Agenda packet — Clovis City Council, December 16, 2024 (part 20 of 21)

1.0 EXECUTIVE SUMMARY AND INTRODUCTION

EXECUTIVE SUMMARY
Argonaut Ecological, Inc. conducted a biological evaluation of an approximately 15-acre site near Minnewawa Avenue and Perrin Avenue in Clovis, California (See Figure 1).

The assessment included evaluating the types of habitats present and sensitive species associated with those habitats. The biological evaluation focused on mapping existing habitat types based on a site walk and a review of public and commercial databases, aerial photographs (current and historical), and other published information and available data.

The Study Area is in an area that was historically in agricultural production. The Study Area is developed with rural residential homes, pasture (previously irrigated), landscaped areas, and a horse paddock. There are no sensitive habitats within the Study Area, including waters/wetlands or critical habitat for species of concern. The Study Area potentially provides a habitat for nesting raptors (burrowing owl) and migratory birds.

1.1 INTRODUCTION
Argonaut conducted a biological resource assessment of the approximately 15-acre site. The property has three homes (one vacant) within the Study Area. Bonadelle Neighborhoods proposes to build residential homes. The timing and phasing would depend on market conditions.

1.2 STUDY OBJECTIVES
This report describes the biological resources present within and adjacent to the Study Area, describes the area's biological characteristics, and evaluates the Study Area's likelihood to support sensitive biological resources (such as wetlands, creeks/drainages, and special status species). This evaluation relied on available literature, aerial photography, historic topographic and aerial maps, and a site visit. For this study, wetland habitat includes those areas possibly considered "Waters of the U.S." by the U.S. Army Corps of Engineers (Army Corps) or Waters of the State of California. Section 1.2.1 describes wetlands as a subset of "Waters of the U.S.” under the Federal Clean Water Act (CWA).

This report assesses the project's potential effects on biological resources and evaluates whether any associated regulatory approvals or permits are required. This report also evaluates the potential impacts that site development may have on protected habitat, species protected by the Federal Endangered Species Act (ESA), or those protected under the California Environmental Quality Act (CEQA) or California Endangered Species Act

1.3 REGULATORY JURISDICTION AND BACKGROUND
Several agencies share regulatory jurisdiction over biological resources. The following is a brief description of the primary jurisdiction of each agency. 3084
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REGIONAL LOCATION AND VICINITY
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Wetland Protection
U.S. Army Corps of Engineers
Wetlands are a type of water in the U.S. The U.S. Army Corps of Engineers (Army Corps) and the U.S.

Environmental Protection Agency (EPA) regulate the placement of fill into the Waters of the U.S. under Section 404 of the Federal Clean Water Act (CWA) and Section 10 of the Rivers and Harbor Act. For this purpose, "Waters of the U.S." is legally defined under Section 404 of the Federal CWA and includes interstate streams, creeks, and adjacent wetlands. The Army Corps defines wetlands as "those areas that are inundated or saturated by surface or groundwater at a frequency and duration sufficient to support, and that under normal circumstances do support, a prevalence of vegetation typically adapted for life in saturated soil conditions" (Environmental Laboratory 1987). In California, seasonally inundated areas that meet the criteria of all three wetland parameters (soils, hydrology, and vegetation), as defined in the recently issued Wetland Delineation Manual for the Arid West (USACE 2006), are also considered jurisdictional wetlands.

Since 2001, several U.S. Supreme Court rulings regarding the regulation of isolated, intrastate Waters by the Army Corps have limited the scope of federal jurisdiction under the CWA and excluded many California wetlands from federal regulation.

In December 2019, the U.S. EPA and the U.S. Army published the final rule to repeal the 2015 Clean Water Rule. The "Clean Water Rule” clarified what constitutes Waters of the U.S., and presumably, more precisely defined and made permitting more predictable, thus less costly, and more straightforward.

After several challenges to the “Clean Water Rule,” the U.S. EPA and the Department of the Army proposed the pre-2015 (pre-Obama-era rules) definition “of Waters of the United States,” updated to reflect consideration of Supreme Court decisions. The new rule went into effect on May 23, 2023; however, on May 25, 2023, the U.S. Supreme Court issued a decision in the case of Sackett v. Environmental Protection Agency that rolled back the definition of Waters of the U.S. to better align with the original definition as included in the Rapanos decision. The new definition limits “Waters” as “limited geographic[al] features that are described in ordinary parlance as ‘streams, oceans, rivers, and lakes" and to "adjacent wetlands that are 'indistinguishable' from those bodies of water due to a continuous surface connection.” The prior use of a “significant nexus” was set aside by the Court.

Waters typically do not include prior converted cropland (those areas converted before December 23, 1985). Notwithstanding the classification of a wetland as a prior converted cropland by any federal agency for the CWA, the final authority to determine jurisdiction remains with the U.S. EPA California State Water Resources Control Board
Since 1993, California has had a Wetlands Conservation Policy (a.k.a. Executive Order W-51 59- 93). It is commonly called the No Net Loss policy for wetlands, establishing a state mandate for developing and adopting a policy framework and strategy to protect the State's wetland ecosystems. The policy was to be implemented voluntarily and was expressly not to be implemented on a "project-by-project" basis (See EO W-59-93, Section III).

In 2020, California adopted the State Wetland Definition and Procedures for Discharges of Dredged or Fill Material to Waters of the State. The State definition of wetland differs from the Federal definition in that 3086
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the state definition may include areas with no vegetation, assuming the other criteria are present. Wetlands of the State include 1) natural wetlands, 2) wetlands created by modification of Waters of the State (at any point in history), and 3) artificial wetlands that meet specific criteria. The State definition only exempts a few types of Waters. Water features excluded from the State's definition include industrial or municipal wastewater, certain stormwater treatment facilities, agricultural crop irrigation, industrial processing or cooling, and fields flooded for rice growing.

Listed Protected Species and Habitat Protection
U.S. Fish and Wildlife Service
The U.S. Fish and Wildlife Service (USFWS) implements the Migratory Bird Treaty Act (16 USC Section 703-711), Bald and Golden Eagle Protection Act (16 United States Code [USC] Section 668), and Federal Endangered Species Act (FESA; 16 USC § 153 et seq.).

The Migratory Bird Treaty Act (MBTA) was first enacted in 1918 to protect migratory birds between the United States and Great Britain (acting on behalf of Canada). The MBTA makes it illegal for anyone to take, possess, import, transport, purchase, barter, offer for sale, or purchase any migratory birds, nests, or eggs unless a federal agency has issued a permit. The USFWS has statutory authority and responsibility for enforcing the MBTA. This act was revised in 2004 to include all species native to the U.S. or its territories due to natural biological or ecological processes (70 FR 12710, March 15, 2005). The MBTA does not include nonnative species whose occurrences in the U.S. result solely from intentional or unintentional human introduction. The USFWS maintains a list of bird species not protected under the MBTA.

In January 2021, the USFWS published a new rule in the Federal Register. Under the rule change, the unintentional killing of migratory birds does not violate the MBTA. Only the intentional "pursuing, hunting, taking, capturing, killing, or attempting to do the same ... directed at migratory birds, their nests, or their eggs" would be illegal under the changes.

The Federal Endangered Species Act (FESA) prohibits "take" "of any federally listed wildlife species (the destruction of federally listed plants on private property is not prohibited and does not require a permit). "Take" under the federal definition means to harass, harm, pursue, hunt, shoot, wound, kill, trap, capture, collect, or attempt to engage in any such conduct. "Incidental take" is harm or death that may occur during the implementation of an otherwise lawful activity. "Candidate Species”have the full protection of FESA.

However, the USFWS advises project applicants that it is prudent to address these species since they could be elevated to "listed status" before the completion of projects with long planning or development schedules.

The Projects that would result in "take" "of any federally-listed threatened or endangered species can obtain authorization from the USFWS through either Section 7 (interagency consultation) or Section 10(a) (incidental take permit) of FESA. The authorization process determines if a project would jeopardize a ‘listed species' continued existence and what mitigation measures would be required to avoid jeopardizing the species.

An Incidental Take Permit (ITP) or Take Permit is required when an activity would either kill, harm, harass or interrupt a listed species' breeding or nesting. The FESA definition of "harm" is somewhat less definitive since it includes ubiquitous activities. In 1999, the USFWS clarified the term "harm" as it applies 3087
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to the ESA in the Federal Register. As stated, the final rule defined the term "harm" "to include any act that causes actual harm (kills or injures fish or wildlife) and emphasizes that such actions may have significant habitat modification or degradation that significantly impairs essential behavioral patterns of fish or wildlife.

California Department of Fish and Wildlife
The California Department of Fish and Wildlife (CDFW) is a Trustee Agency responsible under the California Environmental Quality Act (CEQA) for reviewing and evaluating project impacts on plant and wildlife resources. Under the Fish and Game Code Section 1802, the CDFW has jurisdiction over the conservation, protection, and management of fish, wildlife, native plants, and habitats necessary for biologically sustainable populations. The California Fish and Game Code also provides authority for the CDFW to regulate projects that could result in the "take" of any species listed by the State as threatened or endangered (Section 2081). CDFW also has authority over all state streams, as described below.

Perennial and intermittent streams also fall under the jurisdiction of CDFW according to Sections 1601- 1603 of the Fish and Game Code (Streambed Alteration Agreements). CDFW's jurisdictional extent includes work within the stream zone, including the diversion or obstruction of the natural flow or changes in the channel, bed, or bank of any river, stream, or lake. Before issuing a 1601 or 1603 Streambed Alteration Agreement, the CDFW must demonstrate compliance with CEQA. In most cases, CDFW relies on the CEQA review performed by the local lead agency. However, in cases where no CEQA review was required for the project, CDFW would act as the lead agency under CEQA.

The CDFW also has the authority to protect state-listed species issues under Section 2081 Incidental Take Permit if a project has the potential to negatively affect state-protected plant or animal species or their habitats, either directly or indirectly. Protected species include those "listed" by the State as endangered or threatened. Besides listed species, other species protection categories include "fully protected" and California Species of Special Concern (CSC). Adverse impacts to species that are "fully protected" are prohibited.

Under the California Fish & Game Code (FGC Section 3503), "it is unlawful to take, possess, or needlessly destroy the nest or eggs of any bird…." Birds of prey (falcons, hawks, owls, and eagles) get extra protection under the law (FGC Section 3503.5).

As with USFWS, CDFW does not have the authority to require a landowner to apply for an ITP authorizing take. Instead, the landowner is legally obligated to avoid taking state-listed species if it does not seek an ITP. CDFW (and USFWS) can initiate an enforcement action if they believe that an illegal take has occurred or will occur.

California Endangered Species Act
The California Endangered Species Act (CESA) protects candidate plants and animal species and those listed under CESA as rare, threatened, or endangered. CESA prohibits the taking of any such species unless authorized. Section 2081 authorizes the State to issue ITPs. The state definition of taking applies only to acts that result in death or adverse impacts on protected species. The CESA mirrors the federal regulation asit relates to "take"; however, there is no State equivalent definition of "harm" or "harass." Incidental take is also not defined by the CESA statute or regulation. Unlike FESA, CESA does qualify that incidental take "is not prohibited if it is the result of an act that occurs on a farm or ranch during an otherwise lawful 3088
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routine and ongoing agricultural activity." Where disagreement occurs (and in some cases, this has been the subject of court cases) is in the common understanding of “routine and ongoing agricultural activity." California Environmental Quality Act
The CEQA Guidelines require a review of projects to determine their environmental effects and identify mitigation measures to reduce impacts to a less than significant level. The Guidelines state that an effect may be significant if it affects rare and endangered species. Section 15380 of the Guidelines defines rare to include listed species and allows agencies to consider rare species other than those designated as State or Federal threatened or endangered but that meet the standards for rare under the Federal or State endangered species acts. On this basis, plants designated as rare by non-regulatory organizations (e.g., California Native Plant Society), species of special concern defined by CDFW, candidate species defined by USFWS, and other designations must be considered in CEQA analyses.

Land Use Entitlements
City of Clovis
The Project site is located in Madera County. The City is responsible for all local land-use decisions within its jurisdiction under CEQA and would serve as the lead agency. As the lead agency, the City will consider the recommendations of other responsible agencies during the CEQA review. 3089
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3.0 PHYSICAL RESOURCES, RESULTS, AND CONCLUSIONS
Section 3.1, below, describes the physical features (i.e., land use, soils, vegetation, hydrology, etc.) and the study area's biological features. The physical components and land use strongly influence the types of plants and animals present. This section also describes the habitats present and the specific biological resources observed during the site review.

Section 3.2 presents conclusions, and Section 3.3 contains recommended avoidance and minimization measures to avoid potential impacts.

The following is not an exhaustive inventory of plants and animals present. Instead, the discussion provides sufficient information to characterize the habitat and habitat components present on site. This field survey identified the biological resources present. The biological evaluation discusses the habitat present and the potential for that habitat to support any species considered unique, sensitive, or protected by current law.

The conclusion section (3.2) summarizes the results of the data review, fieldwork, and evaluation of biological resources and potential impacts. The conclusion sections also include recommendations for measures to minimize any potential impacts.

3.1 PHYSICAL RESOURCES
Climate
The Study Area climate is typical of the central San Joaquin Valley, with long, hot, dry summers and cool, mild winters. In the winter, rainfall averages approximately 9.99 inches per year, falling mainly between November and April (Western Regional Climate Center, 2004). During 2021, the Fresno region had a total of 8.22 inches of rainfall; in 2022, there was a total of 5.43 inches. Since the fall of 2022, the regional rainfall near Fresno region totaled 21 inches (through May 2023).

Topography, Drainage, and Soils
The Study Area lies within the Central Valley and is 375 feet (above mean sea level). The elevation has remained roughly the same since the early 1900s. The Study Area slopes toward the southwest. Figure 3 shows a topographic map of the area from 1922.

Land Use
The Study Area is historically rural agricultural in Clovis, but the existing homes sites have been there since 1993. The property is currently zoned as AE-20 (agricultural). The surrounding land uses is agriculture. 3091
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brome, and mustard. There is a hedge row of wild rose along a portion of the southern property boundary. The property immediately south of the Study Area is under development (construction).

There are a few scattered old orchard trees, a Cyprus tree, and numerous landscape trees (Japanese zelkova, glossy privet, white mulberry, etc.) in the Study Area. There are also areas of bare ground (horse paddock), paved areas (driveways), and a few large mature trees (eucalyptus, locust, and olive). In the northern portion of the Study Area, there is a landscape mound in the front yard of the vacant home that supports a colony of ground squirrels. No evidence of burrowing owl was found, but future occupation is possible given the presence of suitable burrows.

Bird species observed include mourning dove, starling, and crow. There are several large mature trees within and adjacent to the Study Area. There is also a hedge row of rose bushes along the southern edge of the Study Area and other shrubs within the site that could be used for nesting habitat for migratory species
Waters/Wetland
According to the National Wetland Inventory (NWI) Map there are no mapped Waters (streams, drainages, wetlands) within or near the Study Area. The entire Study Area was walked to look for any evidence of potential wetlands/waters or any other aquatic habitat (either perennial or seasonal), and none were present.

A dry stock pond is located in the southeast corner of the Study Area. This feature was excavated in an upland area sometime between 1999-2022. The surrounding pastureland appears to be irrigated (based on a review of aerial photographs from 2002-20222). There is no wetland habitat within this dry feature. The soils were inspected to determine if they were hydric (wetland soils), and no hydric soils were present. This feature is not a wetland.

Special Status Species
A query of the California Natural Diversity Database (CNDDB) (Attachment B) and the USFWS IPaC was performed to determine which special status species could be present within the Study Area. No critical habitat exists for any species within or near the Study Area. The CNDDB Bios mapping is shown in Figure 5. This map shows the location of known records of special status species near the Study Area, and Table 1 includes a summary of the CNDDB query results.

Birds
The CNDDB and the IPaC include bird species potentially present within or near the Study Area, including migratory birds. Swainson’s hawk (Buteo swainsoni) is a large raptor, a State threatened species that nests in mature trees and forages within agricultural areas. Burrowing owl (Athenea cunicularia) is a small ground-nesting owl (California species of special concern) that depends on ground-burrowingmammals for burrowsfor nesting. Some suitable habitat is present for this species.

Amphibians, Reptiles, and Invertebrates
Numerous invertebrate species are included in the CNDDB. No suitable habitat is present for the identified species.
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Plants
The CNDDB includes fourspecial status species listed within the region. No suitable habitat exists for any special-status plant species within or near the Study Area. 3094
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HABITAT MAP
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AGENDA ITEM NO. 17.

Page 15 ends

Table 1
Summary of Special Status Species, Potential Occurrence, and Impact Common Name Scientific Name Status1 Effects2 Occurrence in the Study Area3 Mammals
American badger Taxidea taxus --/-- NE Absent. Occurs in open areas with a suitable prey base (small rodents and mammals). Burrows
underground. No evidence of occupation within the
Study Area and no suitable prey base was observed.

Birds
Western yellow-billed
cuckoo
Coccyzus americanus
occidental
FT/CE NE Absent. Associated with riparian corridors near streams and other water bodies. No suitable habitat
is present.

Tricolored blackbird Agelaius tricolor --/CT NE Absent. Nests in tule stands or other emergent habitat. No suitable habitat present.

Burrowing owl Athenea cunicularia --/--
SSC
ME Potentially Present. Associated with a ground
burrowing mammals (i.e. ground squirrels). Found in
open grassland with suitable prey base. Ground
squirrels within the Study Area.

Least Bell’s vireo Vireo bellii pusillus FE/CE NE Absent. Associated with willow riparian habitat. No suitable habitat present.

Swainson’s hawk Buteo swainsoni --/CT ME Potentially Present. Nests in mature trees. A few mature trees are within or immediately adjacent to
the Study Area. No old nests were observed. Hawk
could occasionally forage within the area.

Double-crested
cormorant
Nannoperum auritum --/-- NE Absent. Nests in riparian habitat over water. No suitable habitat present.

Amphibians, Reptiles, and Invertebrates
California tiger
salamander
Ambystoma californiense
pop 1
FT/CT NE Absent. Breeds in seasonal wetlands/vernal pools or stock ponds without a predator population. No
suitable breeding habitat is present, and no breeding
habitat within 1.3 miles of the Study Area, thus
indicating the site is not used for upland aestivation.

Western spadefoot Spea hammondii --/-- NE
Absent. Requires seasonal wetlands for breeding and
no suitable habitat on or near the Study Area.

Coast horned lizard
(Blainville’s horned
lizard)
Phrynosoma blainvillii --/-- NE
Absent. Blainville's Horned Lizards are frequently
found near ant hills in open areas of sandy soil and
low vegetation in valleys, foothills, and semiarid
mountains. Found in grasslands, coniferous forests,
woodlands, and chaparral, with open areas and
3097
AGENDA ITEM NO. 17.

Page 16 ends

patches of loose soil. Often found in lowlands along
sandy washes with scattered shrubs and dirt roads.

The only known records within the Fresno Region
are four records from the 1800s.

Northern California
legless lizard Anniella pulchra
--/-- NE Absent. Occurs in moist, warm loose soil with plant cover. Moisture is essential. Two individuals
collected in the Fresno region in 1880. No suitable
habitat present within or near the Study Area.

