veh/h) 156 458 0 0 472 807 80 0 66 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 0 0 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 177 520 0 0 536 0 91 0 0
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 2 2 0 0 2 2 2 0 2
Cap, veh/h 239 2078 0 0 1089 227 0
Arrive On Green 0.13 0.58 0.00 0.00 0.31 0.00 0.13 0.00 0.00 Sat Flow, veh/h 1781 3647 0 0 3647 1585 1781 0 1585
Grp Volume(v), veh/h 177 520 0 0 536 0 91 0 0
Grp Sat Flow(s),veh/h/ln 1781 1777 0 0 1777 1585 1781 0 1585 Q Serve(g_s), s 2.7 2.0 0.0 0.0 3.4 0.0 1.3 0.0 0.0
Cycle Q Clear(g_c), s 2.7 2.0 0.0 0.0 3.4 0.0 1.3 0.0 0.0 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 239 2078 0 0 1089 227 0
V/C Ratio(X) 0.74 0.25 0.00 0.00 0.49 0.40 0.00
Avail Cap(c_a), veh/h 577 5505 0 0 3840 577 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 11.6 2.8 0.0 0.0 7.9 0.0 11.1 0.0 0.0 Incr Delay (d2), s/veh 4.5 0.1 0.0 0.0 0.3 0.0 1.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 0.0 0.0 0.0 0.5 0.0 0.4 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 16.0 2.9 0.0 0.0 8.2 0.0 12.3 0.0 0.0 LnGrp LOS B A A A A B A
Approach Vol, veh/h 697 536 91
Approach Delay, s/veh 6.2 8.2 12.3
Approach LOS A A B
Timer - Assigned Phs 2 4 7 8
Phs Duration (G+Y+Rc), s 7.5 20.2 7.7 12.5
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 9.0 43.0 9.0 30.0
Max Q Clear Time (g_c+I1), s 3.3 4.0 4.7 5.4
Green Ext Time (p_c), s 0.1 3.2 0.2 3.1
Intersection Summary
HCM 6th Ctrl Delay 7.4
HCM 6th LOS A
Notes
Unsignalized Delay for [NBR, WBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th Signalized Intersection Summary Maverik Gas Station 1: Tierra Subida Ave & W Ave S 07/29/2023
Opening Year 2024 Synchro 11 Report
Timing Plan: PM Peak
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 114 176 5 37 337 352 10 41 24 205 51 157 Future Volume (veh/h) 114 176 5 37 337 352 10 41 24 205 51 157 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 124 191 5 40 366 383 11 45 26 223 55 171 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 302 1219 32 78 1068 642 25 169 98 360 453 384 Arrive On Green 0.09 0.34 0.34 0.04 0.30 0.30 0.01 0.15 0.15 0.10 0.24 0.24 Sat Flow, veh/h 3456 3538 92 1781 3554 1585 1781 1112 643 3456 1870 1585 Grp Volume(v), veh/h 124 96 100 40 366 383 11 0 71 223 55 171 Grp Sat Flow(s),veh/h/ln 1728 1777 1854 1781 1777 1585 1781 0 1755 1728 1870 1585 Q Serve(g_s), s 1.5 1.7 1.7 1.0 3.6 8.5 0.3 0.0 1.6 2.8 1.0 4.1 Cycle Q Clear(g_c), s 1.5 1.7 1.7 1.0 3.6 8.5 0.3 0.0 1.6 2.8 1.0 4.1 Prop In Lane 1.00 0.05 1.00 1.00 1.00 0.37 1.00 1.00
Lane Grp Cap(c), veh/h 302 612 639 78 1068 642 25 0 267 360 453 384 V/C Ratio(X) 0.41 0.16 0.16 0.51 0.34 0.60 0.43 0.00 0.27 0.62 0.12 0.45 Avail Cap(c_a), veh/h 384 1026 1071 198 2052 1081 198 0 1013 537 1163 986 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 19.4 10.2 10.2 21.1 12.3 10.5 22.0 0.0 16.9 19.3 13.3 14.5 Incr Delay (d2), s/veh 0.9 0.1 0.1 5.2 0.2 0.9 11.2 0.0 0.5 1.7 0.1 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 0.4 0.5 0.4 1.0 1.9 0.2 0.0 0.5 0.9 0.3 1.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.3 10.3 10.3 26.2 12.5 11.4 33.2 0.0 17.4 21.0 13.4 15.3 LnGrp LOS C B B C B B C A B C B B
Approach Vol, veh/h 320 789 82 449
Approach Delay, s/veh 14.2 12.6 19.5 17.9
Approach LOS B B B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 8.7 10.9 6.0 19.5 4.6 14.9 7.9 17.5 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 7.0 26.0 5.0 26.0 5.0 28.0 5.0 26.0 Max Q Clear Time (g_c+I1), s 4.8 3.6 3.0 3.7 2.3 6.1 3.5 10.5 Green Ext Time (p_c), s 0.1 0.2 0.0 0.8 0.0 0.7 0.0 3.0 Intersection Summary
HCM 6th Ctrl Delay 14.7
HCM 6th LOS B
HCM 6th TWSC Maverik Gas Station
2: Guyon Ave & W Ave S 07/29/2023
Opening Year 2024 Synchro 11 Report
Timing Plan: PM Peak
Intersection
Int Delay, s/veh 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 399 32 38 680 26 42
Future Vol, veh/h 399 32 38 680 26 42
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 50 - 0 50
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 94 94 94 94 94 94
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 424 34 40 723 28 45

Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 458 0 883 229
Stage 1 - - - - 441 -
Stage 2 - - - - 442 -
Critical Hdwy - - 4.14 - 6.84 6.94
Critical Hdwy Stg 1 - - - - 5.84 -
Critical Hdwy Stg 2 - - - - 5.84 -
Follow-up Hdwy - - 2.22 - 3.52 3.32
Pot Cap-1 Maneuver - - 1099 - 285 774
Stage 1 - - - - 616 -
Stage 2 - - - - 615 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1099 - 275 774
Mov Cap-2 Maneuver - - - - 275 -
Stage 1 - - - - 616 -
Stage 2 - - - - 593 -

Approach EB WB NB
HCM Control Delay, s 0 0.4 13.6

HCM LOS B

Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT
Capacity (veh/h) 275 774 - - 1099 -
HCM Lane V/C Ratio 0.101 0.058 - - 0.037 -
HCM Control Delay (s) 19.6 9.9 - - 8.4 -
HCM Lane LOS C A - - A -
HCM 95th %tile Q(veh) 0.3 0.2 - - 0.1 -
HCM 6th Signalized Intersection Summary Maverik Gas Station 3: SR-14 SB Ramps & W Ave S 07/29/2023
Opening Year 2024 Synchro 11 Report
Timing Plan: PM Peak
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 357 85 96 477 0 0 0 0 866 0 239 Future Volume (veh/h) 0 357 85 96 477 0 0 0 0 866 0 239 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1870 1870 1870 1870 0 1870 0 1870 Adj Flow Rate, veh/h 0 388 0 104 518 0 941 0 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 2 2 2 2 0 2 0 2
Cap, veh/h 0 693 160 741 0 1316 0
Arrive On Green 0.00 0.19 0.00 0.09 0.40 0.00 0.38 0.00 0.00 Sat Flow, veh/h 0 3647 1585 1781 1870 0 3456 0 1585
Grp Volume(v), veh/h 0 388 0 104 518 0 941 0 0
Grp Sat Flow(s),veh/h/ln 0 1777 1585 1781 1870 0 1728 0 1585 Q Serve(g_s), s 0.0 3.5 0.0 2.0 8.3 0.0 8.3 0.0 0.0
Cycle Q Clear(g_c), s 0.0 3.5 0.0 2.0 8.3 0.0 8.3 0.0 0.0 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 693 160 741 0 1316 0
V/C Ratio(X) 0.00 0.56 0.65 0.70 0.00 0.71 0.00
Avail Cap(c_a), veh/h 0 1386 447 1407 0 2406 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 1.00 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 13.1 0.0 15.8 9.0 0.0 9.5 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.7 0.0 4.4 1.2 0.0 0.7 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.9 0.0 0.8 1.7 0.0 2.1 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 13.8 0.0 20.2 10.3 0.0 10.2 0.0 0.0 LnGrp LOS A B C B A B A
Approach Vol, veh/h 388 622 941
Approach Delay, s/veh 13.8 11.9 10.2
Approach LOS B B B
Timer - Assigned Phs 3 4 6 8
Phs Duration (G+Y+Rc), s 7.2 11.0 17.7 18.2
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 9.0 14.0 25.0 27.0
Max Q Clear Time (g_c+I1), s 4.0 5.5 10.3 10.3
Green Ext Time (p_c), s 0.1 1.3 3.4 2.5
Intersection Summary
HCM 6th Ctrl Delay 11.5
HCM 6th LOS B
Notes
Unsignalized Delay for [EBR, SBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th Signalized Intersection Summary Maverik Gas Station 4: SR-14 NB Ramps & W Ave S 07/29/2023
Opening Year 2024 Synchro 11 Report
Timing Plan: PM Peak
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 121 1091 0 0 352 532 232 0 422 0 0 0 Future Volume (veh/h) 121 1091 0 0 352 532 232 0 422 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 0 0 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 126 1136 0 0 367 0 242 0 0
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 0 0 2 2 2 0 2
Cap, veh/h 194 1873 0 0 1008 363 0
Arrive On Green 0.11 0.53 0.00 0.00 0.28 0.00 0.20 0.00 0.00 Sat Flow, veh/h 1781 3647 0 0 3647 1585 1781 0 1585
Grp Volume(v), veh/h 126 1136 0 0 367 0 242 0 0
Grp Sat Flow(s),veh/h/ln 1781 1777 0 0 1777 1585 1781 0 1585 Q Serve(g_s), s 2.0 6.6 0.0 0.0 2.5 0.0 3.7 0.0 0.0
Cycle Q Clear(g_c), s 2.0 6.6 0.0 0.0 2.5 0.0 3.7 0.0 0.0 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 194 1873 0 0 1008 363 0
V/C Ratio(X) 0.65 0.61 0.00 0.00 0.36 0.67 0.00
Avail Cap(c_a), veh/h 420 3349 0 0 2033 1439 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 12.7 4.9 0.0 0.0 8.5 0.0 10.9 0.0 0.0 Incr Delay (d2), s/veh 3.6 0.3 0.0 0.0 0.2 0.0 2.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.1 0.0 0.0 0.4 0.0 1.2 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 16.3 5.2 0.0 0.0 8.7 0.0 13.0 0.0 0.0 LnGrp LOS B A A A A B A
Approach Vol, veh/h 1262 367 242
Approach Delay, s/veh 6.3 8.7 13.0
Approach LOS A A B
Timer - Assigned Phs 2 4 7 8
Phs Duration (G+Y+Rc), s 10.1 19.7 7.2 12.4
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 24.0 28.0 7.0 17.0
Max Q Clear Time (g_c+I1), s 5.7 8.6 4.0 4.5
Green Ext Time (p_c), s 0.6 7.1 0.1 1.6
Intersection Summary
HCM 6th Ctrl Delay 7.7
HCM 6th LOS A
Notes
Unsignalized Delay for [NBR, WBR] is excluded from calculations of the approach delay and intersection delay.