Western pond turtle Emys marmorata
FC/-- NE Absent. Semi-aquatic turtle. No suitable habitat present within or near the Study Area.

California glossy snake
--/--
SSC
NE Absent. One record from Fresno region in 1890.

Reported from a range of scrub and grassland
habitats, often with loose or sandy soils.

Vernal pool fairy
shrimp Branchinecta lynchi
FT/-- NE Absent. No suitable habitat onsite since there are no seasonal wetlands or ponds within the Study Area.

California linderiella Linderiella occidentalis --/-- NE Absent. No suitable habitat onsite since there are no seasonal wetlands or ponds within the Study Area.

Crotch bumble bee Bombus crotchii --/CC NE
Likely Absent. Most observations of this species
occur in southern California coastal areas. One
record from Fresno (1892). Inhabits grassland and
scrub areas, requiring a hotter and drier environment
than other bumblebee species. The presence of a
small habitat unit makes it unlikely that a species is
present.

American bumble bee Bombus pensylvanicus --/-- NE Likely absent. Habitat requirements Hurd’s metapogon
robberfly Metapogon hurdi --/-- NE Absent. Limited habitat information is available.

Known from dunes at Antioch and in Fresno.

Antioch efferian
robberfly Efferia antiochi
--/-- NE Absent. Little habitat information available. Known from dunes at Antioch, Fresno, Scout Island, and San
Joaquin River,
Molestan blister beetle Lytta molesta
--/-- NE Absent. Occurs in wetlands and vernal pools—no specific occurrence. No suitable habitat is present
within the Study Area.

Plants
Sanford’s arrowhead Saggittaria sanfordii --/-- NE Absent. Inhabitants slow-moving streams and sloughs. No suitable habitat present.

California jewelflower Caulanthus californicus FE/CE NE Absent. Chenopod scrub, valley, and foothill grassland. No suitable habitat present.

Greene’s tuctoria Tuctoria greenei
FE/--
Rare
1B.1
NE
Absent. Dry bottom of vernal pools in open
grassland habitat. No suitable habitat present.

Madera leptosiphon Le[tpso[jpm serri;atis --/-- NE
Absent. Cismontane woodland, lower montane
coniferous forest. No suitable habitat present.
3098
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1 Status= Listing of special status species, unless otherwise indicated CE: California listed as Endangered
CT: California listed as Threatened
CC: California candidate species
SSC: California Species of Special Concern
FE: Federally listed as Endangered FT: Federally listed as Threatened 2 Effects = Effect determination
NE: No Effect
ME: May Effect, not likely to adversely affect
Definition of Occurrence Indicators:

Present/Potentially: Species recorded in the area and some habitat elements in the Study Area similar to known occurrences.

Absent/Likely Absent: Species not recorded in Study Area and suitable or critical habitat components are absent.

Source: CNDDB = CaliforniaNatural DiversityDatabase provided by CDFG and U.S. Fish and Wildlife Service, Information for Planning and Consultation (IPaC). Accessed online on November 4, 2023. 3099
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Page 18 ends

3.2 CONCLUSIONS

CONCLUSIONS
• The Study Area has been developed for rural residential/small farms. • The habitat value of the Study Area is limited and consists of landscape areas, formerly irrigated pasture, ruderal (disturbed habitat), and a horse paddock. The only wildlife observed were a few birds and ground squirrels.
• The Study Area has some suitable nesting habitat for raptors and migratory birds. • The Study Area has some ground-burrowing mammal burrows (active). • No potential waters (Federal or State waters) or wetlands exist within or near the Study Area.

RECOMMENDATION
If ground disturbance (including grading, grubbing, home demolition, tree removal, or construction equipment and materials mobilization) is initiated during the nesting season (Feb 1 – Aug 31), a preconstruction survey for potential nesting raptors, migratory birds, and burrowing is recommended. 3100
AGENDA ITEM NO. 17.

Page 19 ends

References
California Natural Diversity Database (CNDDB) Online. Subscription with updates. Available at: URL https://www.wildlife.ca.gov/Data/CNDDB California Wetlands Monitoring Workgroup (CWMW). EcoAtlas. Accessed [date retrieved]. https://www.ecoatlas.org.

National Resource Conservation Service (NRCS), Web Soils Survey.

Available at: URL
https://websoilsurvey.sc.egov.usda.gov/App/HomePage.htm U.S. Fish and Wildlife Service. Information for Planning and Consultation (IPaC).

Available at URL: https://ipac.ecosphere.fws.gov/
U.S. Fish and Wildlife Service, National Wetland Inventory Maps. Available at URL: https://www.fws.gov/wetlands/data/mapper.html
U.S. Geologic Survey, Historic topographic Map, Clovis. 1926, University of Texas, Austin, Perry-Castañeda Map Collection. Available at:
https://legacy.lib.utexas.edu/maps/
3101
AGENDA ITEM NO. 17.

Attachment A: Photographs
3102
AGENDA ITEM NO. 17.
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AGENDA ITEM NO. 17.
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AGENDA ITEM NO. 17.
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AGENDA ITEM NO. 17.
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AGENDA ITEM NO. 17.
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3107
AGENDA ITEM NO. 17.

CULTURAL RESOURCE ASSESSMENT FOR THE
TENTATIVE MAP 6467 PROJECT

CITY OF CLOVIS, CALIFORNIA
Prepared by
Melinda A. Peak
Peak & Associates, Inc.
3941 Park Drive, Suite 20-329
El Dorado Hills, CA 95762
(916) 939-2405
[email protected]
Prepared for
Kathy R. Kinsland
Owner/Sr. Scientist
Argonaut Ecological, Inc.
(916) 803-1454 (cell)
www.argoconsult.net
December 15, 2023
(Job #23-100)
3108
AGENDA ITEM NO. 17.
1 INTRODUCTION
Bonadelle Neighborhoods proposes to build residential homes on a 15-acre property located at the southeast corner of the intersection of Perrin Avenue and Minnewawa Avenue in Clovis, California. The project site is made up of four previously developed parcels. The Proposed Project would include the development of 162 single-family homes, and a 13-acre park/green space, and two points of ingress/egress (one on Minnewawa Avenue and the other on Perrin Avenue). The total anticipated density is 11.61 units per acre. One outlet is in the northeast corner at the intersection of Perrin Avenue and Clovis Avenue. The timing and phasing would depend on market conditions.

The site is a portion of the southeast quarter of Section 20, Township 12 South, Range 21 East, Mount Diablo Base and Meridian, and mapped on the Clovis USGS topographic quadrangle (Figures 1 and 2).

Melinda A. Peak, senior historian/archeologist with Peak & Associates, Inc. served as principal investigator for the study with Michael Lawson (resumes, Appendix 1) completing the field survey.

STATE REGULATIONS
State historic preservation regulations affecting this project include the statutes and guidelines contained in the California Environmental Quality Act (CEQA; Public Resources Code sections 21083.2 and 21084.1 and sections 15064.5 and 15126.4 (b) of the CEQA Guidelines). CEQA Section 15064.5 requires that lead agencies determine whether projects may have a significant effect on archaeological and historical resources. Public Resources Code Section 21098.1 further cites: A project that may cause a substantial adverse change in the significance of an historical resource is a project that may have a significant effect on the environment.

An “historical resource” includes, but is not limited to, any object, building, structure, site, area, place, record or manuscript that is historically or archaeologically significant (Public Resources Code section 5020.1).

Advice on procedures to identify such resources, evaluate their importance, and estimate potential effects is given in several agency publications such as the series produced by the Governor’s Office of Planning and Research (OPR), CEQA and Archaeological Resources, 1994. The technical advice series produced by OPR strongly recommends that Native American concerns and the concerns of other interested persons and corporate entities, including, but not limited to, museums, historical commissions, associations and societies be solicited as part of the process of cultural resources inventory.

In addition, California law protects Native American burials, skeletal remains, and associated grave goods regardless of the antiquity and provides for the sensitive treatment and disposition of 3109
AGENDA ITEM NO. 17.

Basemap Source: ESRI (2023)
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3110
AGENDA ITEM NO. 17.

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3111
AGENDA ITEM NO. 17.
4 those remains (California Health and Safety Code Section 7050.5, California Public Resources Codes Sections 5097.94 et al).

The California Register of Historical Resources (Public Resources Code Section 5020 et seq.) The State Historic Preservation Office (SHPO) maintains the California Register of Historical Resources (CRHR). Properties listed, or formally designated as eligible for listing, on the National Register of Historic Places are automatically listed on the CRHR, as are State Landmarks and Points of Interest. The CRHR also includes properties designated under local ordinances or identified through local historical resource surveys.

For the purposes of CEQA, an historical resource is a resource listed in, or determined eligible for listing in the California Register of Historical Resources. When a project will impact a site, it needs to be determined whether the site is an historical resource. The criteria are set forth in Section 15064.5(a) (3) of the CEQA Guidelines, and are defined as any resource that does any of the following:

A. Is associated with events that have made a significant contribution to the broad patterns of California's history and cultural heritage;
B. Is associated with the lives of persons important in our past; C. Embodies the distinctive characteristics of a type, period, region, or method of construction, or represents the work of an important creative individual, or possesses high artistic values; or
D. Has yielded, or may be likely to yield, information important in prehistory or history.

In addition, the CEQA Guidelines, Section 15064.5(a) (4) states:

The fact that a resource is not listed in, or determined to be eligible for listing in the California Register of Historical Resources, not included in a local register of historical resources (pursuant to section 5020.1(k) of the Public Resources Code), or identified in an historical resources survey (meeting the criteria in section 5024.1(g) of the Public Resources Code) does not preclude a lead agency from determining that the resource may be an historical resource as defined in Public Resources Code section 5020.1(j) or 5024.1.

California Health and Safety Code Sections 7050.5, 7051, and 7054 These sections collectively address the illegality of interference with human burial remains, as well as the disposition of Native American burials in archaeological sites. The law protects such remains from disturbance, vandalism, or inadvertent destruction, and establishes procedures to be implemented if Native American skeletal remains are discovered during construction of a project, including the treatment of remains prior to, during, and after evaluation, and reburial procedures. 3112
AGENDA ITEM NO. 17.
5 California Public Resources Code Section 15064.5(e)
This law addresses the disposition of Native American burials in archaeological sites and protects such remains from disturbance, vandalism, or inadvertent destruction. The section establishes procedures to be implemented if Native American skeletal remains are discovered during construction of a project and establishes the Native American Heritage Commission as the entity responsible to resolve disputes regarding the disposition of such remains.

Assembly Bill 52
Assembly Bill (AB) 52 establishes a formal consultation process for California tribes as part of CEQA and equates significant impacts on tribal cultural resources with significant environmental impacts. AB 52 defines a “California Native American Tribe” as a Native American tribe located in California that is on the contact list maintained by the Native American Heritage Commission.

AB 52 requires formal consultation with California Native American Tribes prior to determining the level of environmental document if a tribe has requested to be informed by the lead agency of proposed projects. AB 52 also requires that consultation address project alternatives, mitigation measures, for significant effects, if requested by the California Native American Tribe, and that consultation be considered concluded when either the parties agree to measures to mitigate or avoid a significant effect, or the agency concludes that mutual agreement cannot be reached. Under AB 52, such measures shall be recommended for inclusion in the environmental document and adopted mitigation monitoring program if determined to avoid or lessen a significant impact on a tribal cultural resource.

CULTURAL SETTING
Archeology
The Central Valley region was among the first in the state to attract intensive fieldwork, and research has continued to the present day. This has resulted in a substantial accumulation of data, but the emphasis has been in the northern portion of the valley. In the early decades of the 1900s, E.J. Dawson explored numerous sites near Stockton and Lodi, later collaborating with W.E.

Schenck (Schenck and Dawson 1929). By 1933, the focus of work was directed to the Cosumnes locality, where survey and excavation were conducted by the Sacramento Junior College (Lillard and Purves 1936).

Excavation data, in particular from the stratified Windmiller site (CA-SAC-107), suggested two temporally distinct cultural traditions. Later work at other mounds by Sacramento Junior College and the University of California, Berkeley, enabled the investigators to identify a third cultural tradition, intermediate between the previously postulated Early and Late Horizons. The threehorizon sequence, based on discrete changes in ornamental artifacts and mortuary practices, as well as on observed differences in soils within sites (Lillard, Heizer and Fenenga 1939), was later refined by Beardsley (1954). An expanded definition of artifacts diagnostic of each time period 3113
AGENDA ITEM NO. 17.
6 was developed, and its application extended to parts of the central California coast. Traits held in common allow the application of this system within certain limits of time and space to other areas of prehistoric central California.

In the southern San Joaquin Valley, with the exception of Hewes’s excavation at CA-FRE-48 (the Tranquility Site), the foci of early investigations have been the old shorelines of the interior lakes; Tulare, Kern, and Buena Vista. In 1899, Dr. P. M. Jones directed fieldwork in the Buena VistaTulare Lake area of Kern County. Jones investigated 150 mounds and conducted trenching of several sites including CA-KER-53. In 1909, N. C. Nelson investigated prehistoric Site CA-KER49, which is located to the west of Buena Vista Lake. Later, four surveys and excavations were conducted in the same locale under the auspices of the University of California. A compilation of these investigation results was published in 1926 by Gifford and Schenck.

As a result of this early work, an elaborate culture complex was defined for the late prehistoric period. This complex can be ascribed probably to the Yokuts and their direct ancestors. The material culture of this late temporal period complex included steatite vessels and beads, finelymade projectile points, pottery, shaped stone mortars, Tivela disc beads, use of asphaltum, and the presence of metates and manos. Flexed burials were the predominant interment mode. Earlier complexes underlying the late cultural expressions were represented by chipped stone crescents, large projectile points, atlatl spurs, and weights. Mortuary practices, generally thought to be related, include extended rather than flexed burial position, a situation analogous to that of the northern valley (Gifford and Schenck 1926; Lillard, Heizer, and Fenenga 1939; Moratto 1972).

Presence of “Early Man,” although not found in direct association with extinct animals, is demonstrated by the frequency of chipped stone crescents and fluted points similar to those of the Clovis-Folsom Complex in the American Southwest. Although fluted points have been found near the shores of Tulare Lake, an area that has also produced surface finds of extinct mammal bone of Pleistocene age, the association is not substantiated by controlled excavations and remains speculative (Riddell and Olsen 1969). Most of the point collection had been acquired by D. Witt over a period of 30 years.

Under the direction of Wedel, the Civil Works Administration with the Smithsonian Institution, initiated the first major excavations using stratigraphic controls. Investigations of CA-KER-39 and CA-KER-60 as well as several smaller sites near Buena Vista Lake produced evidence of two distinct cultural entities or occupation periods. Wedel lacked methods for dating these two entities by cross-comparison of the assemblages. He stated that the early occupation at Buena Vista Lake appeared to be temporally older and less developed than the Early Horizon of the Delta region, and compared this early component to the Oak Grove or Milling Stone culture of the Santa Barbara area (Rogers 1939). He divided the later cultural entity into two distinct phases, both clearly distinguished from the earlier cultural phase by artifact types. Wedel (1941:144-145) estimated that neither of these cultural periods exceeded 1500 B.P. (Years Before the Present). Later, other investigators proposed far earlier ages for these early occupations, with dates ranging from 2000 to 7000 B.P. (Baumhoff and Olmstead 1963, 1964; Heizer 1964; Meighan 1959). 3114
AGENDA ITEM NO. 17.
7 Later investigations in 1963 and 1964 at CA-KER-116 near Buena Vista Lake produced materials that appear like those from Wedel’s early occupation. These materials occurred in the lower levels of the “upper deposit,” while an even deeper cultural deposit yielded materials similar to those of the San Dieguito Complex. Artifacts included a chipped stone crescent, crude point fragments, and an atlatl spur. Radiocarbon age determinations on shell from the lowest cultural levels returned a date of circa 8200 B.P. (Fredrickson and Grossman 1966, 1977; Fredrickson 1967).

Despite the previously mentioned investigations, the prehistory of the southern San Joaquin remains as yet poorly understood, without a tightly defined chronological sequence of cultural development.

Ethnology
Ethnographic literature is often uncertain in definition of cultural boundaries for Indian groups.

Early displacement by white intrusion resulted in population shifts to avoid conflict with the Spanish, and later with the miners and settlers. The ravages of disease and warfare decimated the native people, further weakening cultural identity. Informants were often uncertain of original territories of the various tribal groupings.

The Foothill Yokuts were members of the Penutian language family which held all of the Central Valley, San Francisco Bay Area, and the Pacific Coast from Marin County to near Point Sur. The Yokuts differed from other ethnographic groups in California as they had true tribal divisions with group names (Kroeber 1925). Each tribe spoke a particular dialect, common to its members, but similar enough to other Yokuts that they were mutually intelligible (Kroeber 1925).

The Foothill Yokuts were a group of about 15 named tribes who occupied the western Sierra Nevada foothills from the Fresno River to the Kern River. A further subdivision separated the groups into northern, central and southern groups. The area controlled by individual groups varied over time. There is no information to indicate that there was a village in the Project vicinity, but this does not preclude the possibility.

Trade was well developed, with mutually beneficial interchange of needed or desired goods.

Obsidian, rare in the San Joaquin Valley, was obtained by trade with Paiute and Shoshoni groups on the eastern side of the Sierra Nevada, where numerous sources of this material are located, and to some extent from the Napa Valley to the north. Shell beads, obtained by the Yokuts from coastal people, and acorns, rare in the Great Basin, were among many items exported to the east by Yokuts traders (Davis 1961).

Economic subsistence was based on the acorn, with substantial dependency on gathering and processing of wild seeds and other vegetable foods. The rivers, streams, and sloughs which formed a maze within the valley provided abundant food resources such as fish, shellfish, and turtles.

Game, wild fowl, and small mammals were trapped and hunted to provide protein augmentation of the diet.
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8 In general, the eastern portion of the San Joaquin Valley provided a lush environment of varied food resources, with the estimated large population centers reflecting this abundance (Cook 1955; Baumhoff 1963).

Settlements were oriented along the water ways, with their village sites normally placed adjacent to these features for their nearby water and food resources. House structures varied in size and shape (Latta 1949; Kroeber 1925). The housepit depressions ranged in diameter from between 3 to 18 meters.

Latta (1949:99) reported that a village of 200 to 300 Yokuts might have four or five large houses that were used for ten or twelve years or until a family member died, at which time the Indians burned the house in which the death had occurred. If a sick or aged person died outside the dwelling, the family did not burn the house. When a Northern Yokuts died, his body was cremated or buried in a flexed position. Southern tribes normally buried their dead, although they did cremate shamans, persons who died away from their village and, among the Tachi, persons of great importance.

The Yokuts experienced severe depopulation after contact with the Spanish and subsequent explorers. The most devastating impacts of the Spanish colonization effort were not the result of military conflicts, but came from Old World diseases newly introduced to the native people.

Historical Context
Early Explorations
The early recorded inhabitants of the region were members of the Yokuts tribe. Although the Spanish missions were established closer to the Pacific coast between 1769 and 1817, the general Project site area was first visited in the early 1800s by Spanish explorers, who visited the San Joaquin Valley with three goals: to search for runaway neophytes from the missions in the coastal regions, to punish the Indian raiders, and to select sites for new missions. In 1806, a group led by Gabriel Moraga and Father Pedro Muñoz, left Mission San Juan Bautista heading north to about the Mokelumne River. They then turned south, and travelled along the edge of the mountains crossing the San Joaquin River and passing through Tejon Pass, arriving at Mission San Fernando.

In 1815, José Dolores Pico marched an expedition group from Monterey into the region.

Following the San Joaquin River, he passed through the area in search of runaways, traveling as far south as the Kern River. The expedition returned to the starting point in Monterey with nine prisoners and a number of horses.

After control of California passed from Spain to Mexico in 1822, Mexican explorations into the interior continued, with José Dolores Pico conducting a major expedition along the San Joaquin River in 1825-1826. This expedition was considered successful in that some neophytes were captured, hostile Indians killed, some of the tribal groups intimidated, and some stolen horses recovered. In 1828, Sebastián Rodríguez led a similar expedition into the same region. His expedition captured a number of neophytes as well as some of the stolen horses, an item that had 3116
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9 become an important dietary staple for the Indian tribes in the San Joaquin Valley region (Beck and Haase 1974).

The early expeditions did not leave physical evidence, but the Native American populations were affected severely by the diseases brought in to the Native populations of the Central Valley in the early 1830s.

Later History
The extension of the railroad system throughout the San Joaquin Valley allowed the increased expansion of a market for the agricultural production of the region. A branch line of the Southern Pacific Railroad (first known as the Pollasky Railroad or the San Joaquin Railroad) was built through this region circa 1891. Marcus Pollasky served as the promoter, and monies were raised locally for the construction costs. Clovis Cole, the owner of the large wheat ranch, donated land for the route, and a station was established here on the line and named Clovis (Gudde 1969; City of Clovis 1962).

After the completion of the railroad, the construction of the flume from Shaver Lake to the east was soon completed by the Fresno Flume and Irrigation Company. The 45-mile-long flume could deliver 200,000 board feet of lumber through the vee-shaped watercourse in a 24-hour period. At the end of the flume, there was a finishing and distributing plant. Other, better grade lumber was delivered to Clovis down Tollhouse Grade, hauled by ox and horse teams. In the early years, 140 men were employed by the lumber company, with an annual payroll of $450,000. The Clovis lumber plant occupied a 40-acre site. The factory, warehouse, planing mill and engine house all burned to the ground in 1898, but were soon rebuilt. As many as 400 men were employed by the company. The mill was located on the south side of Fifth Street (City of Clovis 1962; Clovis Centennial Book Committee 2011).

The mill in Clovis produced “ordinary lines of lumber,” shakes, trays, sweat boxes, raisin boxes, orange boxes, cedar posts, ties, poles, also pine and oak cordwood (Fresno Republican 1897: 96).

The ever-increasing agricultural use of the San Joaquin Valley, due to improvements and expansion of irrigation systems, led to a large market for the fruit packing boxes, allowing shipment of the produce to a wider marketplace.

Clovis was laid out by a licensed surveyor, working for the co-owners of the land: Clovis Cole, Clarence Pallos, and George Owen. Early homes were utilitarian, and the streets were ungraded (City of Clovis 1962).

The town’s population expanded rapidly from about 500 residents in 1905 to about 1,000 in 1910.

Nearby, the population was increasing within the local rural agricultural colonies, with large acreages broken up into 20-acre tracts advertised for sale to Midwesterners. By 1919, local population had grown to 1,500. At this point, the lumber business is still the main support of the economy, but the area produced huge crops of Malaga grapes and figs (Clovis Centennial Book Committee 2011; Vandor 1919:269).
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10 For the first 21 years, there was no organized government in Clovis. Late in 1911, and election was held, and the City of Clovis incorporated in 1912. Most of the early businesses in town were located on Front Street, now known as Clovis Avenue, on the west side of the tracks (City of Clovis 1962).

RESEARCH
A record search was conducted for the project site area, with a 0.25-mile radius, through the Southern San Joaquin Valley Archaeological Information Center of the California Historical Resources Information System on November 11, 2023 (RS#23-469, Appendix 2).

There are no resources reported in the project site area. Within a 0.25-mile buffer, the Enterprise Canal has been recorded as P-10-005934. Three different surveys have covered portions of the project site (FR-1219, FR-02203, and FR-02289, see Report list, Appendix 2).

FIELD ASSESSMENT
Michael Lawson conducted a field survey of the project site on November 16, 2023, using complete inspection techniques where possible. The survey area is in a rural agricultural location with no crops or livestock present. Soil is tilled or fallow with dry grass stubble. Fields are flat and possibly leveled but no difference in elevation between plots. Modern barbed wire fencing with wooden and steel t-posts encompasses the agricultural fields.

The soil type and coloration are similar throughout the survey area with very slight variation because of increased organic components in areas used for livestock and crops, or around residences. Soil type appears as silty sand, tan in appearance, with little stone component larger than pea-sized pebbles of sandstone and granitic elements such as feldspar, mica, and quartz.

Trees and plants are mostly present around buildings and include introduced palm, mimosa, privet, and eucalyptus, along with grasses. Native trees and plants include datura, coyote melon, valley oak and black walnut.

Ground visibility was good throughout the survey area due to tilling, weed control, animal paths and burrowing animal activity.

In open fields, 10-meter wide parallel transects were walked for general coverage. Closer inspection no more than 2 meters wide was used around and between buildings.

No prehistoric resources were observed during the survey. Three residences on the property are more than 50 years in age, and each has been recorded and evaluated. DPR 523 forms are available in Appendix 3.
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11 SITE DESCRIPTIONS
4165 E Perrin Avenue
The residence is currently vacant and boarded-up. The complex includes a Ranch-style home, consistent with 1950s-1960s construction style and building components, including stucco siding, poured concrete foundation, attached open breezeway parking, and brick chimney. Door and window styles are unknown due to boarding. Electrical and plumbing hardware match equipment available between 1950-1970. It was constructed in 1959, according to the County Assessor.

The house features a carport on the eastern end of the building, which appears to have been created by knocking out walls at this end leaving the roof. This leaves the brick chimney at the northeast corner of the living area, which is not likely to have been its original situation.

There are two outbuildings. The first is a low barn or equipment shed with an open parking stall on one end. The windows are an aluminum-framed crank-out type and a steel-framed multi pane type. Exterior siding is rough paneling, and roof is wooden shake—possibly original. The foundation is not visible for inspection and thus unknown in type. The era of construction appears to be about the same as that of the residence.

The other outbuilding is a small shed with the same siding as the first outbuilding, but with a corrugated steel roof, wooden framed windows, and unknown foundation. 9452 N Minnewawa Avenue
There are two residences at this address. One residence, currently occupied by the original owner, is a long narrow building, oriented north-south and set back from the street. The other is north of the first and oriented east-west. This is a modern home, dated 2008 per Assessor, and is currently vacant. Google Earth historic aerials confirm the construction date and indicate that the building replaced a storage structure that had occupied the area.

The owner claims the occupied house was built in the mid-1960s, which is consistent with its appearance and other houses in the immediate area. It is a Ranch Style with aluminum-framed windows, wood panel and stucco siding, new replacement composite roofing, brick chimney and a poured concrete foundation. It is a side-gabled building with a cross gable on the north side.

This appears to be strictly decorative, because it does not extend out from the main mass of the building on the front and does not appear on the rear elevation at all. About 40% of Ranch houses have a cross gable (McAlester, 2015:598).

The rear has roof extensions for the full width of the building supported by square wood columns This is uncommon in Ranch-style houses in general. Behind both houses is a detached two-car garage with plywood siding, roller steel doors, composite roofing, and a poured concrete 3119
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12 foundation. Its age appears consistent with 1980s construction. 9534 N Minnewawa Avenue
This building, currently occupied by a renter, is reported to have been constructed in the late 1960s by the owner and in 1965 by the County Assessor. There is a shed in the same style as the house, identified by the owner as built at the same time as the residence.

The house has combined stucco/brick exterior, attached garage, concrete foundation, replacement composite roofing, wide eaves, replacement vinyl-framed windows and electrical and plumbing equipment consistent with a 1960s construction date.

The house does not fit comfortably into any defined style in residential architecture. It has most in common with Minimal Traditional, in that it has no architectural decorative features at all.

However, it is newer than the dates when most Minimal Traditional homes were built, and it has other features that do not conform. It is a side gabled building with an attached garage on the south under its own gable and two cross-gabled sections facing the street (west) flanking the entry way.

On the rear the northern side gable is repeated, but most of the rear is occupied by a shed roofed segment facing an in-ground pool. This may be a feature added after the initial construction.

EVALUATION OF RESOURCES
All buildings, built between 1959 and 2008, are of relatively recent construction in the same styles of many residential buildings in California in the post-World War II era. Under the California Register of Historical Resources (CRHR), a building can be significant if it is associated with an important event (Criterion A). No known important events took place on this property. Similarly, a building could be important for tis association with a person important in the past (Criterion B). There appears to be no such association with past owners of the parcels. The third applicable criterion for judging importance, Criterion C, is related to the style or design of the buildings. The buildings are all average examples of their style, with many far better examples are present throughout Clovis and California.

We conclude that the buildings are not important and there are no significant properties in the project area.

RECOMMENDATIONS
Although no prehistoric sites were found during the survey, there is a slight possibility that a site may exist and be totally obscured by vegetation, fill, or other historic activities, leaving no surface evidence. Should artifacts or unusual amounts of stone, bone, or shell be uncovered during construction activities, an archeologist should be consulted for on-the-spot evaluation of the finding. 3120
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13 Discovery of Human Remains
In the event of discovery or recognition of any human remains in any location other than a dedicated cemetery, there shall be no further excavation or disturbance of the site or any nearby area suspected to overlie adjacent remains until the Fresno County Coroner has determined that the remains are not subject to any provisions of law concerning investigation of the circumstances, manner and cause of death, and the recommendations concerning the treatment and disposition of the human remains have been made to the person responsible for the excavation, or to his or her authorized representative. The coroner shall make his or her determination within two working days from the time the person responsible for the excavation, or his or her authorized representative, notifies the coroner of the discovery or recognition of the human remains.

If the Fresno County Coroner determines that the remains are not subject to his or her authority and if the County Coroner recognizes the human remains to be those of a Native American or has reason to believe that they are those of a Native American, he or she shall contact, by telephone, the Native American Heritage Commission (NAHC).

After notification, the NAHC will follow the procedures outlined in Public Resources Code Section 5097.98, that include notification of most likely descendants (MLDs), and recommendations for treatment of the remains. The MLDs will have 48 hours after notification by the NAHC to make their recommendations (PRC Section 5097.98). 3121
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14 REFERENCES
Baumhoff, Martin A.
1963 Ecological Determinants of Aboriginal California Populations. University of California Publications in American Archaeology and Ethnology 49(2): 155-236.

Berkeley.

Baumhoff, Martin A., and David Olmsted
1963 Radiocarbon support for Glottochronology. American Anthropologist 65(2): 278- 284.
1964 Notes on Palaihnihan culture history: glottochronology and archaeology. Studies in California linguistics, edited by William Bright, pp. 1-12. University of California Publications in Linguistics 34. Berkeley.

Beardsley, Richard K.
1954 Temporal and Areal Relationships in Central California Archeology (parts 1 and 2). University of California Archaeological Survey Reports 24, 25. Berkeley.

Beck, Warren A., and Ynez D. Haase
1974 Historical Atlas of California. University of Oklahoma Press, Norman.

City of Clovis
1962 The History of Clovis: 50 Years of Progress. Published booklet, on file, California Room of the California State Library, Sacramento.

Clough, Charles W., and William B. Secrest, Jr.
1984 Fresno County—The Pioneer Years: From the Beginning to 1900. Panorama West Books, Fresno.

Clovis Centennial Book Committee
2011 Images of America: Clovis. Arcadia Publishing.

Cook, Sherburne F.
1960 Colonial expeditions to the interior of California: Central Valley 1800-1820.

University of California Anthropological Records 16(6): 239-292. Berkeley. 1955a The Aboriginal Populations of the San Joaquin Valley, California. University of California Press Anthropological Records 16(2). Berkeley. 1955b The epidemic of 1830-33 in California and Oregon. University of California Publications in American Archaeology and Ethnology 43(3): 303-326. Berkeley. 3122
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15 Davis, James T.
1961 Trade Routes and Economic Exchange among the Indians of California.

University of California Archaeological Survey Reports 54:1-71. Berkeley.

Elliott, Wallace W.
1882 History of Fresno County, California with Illustrations. Wallace W. Elliott & Company, Publishers, San Francisco.

Fickewirth, Alvin A.
1992 California Railroads. Golden West Books. San Marino, CA.

Fredrickson, David A.
1967 Additional C-14 dates for water resources investigations at Buena Vista Lake.

Society for California Archaeology Newsletter 1(5).

Frickstad, Walter
1955 A Century of California Post Offices. Pacific Rotapress Printing Company, Oakland.

Fredrickson, David A., and J. Grossman
1966 Radiocarbon Dating of an Early Site at Buena Vista Lake, California. Paper read before the annual meeting of the Society for American Archaeology, Reno. 1977 A San Dieguito Component at Buena Vista Lake, California. The Journal of California Anthropology 4(2): 173-190.

Fresno Republican newspaper
1897 Imperial Fresno. Facsimile reproduction, published 1979 by the Fresno City and County Historical Society.

Gates, Paul W.
1991 Land and Law in California: Essays on Land Policies. Iowa State University Press, Ames.

Gifford, E. W., and W. E. Schenck
1926 Archaeology of the Southern San Joaquin Valley, California. University of California Publications in American Archaeology and Ethnology, Vol. 23, No. 1.

Gudde, Erwin
1969 California Place Names. University of California Press, Berkeley.

Hayes, Derek
2007 Historical Atlas of California. University of California Press, Berkeley. 3123
AGENDA ITEM NO. 17.
16 Hofsommer, Don L.
1986 The Southern Pacific, 1901-1985. Texas A &M University Press, College Station.

Hoover, Mildred, Hero E. Rensch, Ethel G. Rensch (William N. Abeloe, editor) 1970 Historic Spots in California (Third Edition). Stanford University Press, Stanford.

Kroeber, Alfred L.
1925 Handbook of the Indians of California. Bureau of American Ethnology Bulletin 78.

Washington, D.C.

Latta, Franklin F.
1949 Handbook of the Yokuts Indians. Bear State Books, Oildale, California.

Lewis Publishing Company
1892 A Memorial and Biographical History of the Counties of Fresno, Tulare, and Kern. California. Chicago: The Lewis Publishing Company.

Lillard, Jeremiah B., Robert F. Heizer and Franklin Fenenga 1939 An Introduction to the Archaeology of Central California. Sacramento Junior College, Department of Anthropology Bulletin 2. Sacramento.

Lillard, Jeremiah B., and William K. Purves
1936 The Archeology of the Deer Creek-Cosumnes Area, Sacramento County, California. Sacramento Junior College, Department of Anthropology Bulletin 1.

Meighan, Clement W.
1959 California Cultures and the Concept of an Archaic Stage. American Antiquity 24(3): 289-318.

Moratto, Michael J.
1984 California Archaeology. Academic Press, Inc., New York.

Riddell, Francis A., and William H. Olsen
1969 An Early Man Site in the San Joaquin Valley, California. American Antiquity 34(2): 121-131. Washington, D.C.

Rogers, Malcolm J.
1939 Early Lithic Industries of the Lower Basin of the Colorado River and Adjacent Desert Areas. San Diego Museum Papers 3. San Diego.

Schenck, W. Egbert and Elmer Dawson
1929 Archaeology of the Northern San Joaquin Valley. University of California Publications in American Archaeology and Ethnology 25(4): 289-413. Berkeley. 3124
AGENDA ITEM NO. 17.
17 Smith, Wallace
1960 Garden of the Sun. Eighth edition. Privately printed.

Thompson, Thomas H.
1891 Official Historical Atlas Map of Fresno County. Thomas H. Thompson, Tulare, California.

Vandor, Paul E.
1919 History of Fresno County, California. Historic Record Company, Los Angeles.

Wedel, Waldo R.
1941 Archaeological Investigations at Buena Vista Lake, Kern County, California.

Bureau of American Ethnology Bulletin 130. Washington, D.C.

Winchell, Lilbourne Alsip
1933 History of Fresno County and the San Joaquin Valley. Fresno: A. H. Cawston.

Publisher.
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18 APPENDIX 1
Resumes
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19 PEAK & ASSOCIATES, INC.

RESUME
MELINDA A. PEAK January 2023
Senior Historian/Archeologist
3941 Park Drive, Suite 20 #329
El Dorado Hills, CA 95762
(916) 939-2405

PROFESSIONAL EXPERIENCE
Ms. Peak has served as the principal investigator on a wide range of prehistoric and historic excavations throughout California. She has directed laboratory analyses of archeological materials, including the historic period. She has also conducted a wide variety of cultural resource assessments in California, including documentary research, field survey, Native American consultation, and report preparation.

In addition, Ms. Peak has developed a second field of expertise in applied history, specializing in sitespecific research for historic period resources. She is a registered professional historian and has completed a number of historical research projects for a wide variety of site types.

Through her education and experience, Ms. Peak meets the Secretary of Interior Standards for historian, architectural historian, prehistoric archeologist, and historic archeologist.

EDUCATION
M.A. - History - California State University, Sacramento, 1989 Thesis: The Bellevue Mine: A Historical Resources Management Site Study in Plumas and Sierra Counties, California
B.A. - Anthropology - University of California, Berkeley

PROJECTS
In recent months, Ms. Peak has completed several determinations of eligibility and effect documents in coordination with the Corps of Engineers for projects requiring federal permits, assessing the eligibility of a number of sites for the National Register of Historic Places.

She has also completed historical research projects on a wide variety of topics for a number of projects including the development of navigation and landings on the Napa River, wineries, farmhouses dating to the 1860s, bridges, an early roadhouse, Folsom Dam, and a section of an electric railway line.

In recent years, Ms. Peak has prepared a number of cultural resource overviews and predictive models for blocks of land proposed for future development for general and specific plans. She has been able to direct many surveys of these areas, allowing the model to be tested. 3127
AGENDA ITEM NO. 17.
20 She served as principal investigator for the multi-phase Twelve Bridges Golf Club project in Placer County. She served as liaison with the various agencies, helped prepare the historic properties treatment plan, managed the various phases of test and data recovery excavations, and completed the final report on the analysis of the test phase excavations of several prehistoric sites. She is currently involved as the principal investigator for the Teichert Quarry project adjacent to Twelve Bridges in the City of Rocklin, coordinating contacts with Native Americans, the Corps of Engineers, and the Office of Historic Preservation.

Ms. Peak has served as project manager for a number of major survey and excavation projects in recent years, including the many surveys and site definition excavations for the 172-mile-long Pacific Pipeline proposed for construction in Santa Barbara, Ventura, and Los Angeles counties. She also completed an archival study in the City of Los Angeles for the project. She also served as principal investigator for a major coaxial cable removal project for AT&T.

Additionally, she completed a number of small surveys, served as a construction monitor at several urban sites, and conducted emergency recovery excavations for sites found during monitoring. She has directed the excavations of several historic complexes in Sacramento, Placer, and El Dorado Counties.