APPENDIX E ‐
OPENING YEAR 2024 WITH PROJECT CONDITIONS
PEAK HOUR INTERSECTION ANALYSIS WORKSHEETS
HCM 6th Signalized Intersection Summary Maverik Gas Station 1: Tierra Subida Ave & W Ave S 07/29/2023
Opening Year 2024 With Project Synchro 11 Report
Timing Plan: AM Peak
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 96 280 5 19 135 218 5 36 41 143 24 49 Future Volume (veh/h) 96 280 5 19 135 218 5 36 41 143 24 49 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 102 298 5 20 144 232 5 38 44 152 26 52 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 305 977 16 45 746 503 12 123 143 372 480 407 Arrive On Green 0.09 0.27 0.27 0.03 0.21 0.21 0.01 0.16 0.16 0.11 0.26 0.26 Sat Flow, veh/h 3456 3576 60 1781 3554 1585 1781 790 915 3456 1870 1585 Grp Volume(v), veh/h 102 148 155 20 144 232 5 0 82 152 26 52 Grp Sat Flow(s),veh/h/ln 1728 1777 1860 1781 1777 1585 1781 0 1706 1728 1870 1585 Q Serve(g_s), s 1.0 2.4 2.4 0.4 1.2 4.3 0.1 0.0 1.6 1.5 0.4 0.9 Cycle Q Clear(g_c), s 1.0 2.4 2.4 0.4 1.2 4.3 0.1 0.0 1.6 1.5 0.4 0.9 Prop In Lane 1.00 0.03 1.00 1.00 1.00 0.54 1.00 1.00
Lane Grp Cap(c), veh/h 305 485 508 45 746 503 12 0 266 372 480 407 V/C Ratio(X) 0.33 0.30 0.31 0.45 0.19 0.46 0.41 0.00 0.31 0.41 0.05 0.13 Avail Cap(c_a), veh/h 473 1266 1325 244 2531 1300 244 0 1215 663 1435 1216 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 15.6 10.5 10.5 17.5 11.9 10.0 18.1 0.0 13.7 15.2 10.2 10.4 Incr Delay (d2), s/veh 0.6 0.4 0.3 6.8 0.1 0.7 21.1 0.0 0.7 0.7 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.6 0.6 0.2 0.3 0.9 0.1 0.0 0.4 0.4 0.1 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 16.3 10.9 10.9 24.4 12.0 10.6 39.2 0.0 14.3 15.9 10.3 10.6 LnGrp LOS B B B C B B D A B B B B
Approach Vol, veh/h 405 396 87 230
Approach Delay, s/veh 12.2 11.8 15.7 14.1
Approach LOS B B B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 7.9 9.7 4.9 14.0 4.2 13.4 7.2 11.7 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 7.0 26.0 5.0 26.0 5.0 28.0 5.0 26.0 Max Q Clear Time (g_c+I1), s 3.5 3.6 2.4 4.4 2.1 2.9 3.0 6.3 Green Ext Time (p_c), s 0.1 0.3 0.0 1.3 0.0 0.2 0.0 1.4 Intersection Summary
HCM 6th Ctrl Delay 12.7
HCM 6th LOS B
HCM 6th TWSC Maverik Gas Station
2: Guyon Ave/Project Driveway 1 & W Ave S 08/25/2023
Opening Year 2024 With Project Synchro 11 Report
Timing Plan: AM Peak
Intersection
Int Delay, s/veh 18.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 113 349 9 18 300 65 7 0 19 211 0 97
Future Vol, veh/h 113 349 9 18 300 65 7 0 19 211 0 97
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 50 - - 50 - - - - 50 - - 0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 96 96 96 96 92 96 92 96 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 123 364 9 19 313 71 7 0 20 229 0 105

Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 384 0 0 373 0 0 810 1037 187 815 1006 192 Stage 1 - - - - - - 615 615 - 387 387 -
Stage 2 - - - - - - 195 422 - 428 619 -
Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - 6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 - - - - - - 6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1171 - - 1182 - - 271 230 823 269 240 817 Stage 1 - - - - - - 445 480 - 608 608 -
Stage 2 - - - - - - 788 587 - 575 478 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1171 - - 1182 - - 214 203 823 239 211 817 Mov Cap-2 Maneuver - - - - - - 214 203 - 239 211 -
Stage 1 - - - - - - 398 430 - 544 598 -
Stage 2 - - - - - - 675 578 - 502 428 -