Ms. Peak is the author of a chapter and two sections of a published history (1999) of Sacramento County, Sacramento: Gold Rush Legacy, Metropolitan Legacy. She served as the consultant for a children’s book on California, published by Capstone Press in 2003 in the Land of Liberty series. 3128
AGENDA ITEM NO. 17.
21 PEAK & ASSOCIATES, INC.

RESUME
MICHAEL LAWSON January 2023
Archeological Field Director
3941 Park Drive, Suite 20-329
El Dorado Hills, CA 95672
(916) 939-2405

PROFESSIONAL EXPERIENCE
Mr. Lawson has compiled an excellent record of undertaking excavation and survey projects for both the public and private sectors over the past thirty years. He has conducted a number of surveys throughout northern and central California and Hawaii, as well as serving as an archeological technician, site monitor, crew chief and field director for a number of excavation projects.

Mr. Lawson is qualified by the Bureau of Land Management as a field director for archeological surveys and excavations. In 2022, he led teams as the field director on several field surveys in the Sierras for the proposed undergrounding of PG&E transmission lines, dealing with both historic and prehistoric cultural resources. Lawson works for several firms based in the Sacramento Area and Bay Area.

EDUCATION
B.A. - Anthropology - California State University, Sacramento Special Course: Comparative Osteology. University of Tennessee, Knoxville. Forensic Anthropology Center. January 2018.

The special course included: intensive lab and outdoor study with human example from outdoor research facility, including typical and non-metric examples, compared with fifty non-human species most confused with human remains. Work at the outdoor research facility “The Body Farm” study included survey, photography, collection, and identification of faunal and human bone fragments, with a Power Point presentation discussing finds.

EXPERIENCE
• Extensive monitoring of open space, streets and project development areas for prehistoric period and historic period resources. Areas monitored include Sutter Street in Folsom; Mud Creek Archeological District in Chico; Camp Roberts, San Luis Obispo County; Avila Beach, San Luis Obispo County; Edgewood Golf Course, South Lake Tahoe; Davis Water Project, Davis; Star Bend levee section, Sutter County; Feather River levees, Sutter County; Bodega Bay, Sonoma County; San Jose BART line extension, Santa Clara County; and numerous sites for PG&E in San Francisco.
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22 • Over thirty years of experience working in cultural resource management, volunteer, and academic settings in California historic, proto-historic, and prehistoric archaeology. • Expertise in pedestrian survey, excavation, feature (including burial) exposure, laboratory techniques, research. Field positions include field director, assistant field director, crew chief and lead technician.
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23 APPENDIX 2
Record Search
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11/13/2023

Robert Gerry
Peak & Associates, Inc.
3941 Park Drive Ste 30-329
El Dorado Hills, CA 95762

Re: TM 6467
Records Search File No.: 23-469
The Southern San Joaquin Valley Information Center received your record search request for the project area referenced above, located on the Clovis, Friant USGS 7.5’ quad. The following reflects the results of the records search for the project area and the 0.25 mile radius:

As indicated on the data request form, the locations of resources and reports are provided in the following format: ☒ custom GIS maps ☐ GIS data

Resources within project area: None
Resources within 0.25 mile radius: P-10-005934
Reports within project area: FR-01219, 02203, 02289
Reports within 0.25 mile radius: FR-03067
NOTE:

Resource Database Printout (list): ☒ enclosed ☐ not requested ☐ nothing listed Resource Database Printout (details): ☐ enclosed ☒ not requested ☐ nothing listed Resource Digital Database Records: ☐ enclosed ☒ not requested ☐ nothing listed Report Database Printout (list): ☒ enclosed ☐ not requested ☐ nothing listed Report Database Printout (details): ☐ enclosed ☒ not requested ☐ nothing listed Report Digital Database Records: ☐ enclosed ☒ not requested ☐ nothing listed Resource Record Copies: ☒ enclosed ☐ not requested ☐ nothing listed ☐ not available Report Copies: ☒ enclosed ☐ not requested ☐ nothing listed ☐ not available Note:

OHP Built Environment Resources Directory: ☐ enclosed ☐ not requested ☒ nothing listed Archaeological Determinations of Eligibility: ☐ enclosed ☐ not requested ☒ nothing listed CA Inventory of Historic Resources (1976): ☐ enclosed ☒ not requested ☐ nothing listed Note: P-15-007046 is not listed in the BERD. The 2013 HPD page was included for this resource. 3132
AGENDA ITEM NO. 17.

Caltrans Bridge Survey: Not available at SSJVIC; please see https://dot.ca.gov/programs/environmental-analysis/cultural-studies/california-historical-bridges-tunnels Ethnographic Information: Not available at SSJVIC
Historical Literature: Not available at SSJVIC
Historical Maps: Not available at SSJVIC; please see
http://historicalmaps.arcgis.com/usgs/
Local Inventories: Not available at SSJVIC
GLO and/or Rancho Plat Maps: Not available at SSJVIC; please see http://www.glorecords.blm.gov/search/default.aspx#searchTabIndex=0&searchByTypeIndex=1 and/or http://www.oac.cdlib.org/view?docId=hb8489p15p;developer=local;style=oac4;doc.view=items Shipwreck Inventory: Not available at SSJVIC; please see https://www.slc.ca.gov/shipwrecks/
Soil Survey Maps: Not available at SSJVIC; please see
http://websoilsurvey.nrcs.usda.gov/app/WebSoilSurvey.aspx Please forward a copy of any resulting reports from this project to the office as soon as possible. Due to the sensitive nature of archaeological site location data, we ask that you do not include resource location maps and resource location descriptions in your report if the report is for public distribution. If you have any questions regarding the results presented herein, please contact the office at the phone number listed above.

The provision of CHRIS Data via this records search response does not in any way constitute public disclosure of records otherwise exempt from disclosure under the California Public Records Act or any other law, including, but not limited to, records related to archeological site information maintained by or on behalf of, or in the possession of, the State of California, Department of Parks and Recreation, State Historic Preservation Officer, Office of Historic Preservation, or the State Historical Resources Commission.

Due to processing delays and other factors, not all of the historical resource reports and resource records that have been submitted to the Office of Historic Preservation are available via this records search. Additional information may be available through the federal, state, and local agencies that produced or paid for historical resource management work in the search area. Additionally, Native American tribes have historical resource information not in the CHRIS Inventory, and you should contact the California Native American Heritage Commission for information on local/regional tribal contacts.

Should you require any additional information for the above referenced project, reference the record search number listed above when making inquiries. Invoices for Information Center services will be sent under separate cover from the California State University, Bakersfield Accounting Office.

Thank you for using the California Historical Resources Information System (CHRIS).

Sincerely,
Jeremy E David
Assistant Coordinator
Sincerely,
Jeremy E David
Coordinator
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AGENDA ITEM NO. 17.
<Double-click here to enter title>
SSJV Information Center Record Search 23-469
Requester: Robert Gerry, Peak & Associates, Inc.

Project Name: TM 6467
USGS 7.5' Quad(s): Clovis, Friant
County: Fresno
FR-02289
FR-03067
FR-02203
FR-02203
FR-01219
P-10-005934
Project Area
Record Search radius . 0 0.075 0.15 0.3 Miles
0 0.1 0.2 0.4 Kilometers
May depict confidential cultural resource locations. Do not distribute.

Map pages depicting no data have been excluded.
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Southern San Joaquin Valley Information Center
California State University, Bakersfield
Mail Stop: 72 DOB
9001 Stockdale Highway
Bakersfield, California 93311-1022
(661)654-2289
E-mail: [email protected]
Website: www.csub.edu/ssjvic
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California
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AGENDA ITEM NO. 17.

Primary No. Trinomial
Resource List
Other IDs Type Age Attribute codes Recorded by Reports
SSJVIC Record Search 23-469
P-10-005934 CA-FRE-003564H Resource Name - Enterprise
Canal;
OTIS Resource Number -
534499;
OHP Property Number - 163775
FR-02615, FR02919, FR-03067Structure Historic HP20 2007 (R. Baloian, Applied EarthWorks, Inc.);
2013 (Randy Baloian, Applied
EarthWorks, Inc.);
2017 (Ward Stanley and Randy
Baloian, Applied EarthWorks, Inc.)

Page 1 of 1 ends

3135
AGENDA ITEM NO. 17.

Report List
Report No. Other IDs Year Author(s) Title Affiliation Resources SSJVIC Record Search 23-469
FR-01219 1993 Fresno Metropolitan Flood Control District Drainage Area "BY" Facilities
Cultural Resources
Consulting
Bissonnette, Linda Dick
FR-02203 2006 A Cultural Resource Study of the Battlin
Brooks Property, Fresno County, California
Varner, Dudley M. Varner Associates
FR-02289 2006 Cultural Resources Reconnaissance Survey
of the City of Clovis Northwest Urban Center
Specific Plan Area, Fresno County, California
Nettles, Wendy M. and Applied EarthWorks, Inc.

Baloian, Randy
10-006109
FR-03067 2018 Cultural Resource Inventory and Evaluation for the Tract 6200 Development in the City of
Clovis, Fresno County, California
Stanley, Ward, Baloian, Applied EarthWorks, Inc.

Randy, and Baloian, Mary
10-005934

Page 1 of 1 ends

3136
AGENDA ITEM NO. 17.
29 APPENDIX 2
DPR 523 Forms
3137
AGENDA ITEM NO. 17.

State of California  The Resources Agency Primary #
DEPARTMENT OF PARKS AND RECREATION HRI #
PRIMARY RECORD Trinomial
NRHP Status Code
Other Listings
Review Code Reviewer Date

Page 1 of 5 ends

P1. Other Identifier:
*P2. Location:  Not for Publication ■ Unrestricted *a. County: Fresno and (P2b and P2c or P2d. Attach a Location Map as necessary.) *b. USGS 7.5' Quad: Clovis Date: 1964 T 12S ; R 21E ; NW¼ of SW¼ of Sec 20 ; M.D. B.M. c. Address: 4165 E Perrin Road City: Clovis Zip: 93619
d. UTM: Zone: 11 ; (NAD27) 02 58 695 mE/ 40 83 038 mN (G.P.S.) e. Other Locational Data: (e.g., parcel #, directions to r n to driveway. 220 feet south to residence. *P3a. Description: (Describe resource and its major elements. Include design, materials, condition, alterations, size, setting, and boundaries) The residence is currently vacant and boarded-up. The complex includes a ranch-style home, consistent with 1950’s-60’s construction style and building components, including stucco siding, poured concrete foundation, attached open breezeway parking, and brick chimney. Door and window styles are unknown due to boarding.

Electrical and plumbing hardware match equipment available between 1950-1970.

There are two out buldings. The first is a low barn or equipment shed with an open parking stall on one end.

The windows are an aluminum-framed crank-out type and a steel-framed multi pane type. Exterior siding is rough paneling, and roof is wooden shake—possibly original. The foundation is not visible for inspection and thus unknown in type. The era of construction appears similar to the residence.

The other outbuilding is a small shed with the same siding as the first outbuilding, but with a corrugated steel roof, wooden framed windows and unknown foundation.
*P3b. Resource Attributes: (List attributes and codes) HP2 - Single Family Property *P4. Resources Present: ■Building Structure Object Site District Element of District Other (Isolates, etc.) P5b. Description of Photo: (View,
date, accession #) Looking south
at front elevation. 11/16/23
*P6. Date Constructed/Age and
Sources:■Historic
Prehistoric Both
1959 per Assessor
*P7. Owner and Address:
*P8. Recorded by: (Name,
affiliation, and address)
Lawson/Gerry
Peak & Associates, Inc.
3941 Park Drive, Ste 20-329
El Dorado Hills, CA 95762
*P9. Date Recorded: 11/16/23
*P10. Survey Type: (Describe)
Complete pedestrian. For
proposed development.
*P11. Report Citation: (Cite survey report and other sources, or enter "none.") Cultural Resources Assessment of the TM6467 Project, Clovis, Fresno County, California. Peak & Associates, Inc. 2023. *Attachments: NONE ■Location Map ■Sketch Map ■Continuation Sheet ■Building, Structure, and Object Record Archaeological Record District Record Linear Feature Record Milling Station Record Rock Art Record Artifact Record Photograph Record  Other (List):

DPR 523A (1/95) *Required information
P5a. Photo or Drawing (Photo required for buildings, structures, and objects.) N YP6s pre j l A
y
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3138
AGENDA ITEM NO. 17.

DPR 523B (1/95) *Required information
State of California  The Resources Agency Primary #
DEPARTMENT OF PARKS AND RECREATION HRI#

BUILDING, STRUCTURE, AND OBJECT RECORD

Page 2 of 5 ends

*Resource Name or # (Assigned by recorder) TM6467 Building 1 B1. Historic Name:

B2. Common Name: 4165 E Perrin Road
B3. Original Use: Residence B4. Present Use: Vacant
*B5. Architectural Style: Ranch Style, Side-Gabled subtype. *B6. Construction History: (Construction date, alterations, and date of alterations) Constructed 1959, according to the County Assessor’s records. *B7. Moved? ■No Yes (C) Unknown Date: Original Location:
*B8. Related Features: Barn and storage shed.

B9a. Architect: Unknown b. Builder: Unknown
*B10. Significance: Theme: Area:

Period of Significance: Property Type: Applicable Criteria: (Discuss importance in terms of historical or architectural context as defined by theme, period, and geographic scope. Also address integrity.) To be eligible for the California Register of Historical Resources (CRHR) a property must meet at least one of four criteria. CRHR Criterion A requires that the property be related to important historical events. There is no known association of this small rural property with such events. Similarly, there are no associations with important people in history (CRHR Criterion B).

The building is in poor condition and has had a major alteration to form the carport. This is not in line with any recognized architectural style. It is not an unusually good example of the style, in fact, it is in rather poor repair and shows evidence of several repairs and patches in addition to the carport. It is not eligible under CRHR Criterion C.

The building is quite recent and this, coupled with the absence of a well or privy pit, indicates that it has no likelihood of returning important data through historical archeology (CRHR Criterion D).

We conclude the building is not eligible for the California Register.

B11. Additional Resource Attributes: (List attributes and codes) none *B12. References: McAlester, Virginia Savage 2015 A Field Guide to American Houses. Alfred A. Knopf, New York.

B13. Remarks:
*B14. Evaluator: M. Peak

* Date of Evaluation: 2023
(This space reserved for official comments.)
(Sketch Map with north arrow required)
(See attached sketch map)
3139
AGENDA ITEM NO. 17.

State of California  The Resources Agency Primary #
DEPARTMENT OF PARKS AND RECREATION HRI#
CONTINUATION SHEET Trinomial
Page of *Resource Name or # (Assigned by recorder) TM6467 Building 1 *Recorded by: Lawson/Gerry *Date: 10/30/23 ■ Continuation  Update DPR 523L (1/95) *Required information
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3140
AGENDA ITEM NO. 17.

Page 4 of 5 ends

DPR 523K (Rev. 1/1995)(Word 9/2013) NOTE: Include bar scale and north arrow.

State of California  Natural Resources Agency Primary # DEPARTMENT OF PARKS AND RECREATION HRI#
SKETCH MAP Trinomial
*Drawn by: Google Earth and Gerry *Date of map: __10/30/2023______

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3141
AGENDA ITEM NO. 17.

State of California  The Resources Agency Primary #
DEPARTMENT OF PARKS AND RECREATION HRI#
LOCATION MAP Trinomial

Page 5 of 5 ends

*Map Name: Clovis 7.5’ *Scale: 1: 24,0000 *Date of Map: 1964 DPR 523J (1/95) *Required information
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3142
AGENDA ITEM NO. 17.

State of California  The Resources Agency Primary #
DEPARTMENT OF PARKS AND RECREATION HRI #
PRIMARY RECORD Trinomial
NRHP Status Code
Other Listings
Review Code Reviewer Date

Page 1 of 5 ends

P1. Other Identifier:
*P2. Location:  Not for Publication ■ Unrestricted *a. County: Fresno and (P2b and P2c or P2d. Attach a Location Map as necessary.) *b. USGS 7.5' Quad: Clovis Date: 1964 T 12S ; R 21E ; NW¼ of SW¼ of Sec 20 ; M.D. B.M. c. Address: 9452 N Minnewawa Avenue City: Clovis Zip: 93619 d. UTM: Zone: 11 ; (NAD27) 02 58 481 mE/ 40 83 984 mN (G.P.S.) e. Other Locational Data: (e.g., parcel #, directions to resource, elevation, etc., as appropriate) Elevation: 375’ About 480’ S of Perrin Road to the driveway.
*P3a. Description: (Describe resource and its major elements. Include design, materials, condition, alterations, size, setting, and boundaries) There are two residences at this address. One residence, currently occupied by the original owner, is a long narrow building oriented north-south and set back from the street. The other is north of the first and oriented east west. This is a modern home, dated 2008 per Assessor, and is currently vacant. Google Earth historic aerials confirm the construction date and indicate that it replaced a storage structure that had occupied the area.

The owner claims the occupied house was built in the mid 1960’s, which is consistent with its appearance and other houses in the immediate area.. It is a Ranch Style with aluminum-framed windows, wood panel and stucco siding, new replacement composite roofing, brick chimney and a poured concrete foundation. It is a sidegabled building with a cross gable on the north side. This appears to be strictly decorative, because it does not extend out from the main mass of the building on the front and does not appear on the rear elevation at all.

About 40% of Ranch houses have a cross gable (McAlester, 2015:598).

The rear has roof extensions for the full width of the building supported by square wood columns This is unusual in Ranch houses.

Behind both houses is a detached two-car garage with plywood siding, roller steel doors, composite roofing, and a a poured concrete foundation. Its age appears consistent with 1980’s construction. *P3b. Resource Attributes: (List attributes and codes) HP2 - Single Family Property *P4. Resources Present: ■Building Structure Object Site District Element of District Other (Isolates, etc.) P5b. Description of Photo: (View,
date, accession #) Looking east
at front elevation. 11/16/23
*P6. Date Constructed/Age and
Sources:■Historic
Prehistoric Both
1965 per owner
P7. Owner and Address:
9454 Minnewawa Ave
Clovis
*P8. Recorded by: (Name,
affiliation, and address)
Lawson/Gerry
Peak & Associates, Inc.
3941 Park Drive, Ste 20-329
El Dorado Hills, CA 95762
*P9. Date Recorded: 11/16/23
*P10. Survey Type: (Describe)
Complete pedestrian. For
proposed development.
*P11. Report Citation: (Cite survey report and other sources, or enter "none.") Cultural Resources Assessment of the TM6467 Project, Clovis, Fresno County, California. Peak & Associates, Inc. 2023. *Attachments: NONE ■Location Map ■Sketch Map ■Continuation Sheet ■Building, Structure, and Object Record Archaeological Record District Record Linear Feature Record Milling Station Record Rock Art Record Artifact Record Photograph Record  Other (List):

DPR 523A (1/95) *Required information
P5a. Photo or Drawing (Photo required for buildings, structures, and objects.) y
r
R
4 ■ W
N' •4 1 L . - a
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3143
AGENDA ITEM NO. 17.

DPR 523B (1/95) *Required information
State of California  The Resources Agency Primary #
DEPARTMENT OF PARKS AND RECREATION HRI#

BUILDING, STRUCTURE, AND OBJECT RECORD

Page 2 of 5 ends

*Resource Name or # (Assigned by recorder) 6467 Building 2 B1. Historic Name:

B2. Common Name: 9452 N Minnewawa Avenue
B3. Original Use: Residence B4. Present Use: Vacant
*B5. Architectural Style: It is a cross gabled Ranch style which describes about 40% of the Ranch houses built in the US (McAlester 2015:598). It is thoroughly stereotypical of that style. *B6. Construction History: (Construction date, alterations, and date of alterations) Constructed 1965, according to the County Assessor’s records. *B7. Moved? ■No Yes (C) Unknown Date: Original Location:
*B8. Related Features: There is a garage located behind (east) of the residence using similar exterior materials as the residence.

B9a. Architect: Unknown b. Builder: Unknown
*B10. Significance: Theme: Area:

The building is in a very common architectural style, and it is not an unusually fine exemplar of that style. .

There is nothing in particular wrong with it, but there is nothing remarkable about it either. It is not eligible under CRHR Criterion C.

We conclude the building is not eligible for the California Register.

B11. Additional Resource Attributes: (List attributes and codes) none *B12. References: McAlester, Virginia Savage 2015 A Field Guide to American Houses. Alfred A. Knopf, New York.

B13. Remarks:
*B14. Evaluator: M. Peak

* Date of Evaluation: 2023
(This space reserved for official comments.)
(Sketch Map with north arrow required)
(See attached sketch map)
3144
AGENDA ITEM NO. 17.

State of California  The Resources Agency Primary #
DEPARTMENT OF PARKS AND RECREATION HRI#
CONTINUATION SHEET Trinomial

Page 3 of 5 ends

*Recorded by: Lawson/Gerry *Date: 10/30/23 ■ Continuation  Update Garage behind 1965 house
Newer house on property looking NE
DPR 523L (1/95) *Required information
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3145
AGENDA ITEM NO. 17.

Page 4 of 5 ends

DPR 523K (Rev. 1/1995)(Word 9/2013) NOTE: Include bar scale and north arrow.

State of California  Natural Resources Agency Primary # DEPARTMENT OF PARKS AND RECREATION HRI#
SKETCH MAP Trinomial
*Drawn by: Google Earth and Gerry *Date of map: __10/30/2023______

2 2008 HOUSE GARAGE BUILDING 2
TM6467 emeerrsmre Des eg EAC “Ass dreersees se ve e oec -Cacciasey w • Resources “seee- e=ses —**54 4 -
PTss "9m 98S "CHJ “ "MPssssrem “erant
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44 3146
AGENDA ITEM NO. 17.

State of California  The Resources Agency Primary #
DEPARTMENT OF PARKS AND RECREATION HRI#
LOCATION MAP Trinomial

Page 5 of 5 ends

*Map Name: Clovis 7.5’ *Scale: 1: 24,0000 *Date of Map: 1964 DPR 523J (1/95) *Required information
BUILDING 2
FRIANT 8.A MI R. 21 E. 258 42'30" 259
==== T AVE
। 19 Flume
U 20
I
=== .1 374
J 382
<
I
U UJ
/
O.
375
ah%
O 369
0‘ •J SHEPHERD Well i.A~A^£ III ' " inD
Siphon .

State of California  The Resources Agency Primary #
DEPARTMENT OF PARKS AND RECREATION HRI #
PRIMARY RECORD Trinomial
NRHP Status Code
Other Listings
Review Code Reviewer Date

Page 1 of 4 ends

P1. Other Identifier:
*P2. Location:  Not for Publication ■ Unrestricted *a. County: Fresno and (P2b and P2c or P2d. Attach a Location Map as necessary.) *b. USGS 7.5' Quad: Clovis Date: 1964 T 12S ; R 21E ; NW¼ of SW¼ of Sec 20 ; M.D. B.M. c. Address: 9434 N Minnewawa Avenue City: Clovis Zip: 93619 d. UTM: Zone: 11 ; (NAD27) 02 58 492 mE/ 40 83 933 mN (G.P.S.) e. Other Locational Data: (e.g., parcel #, directions to resource, elevation, etc., as appropriate) Elevation: 375’ About 640’ S of Perrin Road to the northern access of a U-shaped driveway. *P3a. Description: (Describe resource and its major elements. Include design, materials, condition, alterations, size, setting, and boundaries) This building, currently occupied by a renter, is reported to have been constructed in the late 1960’s by the owner and in 1965 by the County Assessor. There is a shed in the same style as the house that the owner says was built at the same time.

The house has combined stucco/brick exterior, attached garage, concrete foundation, replacement composite roofing, wide eves, replacement vinyl-framed windows and electrical and plumbing equipment consistent with a 1960’s construction date.

The house does not fit comfortably into any defined style in residential architecture. It has most in common with Minimal Traditional, in that it has no architectural decorative features at all. However, it is newer than the dates when most Minimal Traditionals were built and it has other features that do not conform. It is a side gabled building with an attached garage on the south under its own gable and two crossgabled sections facing the street (west) flanking the entry way. On the rear the northern side gable is repeated, but most of the rear is occupied by a shed roofed segment facing an in-ground pool. This may be a feature added after the initial construction. *P3b. Resource Attributes: (List attributes and codes) HP2 - Single Family Property *P4. Resources Present: ■Building Structure Object Site District Element of District Other (Isolates, etc.) P5b. Description of Photo: (View,
date, accession #) Looking east
at front elevation. 11/16/23
*P6. Date Constructed/Age and
Sources:■Historic
Prehistoric Both
1965 per Assessor
*P7. Owner and Address:
9454 Minnewawa Ave
Clovis
*P8. Recorded by: (Name,
affiliation, and address)
Lawson/Gerry
Peak & Associates, Inc.
3941 Park Drive, Ste 20-329
El Dorado Hills, CA 95762
*P9. Date Recorded: 11/16/23
*P10. Survey Type: (Describe)
Complete pedestrian. For
proposed development.
*P11. Report Citation: (Cite survey report and other sources, or enter "none.") Cultural Resources Assessment of the TM6467 Project, Clovis, Fresno County, California. Peak & Associates, Inc. 2023. *Attachments: NONE ■Location Map ■Sketch Map Continuation Sheet ■Building, Structure, and Object Record Archaeological Record District Record Linear Feature Record Milling Station Record Rock Art Record Artifact Record Photograph Record  Other (List):

DPR 523A (1/95) *Required information
P5a. Photo or Drawing (Photo required for buildings, structures, and objects.) R 1-78
i ‘"2
1 TPaeda5lie 24
-
Mo i3rs
e, weeer
3148
AGENDA ITEM NO. 17.

DPR 523B (1/95) *Required information
State of California  The Resources Agency Primary #
DEPARTMENT OF PARKS AND RECREATION HRI#

BUILDING, STRUCTURE, AND OBJECT RECORD

Page 2 of 4 ends

*Resource Name or # (Assigned by recorder) 6467 Building 3 B1. Historic Name:

B2. Common Name: 9434 N Minnewawa Avenue
B3. Original Use: Residence B4. Present Use: Vacant
*B5. Architectural Style: The house does not fit comfortably into any defined style in residential architecture. It has most in common with Minimal Traditional, in that it has no architectural decorative features at all. However, it is newer than the dates when most Minimal Traditionals were built, and it has other features that do not conform. *B6. Construction History: (Construction date, alterations, and date of alterations) Constructed 1965, according to the County Assessor’s records. *B7. Moved? ■No Yes (C) Unknown Date: Original Location:
*B8. Related Features: There is a storage structure located near the northeast corner of the residence using the aame exterior materials as the residence.

B9a. Architect: Unknown b. Builder: Unknown
*B10. Significance: Theme: Area:

The building is in no particular architectural style. The double front-facing gables do not conform to a recognized style of the era. It is not an unusually good example of any style. It is not eligible under CRHR Criterion C.

We conclude the building is not eligible for the California Register.

B11. Additional Resource Attributes: (List attributes and codes) none *B12. References: McAlester, Virginia Savage 2015 A Field Guide to American Houses. Alfred A. Knopf, New York.

B13. Remarks:
*B14. Evaluator: M. Peak

* Date of Evaluation: 2023
(This space reserved for official comments.)
(Sketch Map with north arrow required)
(See attached sketch map)
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Page 4 of 5 ends

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Traffic Impact Analysis Report
April 17, 2024
Clovis and Perrin Subdivision
Located on the Southwest Corner of
Clovis Avenue at Minnewawa Avenue
In the City of Clovis, California
Prepared for:

Bonadelle Neighborhoods
7030 North Fruit Avenue, Suite 101
Fresno, CA 93711
Project No. 006-049
Traffic Engineering, Transportation Planning, & Parking Solutions 516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
Phone: (559) 570-8991
www.JLBtraffic.com 3152
AGENDA ITEM NO. 17.

Traffic Engineering, Transportation Planning, & Parking Solutions Z:\01 Projects\006 Clovis\006-049 Clovis Perrin TIA VMT\Report\R20240419 Clovis and Perrin Subdivision TIA.docx Traffic Engineering, Transportation Planning, & Parking Solutions 516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
Phone: (559) 570-8991
www.JLBtraffic.com
Traffic Impact Analysis Report
For the Clovis and Perrin Subdivision located on the Southwest Corner of Clovis Avenue at Perrin Avenue
In the City of Clovis, CA
April 17, 2024
This Traffic Impact Analysis Report has been prepared under the direction of a licensed Traffic Engineer. The licensed Traffic Engineer attests to the technical information contained therein and has judged the qualifications of any technical specialists providing engineering data from which recommendations, conclusions and decisions are based.

Prepared by:
_________________________________
Jose Luis Benavides, PE, TE
President

_________________________________
Jose Luis Benavides, PE, TE
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Table of Contents
Introduction and Summary ..................................................................................................................... 1 Introduction ................................................................................................................................................. 1 Summary ...................................................................................................................................................... 1 Existing Traffic Conditions........................................................................................................................ 1 Existing plus Project Traffic Conditions.................................................................................................... 1 Near Term plus Project Traffic Conditions............................................................................................... 2 Cumulative Year 2046 plus Project Traffic Conditions............................................................................. 2 Queuing Analysis...................................................................................................................................... 2 Scope of Work ........................................................................................................................................ 3 Study Facilities ............................................................................................................................................. 4 Study Intersections .................................................................................................................................. 4 Study Segments........................................................................................................................................ 4 Study Scenarios............................................................................................................................................ 5 Existing Traffic Conditions........................................................................................................................ 5 Existing plus Project Traffic Conditions.................................................................................................... 5 Near Term plus Project Traffic Conditions............................................................................................... 5 Cumulative Year 2046 plus Project Traffic Conditions............................................................................. 5 LOS Methodology ................................................................................................................................... 6 LOS Thresholds ....................................................................................................................................... 6 Operational Analysis Assumptions and Defaults ..................................................................................... 7 Existing Traffic Conditions....................................................................................................................... 8 Roadway Network........................................................................................................................................ 8 Traffic Signal Warrants................................................................................................................................. 9 Results of Existing Level of Service Analysis ................................................................................................ 9 Existing plus Project Traffic Conditions.................................................................................................. 13 Project Description..................................................................................................................................... 13 Project Access............................................................................................................................................ 13 Project Trip Generation ............................................................................................................................. 13 Trip Distribution......................................................................................................................................... 13 Active Transportation Plan ........................................................................................................................ 14 3154
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Bikeways .................................................................................................................................................... 14 Transit ........................................................................................................................................................ 14 Roadway Network...................................................................................................................................... 15 Traffic Signal Warrants............................................................................................................................... 15 Results of Existing plus Project Level of Service Analysis .......................................................................... 15 Near Term plus Project Traffic Conditions............................................................................................... 20 Description of Near Term Projects............................................................................................................. 20 Roadway Network...................................................................................................................................... 21 Traffic Signal Warrants............................................................................................................................... 21 Results of Near Term plus Project Level of Service Analysis...................................................................... 21 Cumulative Year 2046 plus Project Traffic Conditions............................................................................ 25 Roadway Network...................................................................................................................................... 25 Traffic Signal Warrants............................................................................................................................... 25 Results of Cumulative Year 2046 plus Project Level of Service Analysis ................................................... 25 Queuing Analysis .................................................................................................................................. 29 Conclusions and Recommendations...................................................................................................... 33 Existing Traffic Conditions...................................................................................................................... 33 Existing plus Project Traffic Conditions.................................................................................................. 33 Near Term plus Project Traffic Conditions............................................................................................. 33 Cumulative Year 2046 plus Project Traffic Conditions........................................................................... 34 Queuing Analysis.................................................................................................................................... 35 Study Participants................................................................................................................................. 36 References............................................................................................................................................ 37 3155
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List of Figures
Figure 1: Vicinity Map .......................................................................................................................................... 11 Figure 2: Existing - Traffic Volumes, Geometrics and Controls............................................................................... 12 Figure 3: Project Site Plan..................................................................................................................................... 17 Figure 4: Project Only Trips .................................................................................................................................. 18 Figure 5: Existing plus Project - Traffic Volumes, Geometrics and Controls............................................................ 19 Figure 6: Near Term Projects' Trip Assignment...................................................................................................... 23 Figure 7: Near Term plus Project - Traffic Volumes, Geometrics and Controls........................................................ 24 Figure 8: Cumulative Year 2046 plus Project - Traffic Volumes, Geometrics and Controls ...................................... 28 List of Tables
Table I: Existing Intersection LOS Results.............................................................................................................. 10 Table II: Existing Segment LOS Results.................................................................................................................. 10 Table III: Project Trip Generation.......................................................................................................................... 13 Table IV: Existing plus Project Intersection LOS Results......................................................................................... 16 Table V: Existing plus Project Segment LOS Results............................................................................................... 16 Table VI: Near Term Projects’ Trip Generation...................................................................................................... 20 Table VII: Near Term plus Project Intersection LOS Results ................................................................................... 22 Table VIII: Near Term plus Project Segment LOS Results ....................................................................................... 22 Table IX: Cumulative Year 2046 plus Project Intersection LOS Results................................................................... 26 Table X: Cumulative Year 2046 plus Project Segment LOS Results......................................................................... 27 Table XI: Queuing Analysis................................................................................................................................... 30 List of Appendices
Appendix A: Scope of Work
Appendix B: Traffic Counts
Appendix C: Traffic Modeling
Appendix D: Methodology
Appendix E: Existing Traffic Conditions
Appendix F: Existing plus Project Traffic Conditions
Appendix G: Near Term plus Project Traffic Conditions
Appendix H: Cumulative Year 2046 plus Project Traffic Conditions Appendix I: Traffic Signal Warrants
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Introduction and Summary
Introduction
This Report describes a Traffic Impact Analysis (TIA) prepared by JLB Traffic Engineering, Inc. (JLB) for the Clovis and Perrin Subdivision (Project) located on the southwest corner of Clovis Avenue at Perrin Avenue in the City of Clovis. The Project proposes to develop 162 single family residential units. Based on information provided to JLB, the Project is consistent with the City of Clovis General Plan. Figure 1 shows the location of the proposed Project site relative to the surrounding roadway network.

The purpose of the TIA is to evaluate the potential on-site and off-site traffic impacts, identify short-term and long-term roadway needs, determine potential roadway improvement measures and identify any critical traffic issues that should be addressed in the ongoing planning process. The TIA primarily focused on evaluating traffic conditions at study intersections that may potentially be impacted by the proposed Project. The Scope of Work was prepared via consultation with City of Clovis, City of Fresno, County of Fresno and Caltrans staff.

Summary
The potential traffic impacts of the proposed Project were evaluated in accordance with the standards set forth by the Level of Service (LOS) policies of the City of Clovis, County of Fresno and Caltrans.

Existing Traffic Conditions
• At present, the study intersection of Minnewawa Avenue at Behymer Avenue exceeds its LOS threshold during both peak periods. Additional details as to the recommended improvements for this intersection are presented later in this Report.
• At present, all study segments operate at an acceptable LOS during both peak periods.

Existing plus Project Traffic Conditions
• JLB analyzed the location of the proposed access points relative to the existing local roads and driveways in the Project’s vicinity. A review of the Project access points indicates that they are located at points that minimize traffic operational impacts to the existing roadway network. • At buildout, the proposed Project is estimated to generate a maximum of 1,528 daily trips, 113 AM peak hour trips and 152 PM peak hour trips.
• Under this scenario, the study intersection of Minnewawa Avenue at Behymer Avenue is projected to exceed its LOS threshold during both peak periods. Additional details as to the recommended improvements for this intersection are presented later in this Report. • Under this scenario, all study segments are projected to operate at an acceptable LOS during both peak periods.
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Near Term plus Project Traffic Conditions
• The total trip generation for the Near Term Projects is 114,510 weekday daily trips, 8,607 weekday AM peak hour trips and 11,147 weekday PM peak hour trips.
• Under this scenario, the study intersections of Minnewawa Avenue at Behymer Avenue, Peach Avenue at Shepherd Avenue and Minnewawa Avenue at Shepherd Avenue are projected to exceed their LOS thresholds during both peak periods. Additional details as to the recommended improvements for these intersections are presented later in this Report. • Under this scenario, the study segments of Shepherd Avenue between Willow Avenue and Peach Avenue and Shepherd Avenue between Peach Avenue and Minnewawa Avenue are projected to exceed their LOS thresholds during one or both peak periods. Additional details as to the recommended improvements for these intersections are presented later in this Report.

Queuing Analysis
• It is recommended that the City consider left-turn and right-turn lane storage lengths as indicated in the Queuing Analysis.
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Scope of Work
The TIA focused on evaluating traffic conditions at study intersections that may potentially be impacted by the proposed Project. On October 11, 2023, a Draft Scope of Work for the preparation of a Traffic Impact Analysis for this Project was provided to the City of Clovis, City of Fresno, County of Fresno and Caltrans for their review and comment.

On October 11, 2023, Caltrans replied that they had no comments on the proposed scope. On October 11, 2023, the City of Fresno replied that they had no comments on the proposed scope. On October 12, 2023, the County requested that the following study facilities be included in the analysis. The requested facilities include the intersections of Minnewawa Avenue at Behymer Avenue, Willow Avenue at Behymer Avenue and Willow Avenue at Shepherd Avenue. The requested facilities include the segments of Minnewawa Avenue between Shepherd Avenue and Perrin Avenue, Minnewawa Avenue between Perrin Avenue and Behymer Avenue, Behymer Avenue between Willow Avenue and Minnewawa Avenue, Shepherd Avenue between Willow Avenue and Peach Avenue, Shepherd Avenue between Peach Avenue and Minnewawa Avenue and Shepherd Avenue between Minnewawa Avenue and DeWitt Avenue. On October 16, 2023, the City of Clovis requested the intersection of Minnewawa Avenue at International Avenue, Willow Avenue and International Avenue and Peach Avenue at Shepherd Avenue be included in the analysis as well as the near term projects of Tract 6343, Tract 6205 and Heritage Grove – The Avenue. Based on further discussions with the City of Clovis and County of Fresno, the intersections of Willow Avenue at International Avenue, Minnewawa Avenue at International Avenue, Willow Avenue at Behymer Avenue and Willow Avenue at Shepherd Avenue as well as the segments of Behymer Avenue between Willow Avenue and Minnewawa Avenue and Shepherd Avenue between Minnewawa Avenue and DeWitt Avenue were no longer requested. The removal of these requested facilities centered around a project trip distribution which displayed that the minimum trip thresholds were not met by the requested agency or that they were not within the jurisdiction of the requested agency.