Approach EB WB NB SB
HCM Control Delay, s 2.1 0.4 13 66.3

HCM LOS B F

Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 214 823 1171 - - 1182 - - 239 817
HCM Lane V/C Ratio 0.034 0.024 0.105 - - 0.016 - - 0.96 0.129 HCM Control Delay (s) 22.4 9.5 8.4 - - 8.1 - - 92.1 10.1 HCM Lane LOS C A A - - A - - F B
HCM 95th %tile Q(veh) 0.1 0.1 0.4 - - 0 - - 8.7 0.4
HCM 6th Signalized Intersection Summary Maverik Gas Station 3: SR-14 SB Ramps & W Ave S 07/29/2023
Opening Year 2024 With Project Synchro 11 Report
Timing Plan: AM Peak
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 309 194 292 290 0 0 0 0 338 0 86 Future Volume (veh/h) 0 309 194 292 290 0 0 0 0 338 0 86 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1870 1870 1870 1870 0 1870 0 1870 Adj Flow Rate, veh/h 0 336 0 317 315 0 367 0 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 2 2 2 2 0 2 0 2
Cap, veh/h 0 741 414 1047 0 697 0
Arrive On Green 0.00 0.21 0.00 0.23 0.56 0.00 0.20 0.00 0.00 Sat Flow, veh/h 0 3647 1585 1781 1870 0 3456 0 1585
Grp Volume(v), veh/h 0 336 0 317 315 0 367 0 0
Grp Sat Flow(s),veh/h/ln 0 1777 1585 1781 1870 0 1728 0 1585 Q Serve(g_s), s 0.0 2.8 0.0 5.6 3.0 0.0 3.2 0.0 0.0
Cycle Q Clear(g_c), s 0.0 2.8 0.0 5.6 3.0 0.0 3.2 0.0 0.0 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 741 414 1047 0 697 0
V/C Ratio(X) 0.00 0.45 0.77 0.30 0.00 0.53 0.00
Avail Cap(c_a), veh/h 0 953 955 1727 0 2161 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 1.00 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 11.6 0.0 12.0 3.9 0.0 12.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.4 0.0 3.0 0.2 0.0 0.6 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.7 0.0 1.5 0.1 0.0 1.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 12.0 0.0 15.0 4.1 0.0 12.6 0.0 0.0 LnGrp LOS A B B A A B A
Approach Vol, veh/h 336 632 367
Approach Delay, s/veh 12.0 9.6 12.6
Approach LOS B A B
Timer - Assigned Phs 3 4 6 8
Phs Duration (G+Y+Rc), s 11.8 11.0 10.8 22.8
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 18.0 9.0 21.0 31.0
Max Q Clear Time (g_c+I1), s 7.6 4.8 5.2 5.0
Green Ext Time (p_c), s 0.7 0.7 1.1 1.5
Intersection Summary
HCM 6th Ctrl Delay 11.0
HCM 6th LOS B
Notes
Unsignalized Delay for [EBR, SBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th Signalized Intersection Summary Maverik Gas Station 4: SR-14 NB Ramps & W Ave S 07/29/2023
Opening Year 2024 With Project Synchro 11 Report
Timing Plan: AM Peak
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 172 474 0 0 488 807 100 0 66 0 0 0 Future Volume (veh/h) 172 474 0 0 488 807 100 0 66 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 0 0 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 195 539 0 0 555 0 114 0 0
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 2 2 0 0 2 2 2 0 2
Cap, veh/h 254 2076 0 0 1085 257 0
Arrive On Green 0.14 0.58 0.00 0.00 0.31 0.00 0.14 0.00 0.00 Sat Flow, veh/h 1781 3647 0 0 3647 1585 1781 0 1585
Grp Volume(v), veh/h 195 539 0 0 555 0 114 0 0
Grp Sat Flow(s),veh/h/ln 1781 1777 0 0 1777 1585 1781 0 1585 Q Serve(g_s), s 3.1 2.2 0.0 0.0 3.8 0.0 1.7 0.0 0.0
Cycle Q Clear(g_c), s 3.1 2.2 0.0 0.0 3.8 0.0 1.7 0.0 0.0 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 254 2076 0 0 1085 257 0
V/C Ratio(X) 0.77 0.26 0.00 0.00 0.51 0.44 0.00
Avail Cap(c_a), veh/h 545 5191 0 0 3622 545 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 12.1 3.0 0.0 0.0 8.4 0.0 11.5 0.0 0.0 Incr Delay (d2), s/veh 4.8 0.1 0.0 0.0 0.4 0.0 1.2 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 0.0 0.0 0.0 0.6 0.0 0.6 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 16.9 3.1 0.0 0.0 8.8 0.0 12.7 0.0 0.0 LnGrp LOS B A A A A B A
Approach Vol, veh/h 734 555 114
Approach Delay, s/veh 6.8 8.8 12.7
Approach LOS A A B
Timer - Assigned Phs 2 4 7 8
Phs Duration (G+Y+Rc), s 8.2 21.2 8.2 13.0
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 9.0 43.0 9.0 30.0
Max Q Clear Time (g_c+I1), s 3.7 4.2 5.1 5.8
Green Ext Time (p_c), s 0.1 3.3 0.2 3.2
Intersection Summary
HCM 6th Ctrl Delay 8.0
HCM 6th LOS A
Notes
Unsignalized Delay for [NBR, WBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th Signalized Intersection Summary Maverik Gas Station 1: Tierra Subida Ave & W Ave S 07/29/2023
Opening Year 2024 With Project Synchro 11 Report
Timing Plan: PM Peak
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 114 190 5 40 351 359 10 41 27 212 51 157 Future Volume (veh/h) 114 190 5 40 351 359 10 41 27 212 51 157 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 124 207 5 43 382 390 11 45 29 230 55 171 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 301 1226 30 82 1083 650 25 160 103 363 452 383 Arrive On Green 0.09 0.35 0.35 0.05 0.30 0.30 0.01 0.15 0.15 0.11 0.24 0.24 Sat Flow, veh/h 3456 3546 85 1781 3554 1585 1781 1062 685 3456 1870 1585 Grp Volume(v), veh/h 124 103 109 43 382 390 11 0 74 230 55 171 Grp Sat Flow(s),veh/h/ln 1728 1777 1855 1781 1777 1585 1781 0 1747 1728 1870 1585 Q Serve(g_s), s 1.5 1.8 1.8 1.1 3.8 8.8 0.3 0.0 1.7 2.9 1.0 4.2 Cycle Q Clear(g_c), s 1.5 1.8 1.8 1.1 3.8 8.8 0.3 0.0 1.7 2.9 1.0 4.2 Prop In Lane 1.00 0.05 1.00 1.00 1.00 0.39 1.00 1.00
Lane Grp Cap(c), veh/h 301 614 641 82 1083 650 25 0 264 363 452 383 V/C Ratio(X) 0.41 0.17 0.17 0.52 0.35 0.60 0.43 0.00 0.28 0.63 0.12 0.45 Avail Cap(c_a), veh/h 380 1017 1061 196 2033 1073 196 0 1000 532 1153 977 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 19.6 10.3 10.3 21.2 12.3 10.5 22.2 0.0 17.1 19.5 13.5 14.6 Incr Delay (d2), s/veh 0.9 0.1 0.1 5.1 0.2 0.9 11.2 0.0 0.6 1.8 0.1 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 0.5 0.5 0.5 1.0 1.9 0.2 0.0 0.6 1.0 0.3 1.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.5 10.5 10.5 26.3 12.5 11.4 33.4 0.0 17.7 21.3 13.6 15.5 LnGrp LOS C B B C B B C A B C B B
Approach Vol, veh/h 336 815 85 456
Approach Delay, s/veh 14.2 12.7 19.7 18.2
Approach LOS B B B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 8.8 10.9 6.1 19.7 4.6 15.0 8.0 17.8 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 7.0 26.0 5.0 26.0 5.0 28.0 5.0 26.0 Max Q Clear Time (g_c+I1), s 4.9 3.7 3.1 3.8 2.3 6.2 3.5 10.8 Green Ext Time (p_c), s 0.1 0.3 0.0 0.9 0.0 0.7 0.0 3.1 Intersection Summary
HCM 6th Ctrl Delay 14.8
HCM 6th LOS B
HCM 6th TWSC Maverik Gas Station
2: Guyon Ave/Project Driveway 1 & W Ave S 08/25/2023
Opening Year 2024 With Project Synchro 11 Report
Timing Plan: PM Peak
Intersection
Int Delay, s/veh 44.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 96 327 32 38 642 55 26 0 42 177 0 82 Future Vol, veh/h 96 327 32 38 642 55 26 0 42 177 0 82
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 50 - - 50 - - - - 50 - - 0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 94 94 94 94 92 94 92 94 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 104 348 34 40 683 60 28 0 45 192 0 89

Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 743 0 0 382 0 0 995 1396 191 1175 1383 372 Stage 1 - - - - - - 573 573 - 793 793 -
Stage 2 - - - - - - 422 823 - 382 590 -
Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - 6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 - - - - - - 6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 860 - - 1173 - - 199 140 818 ~ 147 143 625 Stage 1 - - - - - - 472 502 - 348 398 -
Stage 2 - - - - - - 580 386 - 612 493 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 860 - - 1173 - - 151 119 818 ~ 123 121 625 Mov Cap-2 Maneuver - - - - - - 151 119 - ~ 123 121 -
Stage 1 - - - - - - 415 441 - 306 384 -
Stage 2 - - - - - - 480 373 - 509 433 -