Based on the comments received, in addition to the facilities included in the Draft Scope of Work, this TIA also analyzes the intersections of Minnewawa Avenue at Behymer Avenue and Peach Avenue at Shepherd Avenue as well as the segments Minnewawa Avenue between Shepherd Avenue and Perrin Avenue, Minnewawa Avenue between Perrin Avenue and Shepherd Avenue, Shepherd Avenue between Willow Avenue and Peach Avenue and Shepherd Avenue between Peach Avenue and Minnewawa Avenue.

Furthermore, this TIA includes the near term project of Tract 6343, Tract 6205 and Heritage Grove – The Avenue. The Scope of Work and the comments received from the lead agency and responsible agencies are included in Appendix A.
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Study Facilities
Roadway closures along Shepherd Avenue due to construction are projected to carry into late 2024 and possibly into 2025. For this reason, the City of Clovis agreed to allow a combination of recent and historical traffic counts to be utilized in this TIA. The historical count was conducted in February 2020, whereas the recent counts were conducted in September 2023, November 2023, February 2024 and March 2024. The City of Clovis accepted a growth rate of 2.00% in the AM peak and 3.44% in the PM peak for the traffic count of Peach Avenue at Shepherd Avenue which was collected in February 2020. The intersection turning movement counts included pedestrian and bicycle volumes. The traffic counts for the existing study intersections are contained in Appendix B. The existing intersection turning movement volumes, intersection geometrics and traffic controls are illustrated in Figure 2.

Study Intersections

1. Minnewawa Avenue / Behymer Avenue

2. Minnewawa Avenue / Perrin Avenue

3. Clovis Avenue / Perrin Avenue (Future)

4. Clovis Avenue / Baron Avenue

5. Peach Avenue / Shepherd Avenue

6. Minnewawa Avenue / Shepherd Avenue

7. Clovis Avenue / Shepherd Avenue
Study Segments

1. Minnewawa Avenue between Behymer Avenue and Perrin Avenue

2. Minnewawa Avenue between Perrin Avenue and Shepherd Avenue

3. Shepherd Avenue between Willow Avenue and Peach Avenue

4. Shepherd Avenue between Peach Avenue and Minnewawa Avenue 3160
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Study Scenarios
Existing Traffic Conditions
This scenario evaluates the Existing Traffic Conditions based on Year 2024 traffic volumes. To determine the Year 2024 traffic volumes, the traffic counts conducted in February 2020 were expanded by a growth rate of a growth rate of 2.00% for the AM peak and 3.44% for the PM peak as agreed upon by the City of Clovis. No adjustments were made to the counts collected in September 2023 or November 2023 as those were less than six months old at the time of the collection of the most recent 2024 counts. The most recent counts were collected in February and March 2024.

Existing plus Project Traffic Conditions
This scenario evaluates total traffic volumes and roadway conditions based on the Existing plus Project Traffic Conditions. The Existing plus Project traffic volumes were obtained by adding the Project Only Trips to the Existing Traffic Conditions scenario. The Project Only Trips to the study facilities were developed based on existing travel patterns, the Fresno COG ABM Project Select Zone, the surrounding roadway network, engineering judgment, knowledge of the study area, existing residential and commercial densities, and the City of Clovis General Plan Circulation Element in the vicinity of the Project site. The Fresno COG Project Select Zone was prepared by Kittelson & Associates and plots are contained in Appendix C.

Near Term plus Project Traffic Conditions
This scenario evaluates total traffic volumes and roadway conditions based on the Near Term plus Project Traffic Conditions. The Near Term plus Project traffic volumes were obtained by adding the Near Term related trips to the Existing plus Project Traffic Conditions scenario.

Cumulative Year 2046 plus Project Traffic Conditions
This scenario evaluates total traffic volumes and roadways conditions based on the Cumulative Year 2046 plus Project Traffic Conditions. The Cumulative Year 2046 plus Project traffic volumes were obtained by using the Fresno COG activity-based model (ABM) (Base Year 2019 and Cumulative Year 2046) and existing traffic counts. Under this scenario, the increment method was utilized to determine the Cumulative Year 2046 plus Project traffic volumes. The Fresno COG ABM results were prepared by Kittelson & Associates and plots are contained in Appendix C.
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LOS Methodology
LOS is a qualitative index of the performance of an element of the transportation system. LOS is a rating scale running from “A” to “F”, with “A” indicating no congestion of any kind and “F” indicating unacceptable congestion and delays. LOS in this study describes the operating conditions for signalized and unsignalized intersections.

The Highway Capacity Manual (HCM) 7th Edition is the standard reference published by the Transportation Research Board and contains the specific criteria and methods to be used in assessing LOS. U-turn movements were analyzed using HCM 2000 methodologies and would yield more accurate results for the reason that HCM 6 Edition methodologies do not allow the analysis of U-turns. Lane configurations not reflective of existing conditions are a result of software limitations and thus represent a worst-case scenario. Synchro software was used to define LOS in this study. Details regarding these calculations are included in Appendix D.

While LOS is no longer the criteria of significance for traffic impacts in the state of California, the City of Clovis continues to apply congestion-related conditions or requirements for land development projects through planning approval processes outside of CEQA Guidelines in order to continue the implementation of City of Clovis General Plan policies.

LOS Thresholds
The City of Clovis General Plan has established LOS D as the acceptable level of traffic congestion on most major streets. Therefore, LOS D is used to evaluate the potential significance of LOS impacts to City of Clovis roadway facilities pursuant to the City of Clovis General Plan.

The Fresno County General Plan has established LOS C as the acceptable level of traffic congestion on county roads and streets that fall entirely outside the Sphere of Influence (SOI) of a City (Fresno County 2000). For those areas that fall within the SOI of a City, the LOS threshold of the City is used in this report.

In this case, all study facilities fall within the City of Clovis SOI, therefore, the City of Clovis LOS thresholds are utilized.

Caltrans no longer considers delay as a significant impact to the environment, for land use projects and plans. According to the Caltrans document VMT Focused Transportation Impact Study Guidelines dated May 2020, Caltrans review of land use projects and plans is focused on a VMT metric consistent with CEQA. In this TIA, however, all study intersections fall within the City of Clovis SOI. Therefore, the City of Clovis LOS thresholds are utilized.
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Operational Analysis Assumptions and Defaults
The following operational analysis values, assumptions and defaults were used in this study to ensure a consistent analysis of LOS among the various scenarios. • Yellow time consistent with the California Manual on Uniform Traffic Control Devices (CA MUTCD) based on approach speeds (Caltrans, 2024).
• Yellow time of 3.2 seconds for left-turn phases.
• All-red clearance intervals of 1.0 second for all phases. • Walk intervals of 7.0 seconds.
• Flashing Don’t Walk based on 3.5 feet/second walking speed with yellow plus all-red clearance subtracted and 2.0 seconds added.
• An average of 10 pedestrian calls per hour at signalized intersections. • At existing intersections, the heavy vehicle factor observed for each intersection or a minimum of 3 percent were utilized under all scenarios.
• The number of observed pedestrians at existing intersections was utilized under all study scenarios. • At existing intersections, the observed approach Peak Hour Factor (PHF) is utilized in the Existing, Existing plus Project and Near Term plus Project scenarios. • For both Cumulative Year 2046 scenarios, the following PHF was utilized to reflect traffic operations and an increase in future traffic volumes. As roadways start to reach their saturated flow rates, PHF’s tend to increase to 0.90 or higher in urban settings. A PHF of 0.92, or the existing PHF if higher, is utilized for all study intersections.
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Existing Traffic Conditions
Roadway Network
The Project site and surrounding study area are illustrated in Figure 1. Important roadways serving the Project are discussed below.

Peach Avenue is an existing north-south two-lane collector divided by a two-way left-turn lane in the vicinity of the proposed Project site. In this area, Peach Avenue exists between Shepherd Avenue and Herndon Avenue. The City of Clovis General Plan Circulation Element designates Peach Avenue as a collector through the City of Clovis SOI.

Minnewawa Avenue is an existing north-south two-lane undivided thematic street (collector) adjacent to the proposed Project site. In this area, Minnewawa Avenue exists between Copper Avenue and Villa Avenue. The City of Clovis General Plan Circulation Element designates Minnewawa Avenue as a collector between Copper Avenue and Behymer Avenue, an arterial between Behymer Avenue and Alluvial Avenue and a collector between Bullard Avenue and Ashlan Avenue.

Clovis Avenue is an existing north-south four-lane divided arterial in the vicinity of the proposed Project site. In this area, Clovis Avenue exists between Baron Avenue and the City of Clovis southern boundary.

The City of Clovis General Plan Circulation Element designates Clovis Avenue as an arterial between Copper Avenue and the City of Clovis southern boundary.

Behymer Avenue is an existing east-west two-lane undivided arterial in the vicinity of the proposed Project site. In this area, Behymer Avenue exists between Willow Avenue and Fowler Avenue. The City of Clovis General Plan Circulation Element designates Behymer Avenue as an arterial between Willow Avenue and Clovis Avenue and a collector between Clovis Avenue and Fowler Avenue.

Perrin Avenue is an existing east-west two-lane undivided collector adjacent to the proposed Project site.

In this area, Perrin Avenue exists between Willow Avenue and Minnewawa Avenue. The City of Clovis General Plan Circulation Element designates Perrin Avenue as a collector between Willow Avenue and Minnewawa Avenue.

Shepherd Avenue is an existing east-west four-lane divided arterial in the vicinity of the proposed Project site. In this area, Shepherd Avenue exists between Willow Avenue and State Route 168. The City of Clovis General Plan Circulation Element designates Shepherd Avenue as an arterial between Willow Avenue and Clovis Avenue and an expressway between Clovis Avenue and State Route 168. 3164
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Traffic Signal Warrants
The CA MUTCD indicates that an engineering study of traffic conditions, pedestrian characteristics and physical features of an intersection shall be conducted to determine whether the installation of traffic signal controls are justified. The CA MUTCD provides a total of nine (9) warrants to evaluate the need for traffic signal controls. These warrants include 1) Eight-Hour Vehicular Volume, 2) Four-Hour Vehicular Volume, 3) Peak Hour, 4) Pedestrian Volume, 5) School Crossing, 6) Coordinated Signal System, 7) Crash Experience, 8) Roadway Network and 9) Intersection Near a Grade Crossing. Signalization of an intersection may be appropriate if one or more of the signal warrants are satisfied. However, the CA MUTCD also states that “The satisfaction of a signal warrant or warrants shall not in itself require the installation of a traffic control signal” (Caltrans, 2024).

If traffic signal warrants are satisfied when a LOS threshold impact is identified at an unsignalized intersection, then installation of a traffic signal control may serve as an improvement measure. For instances where traffic signal warrants are satisfied, traffic signal control is not considered to be the default improvement measure. Since the installation of a traffic signal control typically results in additional delay to a larger percentage of road users, an attempt is made to improve the intersection approach lane geometrics in order to improve its LOS while maintaining the existing intersection controls. If the additional lanes do not result in acceptable LOS at the intersection, then in those cases implementation of a traffic signal control or a roundabout would be considered.

Warrant 3 was prepared for the unsignalized intersections under the Existing Traffic Conditions scenario.

These warrants are contained in Appendix I. At present, Warrant 3 is met for the intersections of Minnewawa Avenue at Behymer Avenue and Peach Avenue at Shepherd Avenue during both peak periods. Based on the operational analysis and engineering judgment, signalization of these intersections is not recommended. The CA MUTCD states “satisfaction of a signal warrant or warrants shall not in itself require the installation of a traffic signal.”
Results of Existing Level of Service Analysis
Figure 2 illustrates the Existing Traffic Conditions turning movement volumes, intersection geometrics and traffic controls. LOS worksheets for the Existing Traffic Conditions scenario are provided in Appendix E.

Table I presents a summary of the Existing peak hour LOS at the study intersections. Table II presents a summary of the Existing peak hour LOS at the study segments.

At present, the intersection of Minnewawa Avenue at Behymer Avenue exceeds its LOS threshold during both peak periods. It is recommended that the following improvements be considered for implementation to improve the LOS at this intersection.
• Minnewawa Avenue / Behymer Avenue
o Add a northbound left-turn lane,
o Modify the northbound left-through-right lane to a through-right lane; o Add a southbound left-turn lane; and
o Modify the southbound left-through-right lane to a through-right lane. 3165
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Table I: Existing Intersection LOS Results
ID Intersection Intersection Control
AM (7 - 9) Peak Hour PM (4 - 6) Peak Hour
Average Delay
(sec/veh) LOS Average Delay(sec/veh) LOS
1 Minnewawa Avenue / Behymer Avenue
All-Way Stop 39.5 E 55.9 F
All-Way Stop (Improved) 24.3 C 24.8 C
2 Minnewawa Avenue / Perrin Avenue Two-Way Stop 14.3 B 16.3 C 3 Clovis Avenue / Perrin Avenue Does Not Exist - - - -
4 Clovis Avenue / Baron Avenue Does Not Exist - - - -
5 Peach Avenue / Shepherd Avenue Two -Way Stop 16.7 C 26.0 D 6 Minnewawa Avenue / Shepherd Avenue Traffic Signal 21.5 C 20.8 C 7 Clovis Avenue / Shepherd Avenue Traffic Signal 19.9 B 20.1 C Note: LOS = Level of Service based on average delay on signalized intersections and All-Way STOP Controls LOS for two-way and one-way STOP controlled intersections are based on the worst approach/movement of the minor street.

At present, all study segments operate at an acceptable LOS during both peak periods.

Table II: Existing Segment LOS Results
ID Segment Limits Lanes AM Peak
Volume AM LOS PM PeakVolume PM LOS
1 Minnewawa Avenue Behymer Avenue and Perrin Avenue 2 689 B 689 C 2 Minnewawa Avenue Perrin Avenue and Shepherd Avenue 2 704 B 703 C 3 Shepherd Avenue Willow Avenue and Peach Avenue 3 1,082 C 1,246 C 4 Shepherd Avenue Peach Avenue and Minnewawa Avenue 3 1,229 D 1,216 C 3166
AGENDA ITEM NO. 17.
006-049 - 04/12/24 - AD/CT/AB
PHONE:(559) 570-8991, EMAIL: [email protected], www.JLBtraffic.com 516 W. Shaw Ave., Ste. 103, Fresno, CA 93704
Clovis and Perrin Subdivision - City of Clovis
Vicinity Map
Figure 1
N
Not To Scale PEACH AVE MINNEWAWA AVE CLOVIS AVE

INTERNATIONAL AVE

BEHYMER AVE

COPPER AVE AUBERRY RD SUNNYSIDE AVE SUNNYSIDE AVE

SHEPHERD AVE
PERRIN AVE 2
5 6 7
4 3 WILLOW AVE
1 BARON AVE CLOVIS AVE

PROJECT LOCATION
= STUDY SEGMENT
# = STUDY INTERSECTION
= FUTURE STREETS
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3167
AGENDA ITEM NO. 17.
006-049 - 04/12/24 - AD/CT/AB
PHONE:(559) 570-8991, EMAIL: [email protected], www.JLBtraffic.com 516 W. Shaw Ave., Ste. 103, Fresno, CA 93704 CLOVIS AVE N
Not To Scale PEACH AVE MINNEWAWA AVE CLOVIS AVE

BEHYMER AVE SUNNYSIDE AVE SUNNYSIDE AVE

SHEPHERD AVE
PERRIN AVE 2
5 6 7
4 3 WILLOW AVE
1 1 Minnewawa Ave &
Behymer Ave
2(3)
150(184)
68(50)
5(3)
198(173)
244(191)
102(67)
222(214)
7(14)
1(6)225(193)133(164) Minnewawa Ave
Behymer Ave
2 Minnewawa Ave &
Perrin Ave
1(1)
0(0)
7(1)
2(9)
0(1)
1(2)
5(2)
364(417)
5(6)
1(0)321(268)1(1) Minnewawa Ave
Perrin Ave
3 Clovis Ave &
Perrin Ave
13(8)
3(26) Clovis Ave
Perrin Ave
4 Clovis Ave &
Baron Ave
3(24)
38(23)
52(6)
Baron Ave Clovis Ave
5 Peach Ave &
Shepherd Ave
0(2)
488(669)
98(74)
86(43)
470(448)
26(51)79(56)
Shepherd Ave Peach Ave
6 Minnewawa Ave &
Shepherd Ave
21(19)
416(484)
111(86)
112(64)
533(447)
161(122)
129(119)146(161)
39(50)
19(16)165(166)114(88) Minnewawa Ave
Shepherd Ave
7 Clovis Ave
Shepherd Ave
50(46)
367(423)
148(125)
100(67)
580(423)
6(11)
163(181)
38(51)41(57)
27(21)38(22)21(11) Clovis Ave
Shepherd Ave BARON AVE

DOES NOT EXISTDOES NOT EXIST

PROJECT LOCATION
Clovis and Perrin Subdivision - City of Clovis
Existing - Traffic Volumes, Geometrics and Controls
Figure 2
LEGEND
= STUDY SEGMENT
# = STUDY INTERSECTION
= FUTURE STREETS
= AM PEAK HOUR TRIPS
= PM PEAK HOUR TRIPS
XX
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3168
AGENDA ITEM NO. 17.
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Traffic Impact Analysis Report
April 17, 2024
Existing plus Project Traffic Conditions
Project Description
The Project is proposing to develop the southwest corner of Clovis Avenue and Perrin Avenue with 162 single family residential units. Based on information provided to JLB, the Project is consistent with the City of Clovis General Plan. Figure 3 illustrates the latest Project Site Plan.

Project Access
Based on the latest Project Site Plan, access to and from the Project site will be from two (2) access points.

Project Driveway A is located on the south side of Perrin Avenue approximately 900 feet east of Minnewawa Avenue and is proposed to have full access. Project Driveway B is located on the east side of Minnewawa Avenue approximately 425 feet south of Perrin Avenue and proposed to have full access.

JLB analyzed the location of the existing and proposed roadways and access points relative to those in the vicinity of the Project site. A review of the existing and proposed roadways and access points indicates that they are located at points that minimize traffic operational impacts to existing and future roadway networks. The latest Project Site Plan can be found in Figure 3.

Project Trip Generation
The trip generation rates for the proposed Project were obtained from the 11th Edition of the Trip Generation Manual published by the Institute of Transportation Engineers (ITE). Table III presents the trip generation for the proposed Project with trip generation rates for 162 dwelling units of Single-Family Detached Housing (210). At buildout, the proposed Project is estimated to generate approximately 1,528 daily trips, 113 AM peak hour trips and 152 PM peak hour trips.