Approach EB WB NB SB
HCM Control Delay, s 2.1 0.4 19 244.8

HCM LOS C F

Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 151 818 860 - - 1173 - - 123 625
HCM Lane V/C Ratio 0.183 0.055 0.121 - - 0.034 - - 1.564 0.143 HCM Control Delay (s) 34.1 9.7 9.8 - - 8.2 - -$ 352.8 11.7 HCM Lane LOS D A A - - A - - F B
HCM 95th %tile Q(veh) 0.6 0.2 0.4 - - 0.1 - - 13.9 0.5
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th Signalized Intersection Summary Maverik Gas Station 3: SR-14 SB Ramps & W Ave S 07/29/2023
Opening Year 2024 With Project Synchro 11 Report
Timing Plan: PM Peak
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 384 102 96 508 0 0 0 0 866 0 253 Future Volume (veh/h) 0 384 102 96 508 0 0 0 0 866 0 253 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1870 1870 1870 1870 0 1870 0 1870 Adj Flow Rate, veh/h 0 417 0 104 552 0 941 0 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 2 2 2 2 0 2 0 2
Cap, veh/h 0 722 159 753 0 1305 0
Arrive On Green 0.00 0.20 0.00 0.09 0.40 0.00 0.38 0.00 0.00 Sat Flow, veh/h 0 3647 1585 1781 1870 0 3456 0 1585
Grp Volume(v), veh/h 0 417 0 104 552 0 941 0 0
Grp Sat Flow(s),veh/h/ln 0 1777 1585 1781 1870 0 1728 0 1585 Q Serve(g_s), s 0.0 3.9 0.0 2.1 9.1 0.0 8.5 0.0 0.0
Cycle Q Clear(g_c), s 0.0 3.9 0.0 2.1 9.1 0.0 8.5 0.0 0.0 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 722 159 753 0 1305 0
V/C Ratio(X) 0.00 0.58 0.65 0.73 0.00 0.72 0.00
Avail Cap(c_a), veh/h 0 1466 441 1440 0 2281 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 1.00 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 13.1 0.0 16.0 9.2 0.0 9.7 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.7 0.0 4.5 1.4 0.0 0.8 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 1.0 0.0 0.8 1.9 0.0 2.2 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 13.8 0.0 20.5 10.6 0.0 10.4 0.0 0.0 LnGrp LOS A B C B A B A
Approach Vol, veh/h 417 656 941
Approach Delay, s/veh 13.8 12.2 10.4
Approach LOS B B B
Timer - Assigned Phs 3 4 6 8
Phs Duration (G+Y+Rc), s 7.3 11.4 17.7 18.6
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 9.0 15.0 24.0 28.0
Max Q Clear Time (g_c+I1), s 4.1 5.9 10.5 11.1
Green Ext Time (p_c), s 0.1 1.5 3.3 2.8
Intersection Summary
HCM 6th Ctrl Delay 11.7
HCM 6th LOS B
Notes
Unsignalized Delay for [EBR, SBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th Signalized Intersection Summary Maverik Gas Station 4: SR-14 NB Ramps & W Ave S 07/29/2023
Opening Year 2024 With Project Synchro 11 Report
Timing Plan: PM Peak
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 135 1105 0 0 366 532 249 0 422 0 0 0 Future Volume (veh/h) 135 1105 0 0 366 532 249 0 422 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 0 0 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 141 1151 0 0 381 0 259 0 0
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 0 0 2 2 2 0 2
Cap, veh/h 204 1888 0 0 1012 365 0
Arrive On Green 0.11 0.53 0.00 0.00 0.28 0.00 0.20 0.00 0.00 Sat Flow, veh/h 1781 3647 0 0 3647 1585 1781 0 1585
Grp Volume(v), veh/h 141 1151 0 0 381 0 259 0 0
Grp Sat Flow(s),veh/h/ln 1781 1777 0 0 1777 1585 1781 0 1585 Q Serve(g_s), s 2.3 6.8 0.0 0.0 2.6 0.0 4.1 0.0 0.0
Cycle Q Clear(g_c), s 2.3 6.8 0.0 0.0 2.6 0.0 4.1 0.0 0.0 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 204 1888 0 0 1012 365 0
V/C Ratio(X) 0.69 0.61 0.00 0.00 0.38 0.71 0.00
Avail Cap(c_a), veh/h 470 3399 0 0 1992 1351 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 12.9 4.9 0.0 0.0 8.7 0.0 11.2 0.0 0.0 Incr Delay (d2), s/veh 4.1 0.3 0.0 0.0 0.2 0.0 2.6 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 0.1 0.0 0.0 0.5 0.0 1.4 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.0 5.2 0.0 0.0 8.9 0.0 13.8 0.0 0.0 LnGrp LOS B A A A A B A
Approach Vol, veh/h 1292 381 259
Approach Delay, s/veh 6.5 8.9 13.8
Approach LOS A A B
Timer - Assigned Phs 2 4 7 8
Phs Duration (G+Y+Rc), s 10.2 20.1 7.5 12.6
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 23.0 29.0 8.0 17.0
Max Q Clear Time (g_c+I1), s 6.1 8.8 4.3 4.6
Green Ext Time (p_c), s 0.7 7.3 0.1 1.6
Intersection Summary
HCM 6th Ctrl Delay 8.0
HCM 6th LOS A
Notes
Unsignalized Delay for [NBR, WBR] is excluded from calculations of the approach delay and intersection delay.

APPENDIX F ‐
OPENING YEAR 2024 WITH PROJECT AND IMPROVEMENT CONDITIONS ANALYSIS WORKSHEETS
HCM 6th Signalized Intersection Summary Maverik Gas Station 2: Guyon Ave/Project Driveway 1 & W Ave S 08/25/2023
Opening Year 2024 With Project and Improvement Synchro 11 Report Timing Plan: AM Peak
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 113 349 9 18 300 65 7 0 19 211 0 97 Future Volume (veh/h) 113 349 9 18 300 65 7 0 19 211 0 97 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 118 364 9 19 312 68 7 0 20 220 0 101 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 189 1157 29 44 712 153 408 0 363 618 0 363
Arrive On Green 0.11 0.33 0.33 0.02 0.24 0.24 0.23 0.00 0.23 0.23 0.00 0.23 Sat Flow, veh/h 1781 3544 87 1781 2909 625 681 0 1585 1597 0 1585 Grp Volume(v), veh/h 118 182 191 19 189 191 7 0 20 220 0 101 Grp Sat Flow(s),veh/h/ln 1781 1777 1855 1781 1777 1758 681 0 1585 1597 0 1585 Q Serve(g_s), s 1.8 2.2 2.2 0.3 2.6 2.6 0.1 0.0 0.3 0.0 0.0 1.5 Cycle Q Clear(g_c), s 1.8 2.2 2.2 0.3 2.6 2.6 3.2 0.0 0.3 3.1 0.0 1.5 Prop In Lane 1.00 0.05 1.00 0.36 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 189 580 606 44 435 430 408 0 363 618 0 363 V/C Ratio(X) 0.62 0.31 0.31 0.44 0.43 0.44 0.02 0.00 0.06 0.36 0.00 0.28 Avail Cap(c_a), veh/h 561 1243 1297 311 994 983 1152 0 1275 1433 0 1275 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 12.2 7.2 7.2 13.8 9.1 9.2 11.1 0.0 8.6 9.7 0.0 9.1 Incr Delay (d2), s/veh 3.3 0.3 0.3 6.7 0.7 0.7 0.0 0.0 0.1 0.3 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.3 0.3 0.2 0.5 0.5 0.0 0.0 0.0 0.9 0.0 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 15.6 7.5 7.5 20.5 9.8 9.9 11.1 0.0 8.7 10.0 0.0 9.5 LnGrp LOS B A A C A A B A A B A A
Approach Vol, veh/h 491 399 27 321
Approach Delay, s/veh 9.5 10.3 9.3 9.9
Approach LOS A B A A
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 10.6 4.7 13.3 10.6 7.0 11.0
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 23.0 5.0 20.0 23.0 9.0 16.0 Max Q Clear Time (g_c+I1), s 5.2 2.3 4.2 5.1 3.8 4.6
Green Ext Time (p_c), s 0.0 0.0 1.6 1.5 0.1 1.4
Intersection Summary
HCM 6th Ctrl Delay 9.8
HCM 6th LOS A
California MUTCD 2014 Edition Rev 6Scenario: Opening Year 2024 With Project and Improvement AM Peak Conditions Major Approach: W Ave S
Minor Approach: Guyon Ave/Project Dwy 1
Two
One or More
854
308
The plotted point falls above the applicable curve in Figure 4C-3 (Urban Areas) OR The plotted point falls above the applicable curve in Figure 4C-4 (Rural Areas) Both Approaches - Major Street
Higher Approach - Minor Street

APPROACH LANES

ENTER CORRECT HOURS
Part BSATISFIEDThe satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.ENTER PEAK HOUR VOL.