Table III: Project Trip Generation
Land Use (ITE Code) Size Unit
Daily AM Peak Hour PM Peak Hour
Rate Total Trip
Rate
In Out In Out Total Trip
Rate
In Out In Out Total
% %
Single-Family Detached Housing (210) 162 d.u. 9.43 1,528 0.70 26 74 29 84 113 0.94 63 37 96 56 152 Total Driveway Trips 1,528 29 84 113 96 56 152
Note: d.u. = Dwelling Units
Trip Distribution
The trip distribution assumptions were developed based on existing travel patterns, the Fresno COG ABM Project Select Zone, the existing roadway network, engineering judgment, existing residential and commercial densities and the Clovis General Plan Circulation Element in the vicinity of the Project site. The Project’s trip generation data was provided to Kittelson & Associates to conduct a Project-specific Traffic Analysis Zone (TAZ) analysis using the Fresno COG ABM (Cumulative Year 2046). The Fresno COG Project Select Zone results are contained in Appendix C. Figure 4 illustrates the Project Only Trips at the study intersections.
3169
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April 17, 2024
Active Transportation Plan
The City of Clovis Active Transportation Plan (ATP) is an extensive guide detailing the conception for active transportation in the City of Clovis that was adopted in September 2023. This ATP provides strategies to promote the use of walking, bicycling, transit and other alternative modes of transportation. In order to achieve these goals for active transportation, this ATP proposes a comprehensive network of citywide bikeways, trails and sidewalks. The recommended network would add 27 miles of Class I Bike Paths, 85 miles of Class II Bike Lanes, 11 miles of Class III Bike Routes, 8 miles of Paseos for a total of 131 miles of additional bikeways. This ATP also recommends bicycle detection at traffic signals, destination signage, bicycle parking and bikeway maintenance. This network will be constructed in conjunction with adjacent land developments, roadway maintenance and active transportation infrastructure projects using funds from different local, state and federal sources.

Bikeways
The City of Clovis ATP classifies bicycle facilities into the following types:
• Class I Bikeway (Shared-Use Paths and Trails) – Provides a completely separated right-of-way for exclusive use of bicycles and pedestrians with crossflow minimized. • Class II Bikeway (Bike Lane and Buffered Bike Lane) – Provides a striped lane for one-way bike travel on a street or highway.
• Class III Bikeway (Shared Roadway and Bicycle Boulevard) – Provides a shared use with pedestrians or motor vehicle traffic, typically on lower volume roadways. • Class IV Bikeways (Separated Bike Lane) – Provides a protected lane for one-way bike travel (one-way cycle track) and protected lanes for two-way bike travel (two-way cycle track) on a street or highway.

Class II (Bike Lane) Bikeways exist in the vicinity of the Project site. In the vicinity of the Project site, Class II Bikeways exist along portions of Shepherd Avenue, Peach Avenue, Minnewawa Avenue and Clovis Avenue. The City of Clovis ATP recommends that Class I and Class II Bikeways be implemented adjacent to and in the vicinity of the Project site (City of Clovis, 2023). Adjacent to the Project site, a Class I Bikeway is planned along the west side of Minnewawa Avenue and a Class II Bikeway is planned along Perrin Avenue.

In the vicinity of the Project site, Class II Bikeways are planned on Behymer Avenue, Perrin Avenue, Shepherd Avenue, Peach Avenue, Minnewawa Avenue and Clovis Avenue. In the vicinity of the Project site, a Class I Bikeway is planned on Clovis Avenue. Therefore, it is recommended that the Project construct a Class II Bikeway on its frontage to Perrin Avenue.

Transit
Clovis Stageline and Round Up are the transit operators in the City of Clovis. At present, there is one (1) Stageline route that operates in the vicinity of the proposed Project site, Route 80. Stageline Route 80 operates on Clovis Unified School District schedule only. This route operates between 7:39 AM - 8:00 AM and 3:25 PM - 3:47 PM, stopping at each stop once during each operational period. This route starts at the intersection of Sunnyside Avenue at Fifth Avenue and goes to the intersection of Peach Avenue at Teague Avenue in the morning and reverses the route in the afternoon. The nearest stop to the Project is located at Buchanan High School.
3170
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April 17, 2024
Roadway Network
The Existing plus Project Traffic Conditions scenario assumes that the existing roadway geometrics and traffic controls will remain in place with the exception of the Project with its access points, the extension of Clovis Avenue north of Baron Avenue to Perrin Avenue and the extension of Perrin Avenue east of Minnewawa Avenue to Clovis Avenue. Figure 5 illustrates the assumed intersection geometrics and traffic controls for these intersections under this scenario.

Traffic Signal Warrants
Warrant 3 was prepared for the unsignalized study intersections under the Existing plus Project Traffic Conditions scenario. These warrants are contained in Appendix I. Under this scenario, the intersections of Minnewawa Avenue at Behymer Avenue and Peach Avenue at Shepherd Avenue are projected to satisfy the peak hour signal warrant during both peak periods. Based on the operational analysis and engineering judgment, signalization of these intersections is not recommended. The CA MUTCD states “satisfaction of a signal warrant or warrants shall not in itself require the installation of a traffic signal.” Results of Existing plus Project Level of Service Analysis Figure 5 illustrates the Existing plus Project turning movement volumes, intersection geometrics and traffic controls. LOS worksheets for the Existing plus Project Traffic Conditions scenario are provided in Appendix F. Table IV presents a summary of the Existing plus Project peak hour LOS at the study intersections. Table V presents a summary of the Existing plus Project peak hour LOS at the study segments.

Under this scenario, the intersection of Minnewawa Avenue at Behymer Avenue is projected to exceed its LOS threshold during both peak periods. It is recommended that the following improvements be considered for implementation to improve the LOS at this intersection. • Minnewawa Avenue / Behymer Avenue
o Add a northbound left-turn lane,
o Modify the northbound left-through-right lane to a through-right lane; o Add a southbound left-turn lane; and
o Modify the southbound left-through-right lane to a through-right lane. 3171
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Table IV: Existing plus Project Intersection LOS Results ID Intersection Intersection Control
AM (7 - 9) Peak Hour PM (4 - 6) Peak Hour
Average Delay
(sec/veh) LOS Average Delay(sec/veh) LOS
1 Minnewawa Avenue / Behymer Avenue
All-Way Stop 45.5 E 57.7 F
All-Way Stop (Improved) 25.2 D 25.4 D
2 Minnewawa Avenue / Perrin Avenue Two-Way Stop 12.0 B 14.3 B 3 Clovis Avenue / Perrin Avenue Does Not Exist - - - -
4 Clovis Avenue / Baron Avenue Two -Way Stop 9.5 A 9.6 A 5 Peach Avenue / Shepherd Avenue Two -Way Stop 17.1 C 27.2 D 6 Minnewawa Avenue / Shepherd Avenue Traffic Signal 23.3 C 22.6 C 7 Clovis Avenue / Shepherd Avenue Traffic Signal 18.9 B 19.0 B Note: LOS = Level of Service based on average delay on signalized intersections and All-Way STOP Controls LOS for two-way and one-way STOP controlled intersections are based on the worst approach/movement of the minor street.

Under this scenario, all study segments are projected to operate at an acceptable LOS during both peak periods.

Table V: Existing plus Project Segment LOS Results
ID Segment Limits Lanes AM Peak
Volume AM LOS PM PeakVolume PM LOS
1 Minnewawa Avenue Behymer Avenue and Perrin Avenue 2 710 B 699 C 2 Minnewawa Avenue Perrin Avenue and Shepherd Avenue 2 590 B 622 B 3 Shepherd Avenue Willow Avenue and Peach Avenue 3 1,102 C 1,280 C 4 Shepherd Avenue Peach Avenue and Minnewawa Avenue 3 1,251 D 1,253 C 3172
AGENDA ITEM NO. 17.
006-049 - 04/11/24 - AD

MINNEWAWA AVE PERRIN AVE

CLOVIS AVE
PHONE:(559) 570-8991, EMAIL: [email protected], www.JLBtraffic.com 516 W. Shaw Ave., Ste. 103, Fresno, CA 93704
Project Site Plan
Clovis and Perrin Subdivision - City of Clovis Figure 3 N
Not To Scale
A Drwy A /
Perrin Ave
6(15)
3(26)
19(10)
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B Minnewawa Ave /
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3173
AGENDA ITEM NO. 17.
006-049 - 04/12/24 - AD/CT/AB CLOVIS AVE
PHONE:(559) 570-8991, EMAIL: [email protected], www.JLBtraffic.com 516 W. Shaw Ave., Ste. 103, Fresno, CA 93704
Clovis and Perrin Subdivision - City of Clovis
Project Only Trips
Figure 4
N
Not To Scale PEACH AVE MINNEWAWA AVE CLOVIS AVE

BEHYMER AVE SUNNYSIDE AVE SUNNYSIDE AVE

SHEPHERD AVE
PERRIN AVE 2
5 6 7
4 3 WILLOW AVE
1 1 Minnewawa Ave &
Behymer Ave
1(4)
10(2)
9(2)
1(2) Minnewawa Ave
Behymer Ave
2 Minnewawa Ave &
Perrin Ave
10(8)
9(2) 10(2) 5(12)
1(3)1(3) Minnewawa Ave
Perrin Ave
3 Clovis Ave &
Perrin Ave
13(8)
3(26) Clovis Ave
Perrin Ave
4 Clovis Ave &
Baron Ave 3(26)
13(8) Clovis Ave Baron Ave
5 Peach Ave &
Shepherd Ave
9(24)
1(0)
11(10)1(3)
Shepherd Ave Peach Ave
6 Minnewawa Ave &
Shepherd Ave
10(27)
1(4) 13(33)
12(10)38(32)2(2) Minnewawa Ave
Shepherd Ave
7 Clovis Ave
Shepherd Ave
2(2)
2(14)
1(4)
1(12)
6(1)7(7) Clovis Ave
Shepherd Ave BARON AVE

PROJECT LOCATION
= STUDY SEGMENT
# = STUDY INTERSECTION
= FUTURE STREETS
= AM PROJECT ONLY TRIPS
= PM PROJECT ONLY TRIPS
XX
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3174
AGENDA ITEM NO. 17.
006-049 - 04/12/24 - AD/CT/AB CLOVIS AVE
PHONE:(559) 570-8991, EMAIL: [email protected], www.JLBtraffic.com 516 W. Shaw Ave., Ste. 103, Fresno, CA 93704
Clovis and Perrin Subdivision - City of Clovis
Existing plus Project - Traffic Volumes, Geometrics and Controls Figure 5
N
Not To Scale PEACH AVE MINNEWAWA AVE CLOVIS AVE

BEHYMER AVE SUNNYSIDE AVE SUNNYSIDE AVE

SHEPHERD AVE
PERRIN AVE 2
5 6 7
4 3 WILLOW AVE
1 1 Minnewawa Ave &
Behymer Ave
2(3)
150(184)
69(54)
5(3)
198(173)
244(191)
112(69)
231(216)
7(14)
1(6)226(195)133(164) Minnewawa Ave
Behymer Ave
2 Minnewawa Ave &
Perrin Ave
1(1)
0(0)
7(1)
12(17)
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92(66)
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292(357)
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Perrin Ave
3 Clovis Ave &
Perrin Ave
13(8)
3(26) Clovis Ave
Perrin Ave
4 Clovis Ave &
Baron Ave
3(24)
0(0)
38(23)85(88)
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5 Peach Ave &
Shepherd Ave
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98(74)
87(43)
481(458)
26(51)80(59)
Shepherd Ave Peach Ave
6 Minnewawa Ave &
Shepherd Ave
31(46)
416(484)
111(86)
112(64)
533(447)
80(64)
129(119)159(194)
39(50)
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Shepherd Ave
7 Clovis Ave
Shepherd Ave
50(46)
338(401)
121(105)
100(65)
539(392)
49(56)
123(154)
80(94)41(57)
27(21)73(45)57(40) Clovis Ave
Shepherd Ave BARON AVE

PROJECT LOCATION

DOES NOT EXIST
LEGEND
= STUDY SEGMENT
# = STUDY INTERSECTION
= FUTURE STREETS
= AM PEAK HOUR TRIPS
= PM PEAK HOUR TRIPS
XX
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3175
AGENDA ITEM NO. 17.
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[email protected]
516 W. Shaw Ave., Ste. 103
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Traffic Impact Analysis Report
April 17, 2024
Near Term plus Project Traffic Conditions
Description of Near Term Projects
Near Term Projects consist of developments that are either under construction, built but not fully occupied, are not built but have final site development review (SDR) approval, or for which the lead agency or responsible agencies have knowledge of. The City of Clovis, County of Fresno and Caltrans staff were consulted throughout the preparation of this TIA regarding Near Term Projects that could potentially impact study facilities. JLB staff conducted a reconnaissance of the surrounding area to confirm the Near Term Projects. Therefore, the Near Term Projects listed in Table VI were within proximity of the Project site.

Table VI: Near Term Projects’ Trip Generation
Near Term
Project ID
Near Term
Project Name
Daily
Trips
AM
Peak Hour
PM
Peak Hour
A Clovis Community Medical Center² 21,006 1,135 1,857
B Copper River Ranch² 26,553 1,768 2,343
C Golden Triangle² 8,881 628 840
D Harlan Ranch Commercial¹ 7,409 277 708
E Heritage Grove – The Avenue¹ 3,786 192 380
F Locan 35² 595 47 62
G P21-01385¹ 7,364 510 550
H P21-02506¹ 708 43 54
I P22-00358¹ 482 46 36
J Research and Technology Park³ 16,053 2,349 2,152
K TT 6154¹ 57 4 6
L TT 6200² 3,776 296 396
M TT 6205³ 5,705 424 569
N TT 6264¹ 66 5 7
O TT 6284³ 585 43 58
P TT 6343³ 5,564 413 555
Q TT 6375³ 3,649 271 364
R TT 6452³ 1,443 107 144
S TT 6268¹ 94 7 10
T TT 6367¹ 47 3 5
U Tru Hotel Site¹ 687 39 51
Total Near Term Project Trips 114,510 8,607 11,147
Note: 1 = Trip Generation prepared by JLB Traffic Engineering, Inc. based on readily available information 2 = Trip Generation based on JLB Traffic Engineering, Inc. Traffic Impact Analysis Report 3 = Trip Generation based on a Traffic Impact Analysis Report by another Traffic Engineering Firm The trip generation listed in Table VI is that which is anticipated to be added to the streets and highways by Near Term Projects between the time of the preparation of this Report and five (5) years after buildout of the proposed Project. As shown in Table VI, the total trip generation for the Near Term Projects is 114,510 weekday daily trips, 8,607 weekday AM peak hour trips and 11,147 weekday PM peak hour trips.

Figure 6 illustrates the location of the Near Term Projects and their combined trip assignment to the study intersections and segments under the Near Term plus Project Traffic Conditions scenario. 3176
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Roadway Network
The Near Term plus Project Traffic Conditions scenario assumes that the Existing plus Project Traffic Conditions roadway geometrics and traffic controls will remain in place. Figure 7 illustrates the assumed intersection geometrics and traffic controls for these intersections under this scenario.

Traffic Signal Warrants
Warrant 3 was prepared for the unsignalized study intersections under the Near Term plus Project Traffic Conditions scenario. These warrants are contained in Appendix I. Under this scenario, the intersections of Minnewawa Avenue at Behymer Avenue, Minnewawa Avenue at Perrin Avenue, Clovis Avenue at Baron Avenue and Peach Avenue at Shepherd Avenue are projected to satisfy the peak hour signal warrant during both peak periods. Based on the traffic signal warrants, operational analysis and engineering judgment, signalization of the intersections of Minnewawa Avenue at Behymer Avenue and Peach Avenue at Shepherd Avenue are recommended.

Results of Near Term plus Project Level of Service Analysis Figure 7 illustrates the Near Term plus Project turning movement volumes, intersection geometrics and traffic controls. LOS worksheets for the Near Term plus Project Traffic Conditions scenario are provided in Appendix G. Table VII presents a summary of the Near Term plus Project peak hour LOS at the study intersections. Table VIII presents a summary of the Near Term plus Project peak hour LOS at the study segments.

Under this scenario, the study intersections of Minnewawa Avenue at Behymer Avenue, Peach Avenue at Shepherd Avenue and Minnewawa Avenue at Shepherd Avenue are projected to exceed their LOS thresholds during both peak periods. It is recommended that the following improvements be considered for implementation to improve the LOS at these intersections. • Minnewawa Avenue / Behymer Avenue
o Add an eastbound left-turn lane;
o Modify the eastbound left-through-right lane to a through-right lane; o Add a westbound left-turn lane;
o Modify the westbound left-through-right lane to a through-right lane; o Add a northbound left-turn lane,
o Modify the northbound left-through-right lane to a through-right lane; o Add a southbound left-turn lane;
o Modify the southbound left-through-right lane to a through-right lane; and o Signalize the intersection with protective left-turn and pedestrian phasing. • Peach Avenue / Shepherd Avenue
o Add a second westbound through lane with a receiving lane west of Peach Avenue; and o Signalize the intersection with protective left-turn and pedestrian phasing. 3177
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• Minnewawa Avenue / Shepherd Avenue
o Modify the westbound right-turn lane to a through-right lane with a receiving lane west of Minnewawa Avenue; and
o Modify the traffic signal to accommodate the additional lane.

Table VII: Near Term plus Project Intersection LOS Results ID Intersection Intersection Control
AM (7 - 9) Peak Hour PM (4 - 6) Peak Hour
Average Delay
(sec/veh) LOS Average Delay(sec/veh) LOS
1 Minnewawa Avenue / Behymer Avenue
All-Way Stop 107.1 F >120.0 F
Traffic Signal (Improved) 27.5 C 29.9 C
2 Minnewawa Avenue / Perrin Avenue Two-Way Stop 13.7 B 19.2 C 3 Clovis Avenue / Perrin Avenue Does Not Exist - - - -
4 Clovis Avenue / Baron Avenue Two-Way Stop 26.2 D 26.5 D 5 Peach Avenue / Shepherd Avenue
Two -Way Stop 106.7 F >120.0 F
Traffic Signal (Improved) 25.0 C 23.0 C
6 Minnewawa Avenue / Shepherd Avenue
Traffic Signal 80.0 E 90.1 F
Traffic Signal (Improved) 41.7 D 44.3 D
7 Clovis Avenue / Shepherd Avenue Traffic Signal 40.8 D 44.7 D Note: LOS = Level of Service based on average delay on signalized intersections and All-Way STOP Controls LOS for two-way and one-way STOP controlled intersections are based on the worst approach/movement of the minor street.

Under this scenario, the study segments of Shepherd Avenue between Willow Avenue and Peach Avenue and Shepherd Avenue between Peach Avenue and Minnewawa Avenue are projected to exceed their LOS thresholds during one or both peak periods. It is recommended that the following improvements be considered for implementation to improve the LOS at these segments. • Shepherd Avenue between Willow Avenue and Peach Avenue o Add a second westbound through lane.
• Shepherd Avenue between Peach Avenue and Minnewawa Avenue o Add a second westbound through lane.