WARRANT 3 - PEAK HOUR SATISFIEDPart A(All parts 1, 2, and 3 below must be satisfied for the sameSATISFIED(Part A or Part B must be satisfied)1. The total delay experienced by traffic on one minor street approach (one direction only) controlled by a STOP sign equals or exceeds four vehicle-hours for one-lane approach, or five vehicle-hours for a two-lane approach; AND2. The volume on the same minor street approach (one direction only) equals or exceeds100 vph for one moving lane of traffic or 150 vph for two moving lanes; AND3. The total entering volume serviced during the hour equals or exceeds 800 vph forintersections with four or more approaches or 650 vph for intersections with threeapproaches YES
NO
YES
NO
YES
NO
YES
NO
YES
NO
YES
NO
YES
NO
YES
NO
0255075100125150175200225250275300325350375400425300 400 500 600 700 800 900 1000 1100 1200Minor StreetHigher Volume Approach - VPHFMajor StreetTotal of BothApproaches -VPH My Results (Minimum Vehicles)
Queuing and Blocking Report
Maverik Gas Station 08/25/2023
Opening Year 2024 With Project and Improvement SimTraffic Report Timing Plan: AM Peak
Intersection: 2: Guyon Ave/Project Driveway 1 & W Ave S Movement EB EB EB WB WB WB NB NB SB SB
Directions Served L T TR L T TR LT R LT R
Maximum Queue (ft) 103 72 78 50 88 145 34 38 142 64
Average Queue (ft) 45 22 29 12 25 53 5 13 70 31
95th Queue (ft) 83 52 63 36 62 111 24 38 118 56
Link Distance (ft) 1574 1574 682 682 608 212 212
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100 50 50
Storage Blk Time (%) 0 0 1 2 0 0
Queuing Penalty (veh) 1 0 2 0 0 0
HCM 6th Signalized Intersection Summary Maverik Gas Station 2: Guyon Ave/Project Driveway 1 & W Ave S 08/25/2023
Opening Year 2024 With Project and Improvement Synchro 11 Report Timing Plan: PM Peak
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 96 327 32 38 642 55 26 0 42 177 0 82 Future Volume (veh/h) 96 327 32 38 642 55 26 0 42 177 0 82 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 102 348 34 40 683 59 28 0 45 188 0 87 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 138 1007 98 77 904 78 151 0 631 151 0 631
Arrive On Green 0.08 0.31 0.31 0.04 0.27 0.27 0.40 0.00 0.40 0.40 0.00 0.40 Sat Flow, veh/h 1781 3272 318 1781 3310 286 0 0 1585 0 0 1585 Grp Volume(v), veh/h 102 188 194 40 366 376 28 0 45 188 0 87 Grp Sat Flow(s),veh/h/ln 1781 1777 1813 1781 1777 1819 0 0 1585 0 0 1585 Q Serve(g_s), s 2.7 3.9 4.0 1.0 9.0 9.0 0.0 0.0 0.8 0.0 0.0 1.7 Cycle Q Clear(g_c), s 2.7 3.9 4.0 1.0 9.0 9.0 19.0 0.0 0.8 19.0 0.0 1.7 Prop In Lane 1.00 0.18 1.00 0.16 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 138 547 558 77 486 497 151 0 631 151 0 631 V/C Ratio(X) 0.74 0.34 0.35 0.52 0.75 0.76 0.19 0.00 0.07 1.25 0.00 0.14 Avail Cap(c_a), veh/h 261 707 721 186 633 647 151 0 631 151 0 631 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 21.5 12.8 12.8 22.4 15.9 15.9 23.9 0.0 8.9 23.9 0.0 9.2 Incr Delay (d2), s/veh 7.4 0.4 0.4 5.4 3.8 3.7 0.6 0.0 0.0 154.5 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 1.1 1.2 0.5 3.1 3.2 0.3 0.0 0.2 8.0 0.0 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.0 13.2 13.2 27.7 19.6 19.6 24.5 0.0 9.0 178.4 0.0 9.3 LnGrp LOS C B B C B B C A A F A A
Approach Vol, veh/h 484 782 73 275
Approach Delay, s/veh 16.5 20.0 14.9 124.9
Approach LOS B C B F
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 23.0 6.1 18.7 23.0 7.7 17.0
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 19.0 5.0 19.0 19.0 7.0 17.0 Max Q Clear Time (g_c+I1), s 21.0 3.0 6.0 21.0 4.7 11.0 Green Ext Time (p_c), s 0.0 0.0 1.5 0.0 0.0 2.0
Intersection Summary
HCM 6th Ctrl Delay 36.6
HCM 6th LOS D
California MUTCD 2014 Edition Rev 6Scenario: Opening Year 2024 With Project and Improvement PM Peak Conditions Major Approach: W Ave S
Minor Approach: Guyon Ave/Project Dwy 1
Two
One or More
1190
259

APPROACH LANES

ENTER CORRECT HOURS
The plotted point falls above the applicable curve in Figure 4C-3 (Urban Areas) OR The plotted point falls above the applicable curve in Figure 4C-4 (Rural Areas) Both Approaches - Major Street
Higher Approach - Minor Street
Part BSATISFIEDThe satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.ENTER PEAK HOUR VOL.

WARRANT 3 - PEAK HOUR SATISFIEDPart A(All parts 1, 2, and 3 below must be satisfied for the sameSATISFIED(Part A or Part B must be satisfied)1. The total delay experienced by traffic on one minor street approach (one direction only) controlled by a STOP sign equals or exceeds four vehicle-hours for one-lane approach, or five vehicle-hours for a two-lane approach; AND2. The volume on the same minor street approach (one direction only) equals or exceeds100 vph for one moving lane of traffic or 150 vph for two moving lanes; AND3. The total entering volume serviced during the hour equals or exceeds 800 vph forintersections with four or more approaches or 650 vph for intersections with threeapproaches YES
NO
YES
NO
YES
NO
YES
NO
YES
NO
YES
NO
YES
NO
YES
NO
0255075100125150175200225250275300325350375400425300 400 500 600 700 800 900 1000 1100 1200Minor StreetHigher Volume Approach - VPHFMajor StreetTotal of BothApproaches -VPH My Results (Minimum Vehicles)
Queuing and Blocking Report
Maverik Gas Station 08/25/2023
Opening Year 2024 With Project and Improvement SimTraffic Report Timing Plan: PM Peak
Intersection: 2: Guyon Ave/Project Driveway 1 & W Ave S Movement EB EB EB WB WB WB NB NB SB SB
Directions Served L T TR L T TR LT R LT R
Maximum Queue (ft) 104 78 92 70 138 208 47 58 166 81
Average Queue (ft) 46 25 37 25 53 101 14 22 76 35
95th Queue (ft) 86 57 74 55 106 174 41 50 135 66
Link Distance (ft) 1574 1574 682 682 608 212 212
Upstream Blk Time (%) 0
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 100 50 50
Storage Blk Time (%) 0 0 4 8 1 0
Queuing Penalty (veh) 1 0 13 3 0 0
APPENDIX G ‐
TRANSIT ROUTE INFORMATION

August 2023
Prepared for:
44-600 Village Court, Suite 100
Palm Desert CA, 92260
Prepared by:
23905 Clinton Keith Road 114-280
Wildomar, CA 92595
Maverik Gas Station
Vehicle Miles Traveled (VMT) Analysis
Maverick Gas Station VMT

1.0 PROJECT INTRODUCTION
The purpose of this report is to evaluate the project’s VMT analysis requirements and compliance with Senate Bill 743 (SB 743) and The California Environmental Quality Act (CEQA).

1.1 PROJECT DESCRIPTION
The Project is proposing the construction of a service station with 24 vehicle fueling positions and 5,637 square feet (sf) of convenience store.

Access to the Project site will be provided via one (1) proposed right-in/right-out only driveway along W Avenue S that will be restricted by the construction of a raised median and one (1) proposed driveway that would result as the north leg of the existing W Avenue S and Guyon Avenue intersection.

Figure 1-1 shows the Project site plan.

1.2 SENATE BILL 743
On September 27, 2013, SB 743 was signed into State law and started a process intended to fundamentally change transportation impact analysis as part of the CEQA compliance. The California Natural Resource Agency updated the CEQA transportation analysis guidelines in 2018. In this update automobile delay and LOS metrics are no longer to be used in determining transportation impacts.

Instead VMT metrics will serve as the basis in determining impacts. Furthermore, the guidelines stated that after July 1, 2020, transportation analysis under CEQA must use VMT to determine impacts for land use projects.

1.3 GUIDANCE DOCUMENTS
The project is located in the City of Palmdale and within the jurisdiction of Los Angeles County. The County has adopted guidance on evaluating VMT for transportation impacts under CEQA. For this project the County of Los Angeles ’, “ Los Angeles County Senate Bill (SB) 743 Implementation and CEQA Updates Report”, June 2020, hereafter referred to as Guidelines. 1 Maverik Gas Station
Project Site Plan
Figure 1-1
2 3

2.0 ANALYSIS METHODOLGY
The Guidelines adopted by Los Angeles County require a 4-step process for implementing SB 743 and VMT analysis:

1. 2.

3. 4.

Baseline VMT – Describes the process for determining the County Baseline VMT and describes the analysis methodology and VMT metrics for Los Angeles County.

VMT Screening – Provides the options for project screening to determine if a VMT analysis is required and summarizes the VMT analysis process for projects that do not meet the screening criteria.

VMT Impact Thresholds – Based on the required VMT Measure the project will need to identify the appropriate VMT Measure threshold as required in the Guidelines.

VMT Mitigation Strategies – If the project would have a VMT impact under CEQA the project would need to mitigate the impact to the extent feasible and disclose whether the project would fully mitigate its impact or require additional analysis to reduce VMT and meet the County’s thresholds are provided.

2.1 SCREENING CRITERIA

2.1.1 Los Angeles County Transportation Analysis Guidelines Screening Criteria The Guidelines recognize that certain projects based on type, location, size and other contexts could lead to a presumption of less than significance (i.e. the project’s VMT would not cause a transportation impact) and would not need additional VMT analysis. The Guidelines provide the following screening criteria:

1. 2.

3. -
-
-
-

4. 5.

Project Size: A project that generates 110 or fewer daily trips.

Locally Serving Retail: A project that has locally serving retail uses that are 50,000 square feet or less, including specialty retail, shopping center, grocery store, pharmacy, financial services/banks, fitness center or health club, restaurant, and café. If the project contains other land uses, those uses need to be considered under other applicable screening criteria.

Transit Proximity: A project that is located within a ½ mile of a major transit stop or within a ½ mile of a bus stop on a high-quality transit corridor (HQTC). A major transit stop is a rail station or a stop with two or more intersecting bus routes with service frequency of 15 minutes or less during commute periods. A HQTC is a corridor with fixed route bus service with frequency of 15 minutes or less during peak commute periods. In addition, the project should have the following characteristics:

A floor Area Ratio (FAR) of 0.75 or greater
Is consistent with the applicable SCAG Sustainable Communities Strategy (as determined by the County)
Does not provide more parking than required by the County Does not replacing affordable housing units
Affordable Housing: A residential project that provides affordable housing units.

Transportation Facilities: Transportation projects that promote non-auto travel, improve safety, or improve traffic operations at current bottlenecks, such as transit, bicycle and pedestrian facilities, intersection traffic control (e.g., traffic signals or roundabouts), or widening at intersections to provide new turn lanes (see Attachment C for detailed list). 4 2.2 VMT ANALYSIS
Projects that do not meet any of the screening criteria identified would need to perform a VMT analysis per the Guidelines. The project would need evaluate the appropriate VMT metrics and compare them to thresholds to determine significance as defined by the Guidelines.

2.2.1 VMT Measures
The Guidelines assign the appropriate VMT Measure for land use projects based on land use type. Residential and Non-Residential land uses are required to use the relevant VMT efficiency metric, VMT per Capita and Work VMT per Employee, respectively. Retail and similar uses are required to use a total VMT metric to measure the net change in VMT a project would create due to the “customer component” of the project.

2.3 VMT THRESHOLDS
Once a project identifies the appropriate VMT measures for the proposed land uses it would need to be compared to thresholds for those metrics to determine significance under CEQA. The County has chosen to base its thresholds on the county and county-wide averages.

The thresholds as defined by the Guidelines provides are as follows:
•
•
•
•
•
•
•
Residential Project: Project exceeds 16.8% below the North or South County Baseline VMT for home-based VMT per capita
Employment (Commercial or Industrial) Project: Project exceeds 16.8% below the North or South County Baseline VMT for home-based work VMT per employee Regional Retail Project: Project results in a net increase in total VMT per service population in comparison to the North or South County Baseline VMT Mixed-Use Projects: Evaluate each project land use component separately using the criteria above
Land Use Plans (Community Plan, Specific Plan): Total VMT per service population generated by the Plan exceeds 16.8% below the North or South County Baseline VMT Other land use types: Project exceeds 16.8% below the North or South County Baseline VMT. For land use types not listed above, the County can determine the appropriate VMT metric depending on the project characteristics. For projects that are generally producing job-related travel, the employment generating VMT (home-based work VMT per employee) can be compared to the applicable County baseline. For other projects, the total VMT per service population can be compared to the County baseline, or the net change in VMT can be compared within the study area.

Transportation Projects or Plans: Project results in an increase in VMT in comparison to the baseline VMT in the study area

3.0 PROJECT ANALYSIS
The Project is proposing the construction of a service station with 24 vehicle fueling positions and 5,637 square feet (sf) of convenience store.
5 3.1 EMPLOYMENT USE ASSESSMENT

3.1.1 Screening Criteria Assessment
Screening Criteria Locally Serving Retail
Based on the Guidelines, Retail buildings with area less than or equal to 50,000 square feet would be presumed to cause a less-than-significant impact, the project would potentially have a total of 5,637 square feet of retail space . The project’s retail component does qualify Locally Serving Retail
screening.

3.1.2 VMT Analysis
As described in Section 3.3.1, the project’s employment component would qualify for screening for being a Locally Serving Retail project. For this reason, the project’s employment component would be presumed to be less than significant for VMT impacts.

3.2 VMT IMPACT ASSESSMENT AND CONCLUSION
The proposed project is presumed to be less than significant for VMT impacts due to all the proposed use meeting at least one of the County’s screening criteria outlined in Section 2.1. The project’s VMT impact assessment for the proposed uses is summarized in Table 1:

Table 1: Summary of VMT Impacts
Land Use
Type
Proposed
Uses Impact Commentary
Retail
Fueling
Station Presumed to be less than
significant
Meets County’s Screening Criteria for
Local-Serving Retail.

Mitigation Monitoring and Reporting Program
City of Palmdale 1 The Altum Group MMRP

Environmental Impact

Mitigation Measure
Action ,Responsibility
and Timing Impact after Mitigation

4.4 Biological Resources
a) Have a substantial adverse effect, either
directly or through habitat modifications,
on any species identified as a candidate,
sensitive, or special status species in local
or regional plans, policies, or regulations,
or by the California Department of Fish
and Wildlife or U.S. Fish and Wildlife
Service?
b) Have a substantial adverse effect on any
riparian habitat or other sensitive natural
community identified in local or regional
plans, policies, regulations or by the
California Department of Fish and Wildlife
or U.S. Fish and Wildlife Service?
d) Interfere substantially with the
movement of any native resident or
migratory fish or wildlife species or with
established native resident or migratory
wildlife corridors, or impede the use of
native wildlife nursery sites?
Mitigation Measure:

BIO-1: A desert vegetation preservation
plan be prepared and submitted to the
City of Palmdale by the Project Applicant
as part of the proposed Project
development application in order to
maximize the amount of native desert
vegetation that can be preserved
throughout development. This plan shall
include:
•A written report and site plan which
depicts the location of each California
juniper, discusses their age and health,
and identifies and locates all trees and
shrubs which can be saved in place or
located;
•A site landscaping plan showing the
proposed locations of all Western Joshua
trees, California junipers, and any other
native desert vegetation that will remain
on-site;
•A long-term maintenance program for
any desert vegetation preserved on the
site. The minimum term of any
maintenance program shall be two
growing seasons, unless a shorter length
of time is determined by the City’s
Landscape Architect, or in lieu thereof,
the Director of Public Works’ designee, in
cases where the trees retained on the
site are of such health and vigor after
one growing season that their survival is
assured;
Responsibility:

Applicant

Action: Development of
Bird Survey with
Emphasis on Burrowing
Owls.

Timing: 3 days prior to any
permit involving the
following: vegetation
removal or ground disturbing
activities,.

Less than Significant
Mitigation Monitoring and Reporting Program
City of Palmdale 2 The Altum Group MMRP

Environmental Impact

Mitigation Measure
Action ,Responsibility
and Timing Impact after Mitigation
•Such other and further information as
the Director of Planning may deem
necessary to fulfill the purposes and
intent of this chapter in a particular case.

BIO-2: An Incidental Take Permit for the
removal of western Joshua trees shall be
obtained from CDFW in compliance with
CDFW regulations and requirements
prior to the removal of western Joshua
trees and the issuance of any grading or
construction permit. In addition, all
applicable fees as established in the
Western Joshua Tree Conservation Act
shall be paid by the Project developer
prior to the removal of any western
Joshua trees.

BIO-3: A minimum standard of
preservation for California juniper shall
be met by the Project Applicant in
accordance with PMC Chapter 14.04.070
of the City of Palmdale municipal code. If
this standard cannot be met, the
developer shall pay all associated in-lieu
fees as required by the City.

BIO-4: No more than 14 days prior to the
commencement of construction
activities, a qualified biologist shall
survey in compliance with CDFW
standards and regulations the Project
site to determine whether burrowing owl
or on-site burrows suitable for owls are
present on the site. If burrowing owl is
found to be present on the Project site,
CDFW shall be consulted, and all
Mitigation Monitoring and Reporting Program
City of Palmdale 3 The Altum Group MMRP

Environmental Impact

Mitigation Measure
Action ,Responsibility
and Timing Impact after Mitigation
applicable protocols, as established by
CDFW, shall be adhered to prior the
commencement of construction
activities.

BIO-5: Construction-related activities
shall be conducted outside of the nesting
bird season (February 1 through August
31). If construction must occur during the
nesting bird season from to February 1
through August 31, a qualified biologist
shall conduct a nesting bird survey of the
Project site no more than 72 hours prior
to the commencement of vegetation
removal activities. If no active nests or
breeding activities are found,
construction activities may begin. If an
active nest and/or breeding activities are
determined to be present, the nest
site/breeding habitat shall be delineated
ground disturbing and flagged by a
biological monitor, and a buffer of no less
than 300 feet (500 feet for raptors) shall
be established and avoided in which no
construction activities are permitted until
the nest becomes inactive, the young
have fledged, the young are no longer
being fed by the parents, the young have
left the area, or the young will no longer
be impacted by the Project. The buffer
may be modified for other needs
proposed or determine appropriate by
the Biology Monitor to minimize impacts.

BIO-6: Prior to the commencement of
ground disturbing activities, a floristic
Mitigation Monitoring and Reporting Program
City of Palmdale 4 The Altum Group MMRP

Environmental Impact

Mitigation Measure
Action ,Responsibility
and Timing Impact after Mitigation
survey shall be conducted for short-joint
beavertail. If detected, each individual
shall be flagged or fenced for avoidance
prior to the commencement of
construction activities. If avoidance is not
feasible, a qualified biologist shall
develop a short-join beavertail removal
and reintroduction plan for any impacted
plants. This plan must be approved by
CDFW and the City prior to the issuance
of grading permits.

BIO-7: Prior to the commencement of
ground disturbing activities, a qualified
biologist shall conduct clearance surveys
for desert tortoises on the Project site.

Clearance surveys shall follow the United
States Fish and Wildlife Services (USFWS)
Clearance Survey Protocol for the Mojave
Desert Tortoise (May 2019). If desert
tortoise is determined to be present on
the Project site, the Project developer
shall develop and implement a mitigation
and monitoring plan in consultation with
USFWS and CDFW and the City shall be
notified.

BIO-8: Prior to the commencement of
ground disturbing activities, a qualified
biologist shall conduct a survey for
Crotch’s bumblebee during the species’
active period (March to July). This survey
shall include a search for Crotch’s
bumblebee activity and the presence of
ground nests. If a ground nest is
observed, the nest shall remain in place
Mitigation Monitoring and Reporting Program
City of Palmdale 5 The Altum Group MMRP

Environmental Impact

Mitigation Measure
Action ,Responsibility
and Timing Impact after Mitigation
until it is determined to be no longer
active by a qualified biologist. If Crotch’s
bumblebee is present on the Project site
and may occur during Project activities,
the Project Applicant shall consult with
CDFW regarding the implementation of
avoidance measures, or the issuance of
an Incidental Take Permit.

BIO-9: Prior to the commencement of
ground disturbing activities, a qualified
biologist shall conduct surveys for
Mohave ground squirrel in accordance
with the California Department of Fish
and Wildlife Mohave Ground Squirrel
Survey Guidelines (January 2003).

Surveys for Mohave ground squirrels are
performed between March 15 and July
15 using standard live trapping
techniques. A total of three rounds of
trapping are required during this time,
although trapping shall cease once a
Mohave ground squirrel is captured or
observed. If these surveys obtain positive
results for Mohave ground squirrel, or if
Mohave ground squirrel presence is
assumed within the Project site, the
Project developer shall obtain Incidental
Take Permit from CDFW prior to the
commencement of construction
activities.

BIO-10: No more than 72 hours prior to
the commencement of construction
activities, a qualified biologist shall
conduct a survey for California glossy
Mitigation Monitoring and Reporting Program
City of Palmdale 6 The Altum Group MMRP

Environmental Impact

Mitigation Measure
Action ,Responsibility
and Timing Impact after Mitigation
snake, coast horned lizard, and Northern
California legless lizard. If any of these
species are found to be present on the
Project site, no construction activities
shall commence until the individuals
have left the area or have been relocated
by a qualified biologist in accordance
with CDFW protocols.

BIO-11: Prior to the fill, alteration, or
other impacts to the bed or bank of the
existing onsite ephemeral drainage, a
jurisdictional delineation of this drainage
shall be carried out to determine which
jurisdiction(s) this drainage falls under.

Dependent upon the results of the
jurisdictional delineation a CDFW
Notification of Streambed Alteration or
Water Discharge Requirement pursuant
to the Porter-Cologne Water Quality Act
may be required. The applicable permit
shall be obtained prior to the fill,
alteration, or other impacts to the bed or
bank of this ephemeral drainage.

4.5 Cultural Resources
a) Cause a substantial adverse change in
the significance of a historical resource
pursuant to § 15064.5?
b) Cause a substantial adverse change in the
significance of an archaeological resource
pursuant to § 15064.5?
c) Disturb any human remains, including
those interred outside of dedicated
cemeteries?
Mitigation Measure:

CUL-1: In the event that cultural
resources are discovered during project
activities, all work in the immediate
vicinity of the find (within a 60-foot
buffer) shall cease and a qualified
archaeologist meeting Secretary of
Interior standards shall be hired to assess
the find. Work on the other portions of
the project outside of the buffered area
Responsibility:

Applicant

Action: Contact the
Yuhaaviatam of San Manuel
Nation Cultural Resources
Department (YSMN), if
cultural resources are
discovered.

Less than Significant
Mitigation Monitoring and Reporting Program
City of Palmdale 7 The Altum Group MMRP

Environmental Impact

Mitigation Measure
Action ,Responsibility
and Timing Impact after Mitigation
may continue during this assessment
period. Additionally, the Yuhaaviatam of
San Manuel Nation Cultural Resources
Department (YSMN) shall be contacted,
as detailed within TCR-1, regarding any
pre-contact finds and be provided
information after the archaeologist
makes his/her initial assessment of the
nature of the find, so as to provide Tribal
input with regards to significance and
treatment.

CUL-2: If significant pre-contact cultural
resources, as defined by CEQA (as
amended, 2015), are discovered and
avoidance cannot be ensured, the
archaeologist shall develop a Monitoring
and Treatment Plan, the drafts of which
shall be provided to YSMN for review and
comment, as detailed within TCR-1. The
archaeologist shall monitor the
remainder of the project and implement
the Plan accordingly.

CUL-3: If human remains or funerary
objects are encountered during any
activities associated with the project,
work in the immediate vicinity (within a
100-foot buffer of the find) shall cease
and the County Coroner shall be
contacted pursuant to State Health and
Safety Code §7050.5 and that code
enforced for the duration of the
project.

Timing:

During implementation
of the project if cultural
resources are discovered.

Mitigation Monitoring and Reporting Program
City of Palmdale 8 The Altum Group MMRP

Environmental Impact

Mitigation Measure
Action ,Responsibility
and Timing Impact after Mitigation

4.7 Geology and Soils
b) Result in substantial soil erosion or the loss of
topsoil?
Mitigation Measure:

GEO-1: Prior to issuance of grading
permit, the applicant shall confirm that
grading and construction plans
incorporate recommendations provided
in the Geotechnic report the design
recommendations shall address the earth
work all vegetation, rocks, topsoil, loose
and disturbed soils shall be stripped from
the site during clearing and grubbing
activities. Prior to site grading fill, a
certified geologist shall be consulted to
determine the depth and amount of
topsoil that is to be removed.

GEO-2: All soil excavations shall be
conducted under the Occupation Safety
and Hazard Administration (OSHA)’s
safety guideline and shall be inspected by
a qualified geologist. If any signs of
instability or excessive sloughing are
noted, immediate remedial action shall
be initiated by the geologist or
geotechnical engineer on site.

GEO-3: All site grading fill material shall
be approved by a geotechnical engineer
prior to soil placement.

Responsibility: Applicant

Action: Apply for grading
permits, Have a certified
geologist on contract.

Timing:

Prior to the issuance of
any Permits.

Less than Significant

4.17 Transportation and Traffic
Mitigation Monitoring and Reporting Program
City of Palmdale 9 The Altum Group MMRP

Environmental Impact

Mitigation Measure
Action ,Responsibility
and Timing Impact after Mitigation
a) Conflict with a program, plan, ordinance
or policy addressing the circulation
system, including transit, roadway,
bicycle and pedestrian facilities?
b) Would the project conflict or be
inconsistent with CEQA Guidelines
section 15064.3, subdivision (b)?
Mitigation Measure:

TRAN-1: Project will signalize the
intersection of Guyon Avenue/Project
Driveway 1 and W Avenue S to the
satisfaction of the City Engineer.

TRAN-2: Project will construct required
improvements along the property
frontage including curb, gutter, sidewalk
and exclusive right turn lane at Guyon
Avenue/Project Driveway 1 and W
Avenue S to the satisfaction of the City
Engineer.

TRAN-3: Project will construct a raised
median along the property frontage
including an eastbound left turn lane at
the intersection of Guyon Avenue/Project
Driveway 1 and W Avenue S with a
recommended length of 100 feet
minimum with the appropriate transition
to the satisfaction of the City Engineer.

Responsibility: Applicant

Action: Preparation of
plans detailing
improvements.

Timing:

Approval by the
Engineering Department
of the City of Palmdale
before any permits are
issued for the first phase
of the project.

Less than Significant

4.18 Tribal Cultural Resources
Mitigation Monitoring and Reporting Program
City of Palmdale 10 The Altum Group MMRP

Environmental Impact

Mitigation Measure
Action ,Responsibility
and Timing Impact after Mitigation
ai) Would the project cause a substantial
adverse change in the significance of a
tribal cultural resource, defined in Public
Resources Code section 21074 as either
a site, feature, place, cultural landscape
that is geographically defined in terms of
the size and scope of the landscape,
sacred place, or object with cultural
value to a California Native American
tribe, and that is:

aii) Listed or eligible for listing in the
California Register of Historical
Resources, or in a local register of
historical resources as defined in Public
Resources Code section 5020.1(k), or;

aiii) A resource determined by the lead
agency, in its discretion and supported
by substantial evidence, to be significant
pursuant to criteria set forth in
subdivision (c) of Public Resources Code
Section 5024.1. In applying the criteria
set forth in subdivisi on (c) of Public
Resource Code Section 5024.1, the lead
agency shall consider the significance of
the resource to a California Native
American tribe.

TCR-1: The Yuhaaviatam of San Manuel
Nation Cultural Resources Management
Department (YSMN) shall be contacted,
as detailed in CUL-1, of any pre-contact
cultural resources discovered during
project implementation, and be provided
information regarding the nature of the
find, so as to provide Tribal input with
regards to significance and treatment.

Should the find be deemed significant, as
defined by CEQA (as amended, 2015), a
Cultural Resources Monitoring and
Treatment Plan shall be created by the
archaeologist, in coordination with YSMN,
and all subsequent finds shall be subject
to this Plan. This Plan shall allow for a
monitor to be present that represents
YSMN for the remainder of the project,
should YSMN elect to place a monitor on-
site.

TCR-2: Any and all archaeological/cultural
documents created as a part of the
project (isolate records, site records,
survey reports, testing reports, etc.) shall
be supplied to the applicant and Lead
Agency for dissemination to YSMN. The
Lead Agency and/or applicant shall, in
good faith, consult with YSMN
throughout the life of the project.

Responsibility: Applicant

Action: Contact the
Yuhaaviatam of San
Manuel Nation Cultural
Resources Management
Department (YSMN).

Timing: During project
implementation, If an
cultural resources are
found

Less than Significant

City Council Staff Report
DATE: MARCH 18, 2025
TO: HONORABLE MAYOR AND CITY COUNCIL
FROM: PUBLIC WORKS DEPARTMENT

ENGINEERING DIVISION
DISTRICT: 1
SUBJECT: ADOPT RESOLUTION NO. CC 202 5-023, A RESOLUTION OF THE

CITY COUNCIL OF THE CITY OF PALMDALE ORDERING T HE
VACATION OF PORTIONS OF 8 TH STREET EAST SOUTH OF
RANCHO VISTA BOULEVARD, NORTH OF EAST AVENUE P-8 AND

THE RESERVATION OF UTILITY EASEMENTS THEREIN

RECOMMENDATION
Staff recommend that the City Council:

1. Adopt Resolution No. CC 2025-023, a Resolution of the City Council of the City of Palmdale ordering the vacation of portions of 8th Street East south of Rancho Vista Boulevard, north of East Avenue P -8 and the reservation of utility easements therein; and,

2. Authorize the Mayor to execute Resolution No. CC 202 5-023, ordering the vacation of portions of 8th Street East south of Rancho Vista Boulevard , north of East Avenue P-8 and the reservation of utility easements therein.

BACKGROUND
In March 2024, Covington Development Partners, LLC, applied for a street vacation as part of their new commercial development located along 8 th Street East. They have requested the vacation of portions of the existing right -of-way along the property frontage as the improvements were never constructed and are not necessary to serve their development. This request is linked to the approval of the Covington project improvement plans and as a condition of approval for Site Plan Review No. SPR22-012.

The property for the current Covington commercial building project was previously part of an auto storage development. As such, it was conditioned to dedicate right-of-way to serve their land use specifically. The right-of-way dedication included multiple driveway locations and a right -turn pocket. However, the auto storage development was never completed, and no new public improvements were ever built.

Report to Mayor and City Council
Re: Adopt Reso. No. CC 2025-023
March 18, 2025

DISCUSSION
During the entitlement process for the Covington development, off-site improvements and site access were reviewed. It was determined that the previously dedicated right turn lane, one driveway, and several expanded entry curb radii along 8 th Street East were no longer necessary. As a result, the right-of-way previously dedicated is the subject of this proposed street vacation.

According to the Streets and Highway Code (SHC), Section 8320, the local agency (City) processing the street vacation under the General Vacation Procedure shall initiate the vacation proceedings by setting the date, hour, and place for a public hearing. This action is followed by the notification of public utility providers, posting notices at the property, and publication of the vacation information and public hearing schedule in the local newspaper. The requirement timelines are outlined below for reference.

On February 18, 2025, the City Council of the City of Palmdale adopted Resolution No.

CC 2025-009 declaring its intent to conduct a public hearing on the proposed street vacation and set the date, time, and location for said hearing as March 18, 2025.

On November 6, 2024, Public Works staff mailed public utility providers to notify them of the proposed street vacation in accordance with SHC Section 8347.

On March 04, 2025, notices were posted along the property frontage of 8 th Street East in accordance with SHC section 8323.

According to SHC section 8322(a), notices of the public hearing were published in the Antelope Valley Press for two successive weeks (March 04 and March 11) before the public hearing.

Following the public hearing, the Council will consider ordering the vacation of portions of 8 th Street East south of Rancho Vista and north of East Avenue P-8 with the reservation of all existing utility easements therein. If so ordered, the vacation will include the areas described in Exhibit “A” and shown in Exhibit “B” of Resolution No. CC 2025- 023.

The vacation proceedings will be finalized once Resolution No. CC 2025-023 has been adopted and then recorded with the Los Angeles County Registrar-Recorder’s Office in accordance with section 8325 of the SHC.

FISCAL IMPACT
$0; There is no fiscal impact to the City as a result of this action.

Report to Mayor and City Council
Re: Adopt Reso. No. CC 2025-023
March 18, 2025

STRATEGIC PLAN
Goal III: Invest in infrastructure to improve community livability.

A. Seek innovative, cost effective, customer focused methods of service delivery Prepared by: Leonardo Torres, P.E.,
Director of Public Works
Certified as to availability of Funds: Janelle Samson, Director of Operations Approved by: Ronda Perez, City Manager
Approved as to form: William P. Curley, III, City Attorney

ATTACHMENTS
Reso. No. CC 2025-023

CITY COUNCIL

CITY OF PALMDALE, CALIFORNIA
RESOLUTION NO. CC 2025-023

A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF PALMDALE ORDERING THE VACATION OF PORTIONS OF 8 TH STREET EAST

SOUTH OF RANCHO VISTA BOULEVARD, NORTH OF EAST AVENUE
P-8 AND THE RESERVATION OF THE UTILITY EASEMENTS THEREIN.

WHEREAS, the Engineering Division received an application from the property owner of parcel number 3022-001-027 located on the west side of 8 th Street East, south of Rancho Vista Boulevard, north of East Avenue P-8 requesting the City move forward with proceedings to vacate portions of 8th Street East no longer deemed necessary; and WHEREAS, the proposed vacation has been examined and determined to not negatively impact the general public and has been found to be consistent with the Circulation and Mobility Element of the City’s General Plan; and WHEREAS, the improvements within the right of way to be vacated were never constructed and are not necessary for a new commercial development; and WHEREAS, the new development was approved through Site Plan Review (SPR) 22-012 and Environmental Impact Report (EIR) 23-002 (SCH No. 2022080663) and was adopted by the Planning Commission on August 10, 2023 (Resolution No. PC-2023-017); and
WHEREAS, the new project was determined not to have any adverse or significant impacts on the environment following the implementation of specific mitigation measures.

WHEREAS, The City Council of the City of Palmdale has adopted Resolution No.

CC 2025-009 declaring its intent to conduct a public hearing on the proposed vacation, setting the date, time, and location for said hearing for March 18, 2025; and WHEREAS, Notices of the proposed vacation were sent to utility providers and published in accordance with Street and Highway Code Section 8322, 8323, and 8347.

NOW THEREFORE, BE IT RESOLVED, THE CITY COUNCIL OF THE CITY OF

PALMDALE DOES HEREBY FIND, DETERMINE, RESOLVE, AND ORDER AS FOLLOWS:

SECTION 1. The City Council of the City of Palmdale hereby orders the vacation of portions of 8th Street East south of Rancho Vista Boulevard and north of East Avenue P-8, located within the City of Palmdale, as described in Exhibit “A” and shown in Exhibit “B”.

Resolution No. CC 2025-023

2 SECTION 2. The City Council of the City of Palmdale, in vacating the portions of said street described in Exhibit “A”, elects to proceed under and in accordance with the provisions of the Public Streets, Highways, and Service Easements Vacation Law Division 9, Part 3, Chapter 3 of the Streets and Highway Code of the State of California.

SECTION 3. Nothing in this Resolution shall in any way affect or disturb any existing easement for public utility purposes belonging to either the City of Palmdale or any other public entity and as specifically identified below:

A. There is hereby specifically reserved for the CITY OF PALMDALE, an easement and right at any time, or from time to time, to construct, maintain, operate, replace, remove, and renew sanitary sewers and storm drains and appurtenant structures in, upon, over, and across the entire area proposed to be vacated and, pursuant to any existing franchise or renewals thereof, or otherwise, to construct, maintain, operate, replace, remove, renew, and enlarge lines of pipe, conduits, cables, wires, poles, and other convenient structures, equipment, and fixtures for the operation of gas pipelines, telegraphic, and telephone lines, railroad lines, and for the transportation or distribution of electric energy, petroleum and its products, water, and for incidental purposes, including access to protect these works from all hazards in, upon, and over across the entire area proposed to be vacated, including the right of ingress and egress thereto.

SECTION 4. The City Council finds the vacation of portions of 8 th Street East south of Rancho Vista Boulevard and north of East Avenue P-8 is consistent with the City of Palmdale General Plan as it conforms to the goals, objectives, and policies of that Plan. More specifically, the proposed new development improvements are consistent with Circulation and Mobility Element Policy CM-2.8 Growth Management:

Ensure that the cumulative and regional impacts of new development on the circulation system are mitigated to the extent feasible, concurrent with development.

SECTION 6. The City Clerk shall certify the adoption of this resolution. The City Clerk is also authorized to cause a certified copy of this Resolution to be filed with the Los Angeles County Registrar-Recorder’s office to finalize the vacation process.

Resolution No. CC 2025-023

3 PASSED, APPROVED and ADOPTED this 18th day of March 2025. _________________________________
Richard J. Loa, Mayor
Approved as to form:

ATTEST:
___________________________ _________________________________ William P. Curley III Rochelle Scott, City Clerk
City Attorney
I, Rochelle Scott, City Clerk of Palmdale, California, do hereby certify that the foregoing resolution was duly passed, approved, and adopted by the City Council of the City of Palmdale at a regular meeting of said Council held on the 18th day of March 2025 by the following roll call vote:

AYES:

NOES:___________________________________________________________ ABSTAIN:______________________ABSENT:___________________________ Date:

Rochelle Scott, City Clerk