Table VIII: Near Term plus Project Segment LOS Results
ID Segment Limits Lanes AM Peak
Volume AM LOS PM Peak
Volume PM LOS
1 Minnewawa Avenue Behymer Avenue and Perrin Avenue 2 897 C 905 C 2 Minnewawa Avenue Perrin Avenue and Shepherd Avenue 2 743 B 791 C 3 Shepherd Avenue
Willow Avenue and Peach Avenue 3
1,921
D
2,369
E
Willow Avenue and Peach Avenue (Imp.) 4 B B
4 Shepherd Avenue Peach Avenue and Minnewawa Avenue (Imp.) 32,070 E
2,352
E
4 B B
3178
AGENDA ITEM NO. 17.
006-049 - 04/12/24 - AD/CT/AB CLOVIS AVE
PHONE:(559) 570-8991, EMAIL: [email protected], www.JLBtraffic.com 516 W. Shaw Ave., Ste. 103, Fresno, CA 93704
Clovis and Perrin Subdivision - City of Clovis
Near Term Projects' Trip Assignment
Figure 6
N
Not To Scale PEACH AVE MINNEWAWA AVE CLOVIS AVE

BEHYMER AVE SUNNYSIDE AVE SUNNYSIDE AVE

SHEPHERD AVE

PERRIN AVE
= STUDY SEGMENT
# = STUDY INTERSECTION
= FUTURE STREETS
2 5 6 7
4 3 WILLOW AVE
1 1 Minnewawa Ave &
Behymer Ave
9(24)
15(21)
1(2)
21(15)
15(19)
35(22)68(88)
2(2)
65(71)14(20) Minnewawa Ave
Behymer Ave
2 Minnewawa Ave &
Perrin Ave
39(28) 66(84)
60(66)22(28) Minnewawa Ave
Perrin Ave
3 Clovis Ave &
Perrin Ave
13(8)
3(26) Clovis Ave
Perrin Ave
4 Clovis Ave &
Baron Ave
425(295)
37(14) 32(114) 156(476)
104(78)6(22)
Baron Ave Clovis Ave
5 Peach Ave &
Shepherd Ave
453(494)
7(8)
12(9)
355(578)
4(9)
6(18)
Shepherd Ave Peach Ave
6 Minnewawa Ave &
Shepherd Ave
9(29)
434(460)
14(20)
89(64)
325(538)
37(52)
13(20)15(39)
31(101)
24(19)31(27)65(51) Minnewawa Ave
Shepherd Ave
7 Clovis Ave
Shepherd Ave
60(176)
425(377)
35(32)
118(84)
274(517)
31(103)
28(51)
94(298)40(125)
142(97)281(200)101(69) Clovis Ave
Shepherd Ave
= AM NEAR TERM TRIPS
= PM NEAR TERM TRIPS
XX
(XX) BARON AVE

DOES NOT EXIST

PROJECT LOCATION
# = NEAR TERM PROJECT LOCATION
K
B
C
T
E
D
G
H
I
A
N
L
M
O
J
P
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3179
AGENDA ITEM NO. 17.
006-049 - 04/12/24 - AD/AB CLOVIS AVE
PHONE:(559) 570-8991, EMAIL: [email protected], www.JLBtraffic.com 516 W. Shaw Ave., Ste. 103, Fresno, CA 93704
Clovis and Perrin Subdivision - City of Clovis
Near Term plus Project - Traffic Volumes, Geometrics and Controls Figure 7 PEACH AVE MINNEWAWA AVE CLOVIS AVE

BEHYMER AVE SUNNYSIDE AVE SUNNYSIDE AVE

SHEPHERD AVE
PERRIN AVE 2
5 6 7
4 3 WILLOW AVE
1 1 Minnewawa Ave &
Behymer Ave
2(3)
159(208)
84(75)
6(5)
219(188)
259(210)
147(91)
299(304)
9(16)
1(6)291(266)147(184) Minnewawa Ave
Behymer Ave
2 Minnewawa Ave &
Perrin Ave
1(1)
0(0)
7(1)
12(17)
0(1)
131(94)
5(2)
358(441)
10(18)
1(0)324(293)82(76) Minnewawa Ave
Perrin Ave
3 Clovis Ave &
Perrin Ave
13(8)
3(26) Clovis Ave
Perrin Ave
4 Clovis Ave &
Baron Ave
428(319)
37(14)
38(23)
117(202)208(482)
175(130)6(22) Clovis Ave Baron Ave
5 Peach Ave &
Shepherd Ave
0(2)
950(1187)
105(82)
99(52)
836(1036)
30(60)86(77)
Shepherd Ave Peach Ave
6 Minnewawa Ave &
Shepherd Ave
40(75)
850(944)
125(106)
201(128)
858(985)
117(116)
142(139)174(233)
70(151)
55(45)234(225)123(97) Minnewawa Ave
Shepherd Ave
7 Clovis Ave
Shepherd Ave
110(222)
763(778)
156(137)
218(151)
813(909)
80(159)
151(205)174(392)
81(182)
169(118)354(245)158(109) Clovis Ave
Shepherd Ave BARON AVE

PROJECT LOCATION

DOES NOT EXIST
N
Not To Scale
= STUDY SEGMENT
# = STUDY INTERSECTION
= FUTURE STREETS
= AM PEAK HOUR TRIPS
= PM PEAK HOUR TRIPS
XX
(XX)
LEGEND
= STOP SIGN
= TRAFFIC SIGNAL
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3180
AGENDA ITEM NO. 17.
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516 W. Shaw Ave., Ste. 103
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Cumulative Year 2046 plus Project Traffic Conditions
Roadway Network
The Cumulative Year 2046 plus Project Traffic Conditions scenario assumes that the Near Term plus Project roadway geometrics and traffic controls will remain in place with two exceptions. The two exceptions include the extension of Clovis Avenue north of Perrin Avenue to Copper Avenue and the extension of Peach Avenue north of Shepherd Avenue to Pryor Avenue. Figure 8 illustrates the assumed intersection geometrics and traffic controls for these intersections under this scenario.

Traffic Signal Warrants
Warrant 3 was prepared for the unsignalized study intersections under the Cumulative Year 2046 plus Project Traffic Conditions scenario. These warrants are contained in Appendix I. Under this scenario, the intersections of Minnewawa Avenue at Behymer Avenue, Minnewawa Avenue at Perrin Avenue, Clovis Avenue at Perrin Avenue, Clovis Avenue at Baron Avenue and Peach Avenue at Shepherd Avenue are projected to satisfy the peak hour signal warrant during one or both peak periods. Based on the traffic signal warrants, operational analysis and engineering judgment, signalization of the intersections of Minnewawa Avenue at Behymer Avenue, Clovis Avenue at Baron Avenue and Peach Avenue at Shepherd Avenue are recommended.

Results of Cumulative Year 2046 plus Project Level of Service Analysis Figure 8 illustrates the Cumulative Year 2046 plus Project turning movement volumes, intersection geometrics and traffic controls. LOS worksheets for the Cumulative Year 2046 plus Project Traffic Conditions scenario are provided in Appendix H. Table IX presents a summary of the Cumulative Year 2046 plus Project peak hour LOS at the study intersections. Table X presents a summary of the Cumulative Year 2046 plus Project peak hour LOS at the study segments.

Under this scenario, the study intersections of Minnewawa Avenue at Behymer Avenue, Minnewawa Avenue at Perrin Avenue, Clovis Avenue at Baron Avenue, Peach Avenue at Shepherd Avenue and Minnewawa Avenue at Shepherd Avenue are projected to exceed their LOS thresholds during one or both peak periods. It is recommended that the following improvements be considered for implementation to improve the LOS at these intersections.
• Minnewawa Avenue / Behymer Avenue
o Add an eastbound left-turn lane;
o Modify the eastbound left-through-right lane to a through-right lane; o Add a westbound left-turn lane;
o Modify the westbound left-through-right lane to a through-right lane; o Add a northbound left-turn lane,
o Modify the northbound left-through-right lane to a through-right lane; o Add a southbound left-turn lane;
o Modify the southbound left-through-right lane to a through-right lane; and o Signalize the intersection with protective left-turn and pedestrian phasing. 3181
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• Minnewawa Avenue / Perrin Avenue
o Add an eastbound left-turn lane;
o Modify the eastbound left-through-right lane to a through lane; o Add an eastbound right-turn lane;
o Add a westbound left-turn lane;
o Modify the westbound left-through-right lane to a through-right lane; o Add a northbound left-turn lane,
o Modify the northbound left-through-right lane to a through-right lane; o Add a southbound left-turn lane; and
o Modify the southbound left-through-right lane to a through-right lane. • Clovis Avenue / Baron Avenue
o Add a southbound left-turn lane; and
o Signalize the intersection with protective left-turn and pedestrian phasing. • Peach Avenue / Shepherd Avenue
o Modify the westbound through-right lane to a through lane; o Add a second westbound through lane with a receiving lane west of Peach Avenue; o Add a westbound right-turn lane; and
o Signalize the intersection with protective left-turn and pedestrian phasing. • Minnewawa Avenue / Shepherd Avenue
o Add a westbound through lane with receiving lane west of Minnewawa Avenue; and o Modify the traffic signal to accommodate the additional lane.

Table IX: Cumulative Year 2046 plus Project Intersection LOS Results ID Intersection Intersection Control
AM (7 - 9) Peak Hour PM (4 - 6) Peak Hour
Average Delay
(sec/veh) LOS Average Delay(sec/veh) LOS
1 Minnewawa Avenue / Behymer Avenue
All-Way Stop >120.0 F >120.0 F
Traffic Signal (Improved) 34.2 C 37.2 D
2 Minnewawa Avenue / Perrin Avenue
Two-Way Stop 31.0 D 69.6 F
Two-Way Stop (Improved) 23.6 C 33.4 D
3 Clovis Avenue / Perrin Avenue Two-Way Stop 34.9 D 34.8 D 4 Clovis Avenue / Baron Avenue
Two-Way Stop >120.0 F >120.0 F
Traffic Signal (Improved) 28.3 C 23.8 C
5 Peach Avenue / Shepherd Avenue
Two -Way Stop >120.0 F >120.0 F
Traffic Signal (Improved) 39.6 D 28.2 C
6 Minnewawa Avenue / Shepherd Avenue
Traffic Signal 74.3 E 104.9 F
Traffic Signal (Improved) 52.9 D 53.2 D
7 Clovis Avenue / Shepherd Avenue Traffic Signal 46.6 D 48.5 D Note: LOS = Level of Service based on average delay on signalized intersections and All-Way STOP Controls LOS for two-way and one-way STOP controlled intersections are based on the worst approach/movement of the minor street. 3182
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Under this scenario, the study segments of Shepherd Avenue between Willow Avenue and Peach Avenue and Shepherd Avenue between Peach Avenue and Minnewawa Avenue are projected to exceed their LOS thresholds during one or both peak periods. It is recommended that the following improvements be considered for implementation to improve the LOS at these segments. • Shepherd Avenue between Willow Avenue and Peach Avenue o Add a second westbound through lane.
• Shepherd Avenue between Peach Avenue and Minnewawa Avenue o Add a second westbound through lane.

Table X: Cumulative Year 2046 plus Project Segment LOS Results ID Segment Limits Lanes AM Peak
Volume AM LOS PM PeakVolume PM LOS
1 Minnewawa Avenue Behymer Avenue and Perrin Avenue 2 991 C 1,014 C 2 Minnewawa Avenue Perrin Avenue and Shepherd Avenue 2 1,152 D 1,152 D 3 Shepherd Avenue
Willow Avenue and Peach Avenue 3
2,159
E
2,457
E
Willow Avenue and Peach Avenue (Imp.) 4 B B
4 Shepherd Avenue
Peach Avenue and Minnewawa Avenue 3
2,322
E
2,526
E
Peach Avenue and Minnewawa Avenue (Imp.) 4 B B
3183
AGENDA ITEM NO. 17.
006-049 - 04/12/24 - AB CLOVIS AVE
PHONE:(559) 570-8991, EMAIL: [email protected], www.JLBtraffic.com 516 W. Shaw Ave., Ste. 103, Fresno, CA 93704
Figure 8
N
Not To Scale PEACH AVE MINNEWAWA AVE CLOVIS AVE

BEHYMER AVE SUNNYSIDE AVE SUNNYSIDE AVE

SHEPHERD AVE
PERRIN AVE 2
5 6 7
4 3 WILLOW AVE
1 1 Minnewawa Ave &
Behymer Ave
3(97)
219(228)
111(105)
6(5)
272(201)
298(222)
147(97)
313(304)
13(16)
5(6)292(274)153(184) Minnewawa Ave
Behymer Ave
2 Minnewawa Ave &
Perrin Ave
23(23)
30(68)
159(47)
12(17)
42(14)
49(32)
33(67)
440(508)
10(39)
26(62)428(357)25(32) Minnewawa Ave
Perrin Ave
3 Clovis Ave &
Perrin Ave
25(49)
41(58)
42(54)
378(771)
16(13)915(416) Clovis Ave
Perrin Ave
4 Clovis Ave &
Baron Ave
428(319)
37(14)
38(23)
373(774)208(482)
964(489)6(22) Clovis Ave Baron Ave
5 Peach Ave &
Shepherd Ave
18(66)
950(1187)
149(85)
224(67)
836(1036)
50(140)
30(66)49(84)86(77)
176(13)74(63)117(12)
Shepherd Ave Peach Ave
6 Minnewawa Ave &
Shepherd Ave
40(75)
850(944)
269(176)
201(128)
910(985)
199(178)
143(301)190(441)
70(151)
110(45)432(272)181(141) Minnewawa Ave
Shepherd Ave
7 Clovis Ave
Shepherd Ave
110(222)
792(800)
185(159)
247(151)
854(940)
149(329)
192(236)347(671)
81(182)
169(129)820(397)401(268) Clovis Ave
Shepherd Ave BARON AVE

PROJECT LOCATION
= STUDY SEGMENT
# = STUDY INTERSECTION
= FUTURE STREETS
= AM PEAK HOUR TRIPS
= PM PEAK HOUR TRIPS
XX
(XX)
LEGEND
Clovis and Perrin Subdivision - City of Clovis
Cumulative Year 2046 plus Project - Traffic Volumes, Geometrics and Controls = STOP SIGN
= TRAFFIC SIGNAL
0(2)
—
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3184
AGENDA ITEM NO. 17.
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516 W. Shaw Ave., Ste. 103
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Traffic Impact Analysis Report
April 17, 2024
Queuing Analysis
Table XI provides a queue length summary for left-turn and right-turn lanes at the study intersections under all study scenarios. The queuing analyses for the study intersections are contained in the LOS worksheets for the respective scenarios. Appendix D contains the methodologies used to evaluate these intersections. Queuing analyses were completed using SimTraffic output information. Synchro provides both 50th and 95th percentile maximum queue lengths (in feet). According to the Synchro Studio 12 User Guide, “the 50th percentile maximum queue is the maximum back of queue on a typical cycle and the 95th percentile queue is the maximum back of queue with 95th percentile volumes” (Cubic ITS, Inc., 2023). The queues shown in Table XI are the 95th percentile queue lengths for the respective lane movements.

The California Highway Design Manual (CA HDM) provides guidance for determining deceleration lengths for the left-turn and right-turn lanes based on design speeds. According to the CA HDM, tapers for rightturn lanes are “usually unnecessary since main line traffic need not be shifted laterally to provide space for the right-turn lane. If, in some rare instances, a lateral shift were needed, the approach taper would use the same formula as for a left-turn lane” (Caltrans, 2019). Therefore, a bay taper length pursuant to the CA HDM would need to be added, as necessary, to the recommended storage lengths presented in Table XI.

The storage capacity for the Cumulative Year 2046 plus Project Traffic Conditions shall be based on the SimTraffic output files and engineering judgment. The values in bold presented in Table XI are the projected queue lengths that will likely need to be accommodated by the Cumulative Year 2046 scenarios.

At the remaining approaches of the study intersections, the existing storage capacity will be sufficient to accommodate the maximum queue.
3185
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April 17, 2024
Table XI: Queuing Analysis
ID Intersection Existing Queue Storage Length
(ft.)
Existing Existing plus
Project
Near Term plus
Project
Cumulative Year
2046 plus Project

AM PM AM PM AM PM AM PM
1 Minnewawa
Avenue
/
Behymer
Avenue
Eastbound Left * * * * * 9 20 13 113
Eastbound Through-Right * * * * * 109 150 167 179
Eastbound Left-Through-Right >500 84 82 97 67 * * * *
Westbound Left * * * * * 28 27 129 19
Westbound Through-Right * * * * * 309 172 537 261
Westbound Left-Through-Right >500 153 92 139 125 * * * * Northbound Left * 58 56 69 55 130 97 144 151
Northbound Through-Right * 94 101 99 72 191 210 233 273 Southbound Left * 65 60 47 64 158 171 147 281
Southbound Through-Right * 81 77 98 68 163 154 175 285
2 Minnewawa
Avenue
/
Perrin
Avenue
Eastbound Left * * * * * * * 36 42
Eastbound Through * * * * * * * 47 76
Eastbound Right * * * * * * * 83 41
Eastbound Left-Through-Right >500 22 11 21 11 22 8 * *
Westbound Left * * * * * * * 33 35
Westbound Through-Right * * * * * * * 40 47
Westbound Left-Through-Right >500 19 23 71 51 70 79 * * Northbound Left * * * * * * * 21 37
Northbound Through-Right * * * * * * * 0 4
Northbound Left-Through-Right >500 0 0 8 7 0 0 * *
Southbound Left * * * * * * * 28 27
Southbound Through-Right * * * * * * * 0 7
Southbound Left-Through-Right >500 0 0 91 35 61 89 * *
3 Clovis Avenue
/
Perrin Avenue
Eastbound Left-Right * * * * * * * 65 107
Northbound Left-Through * * * * * * * 214 77
Southbound Through-Right * * * * * * * 0 0
Note: * = Does not exist or is not projected to exist
3186
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Table XI: Queuing Analysis (Continued)
ID Intersection Existing Queue Storage Length
(ft.)
Existing Existing plus
Project
Near Term plus
Project
Cumulative Year
2046 plus Project

AM PM AM PM AM PM AM PM
4 Clovis
Avenue
/
Baron
Avenue
Westbound Left 100 * * 8 32 193 133 216 231
Westbound Right >300 * * 0 0 184 24 732 388
Northbound Left 140 * * 16 12 29 21 77 64
Northbound Through * * * 0 0 0 0 181 252
Northbound Right >300 * * 0 0 0 13 84 105
Southbound Left * * * * * * * 20 60
Southbound Through * * * * * * * 1114 274
Southbound Left-Through * * * 0 0 19 65 * *
5 Peach
Avenue
/
Shepherd
Avenue
Eastbound Left 250 0 0 0 0 0 14 49 188
Eastbound Through >500 0 0 0 0 218 267 346 389
Eastbound Through >500 0 0 0 0 228 270 388 409
Eastbound Right 100 0 18 13 7 101 73 232 161
Westbound Left 250 68 52 61 50 139 163 412 109
Westbound Through >500 0 0 0 0 148 253 499 341
Westbound Through * * * * * 166 270 407 359
Westbound Right * * * * * * * 133 78
Northbound Left 220 36 60 41 71 72 85 58 116
Northbound Through-Right * * * * * * * 175 233
Northbound Right >300 30 41 37 37 53 57 * *
Southbound Left * * * * * * * 156 37
Southbound Through-Right * * * * * * * 237 109
Note: * = Does not exist or is not projected to exist
3187
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April 17, 2024
Table XI: Queuing Analysis (Continued)
ID Intersection Existing Queue Storage Length
(ft.)
Existing Existing plus
Project
Near Term plus
Project
Cumulative Year
2046 plus Project

AM PM AM PM AM PM AM PM
6 Minnewawa
Avenue
/
Shepherd
Avenue
Eastbound Left 240 35 39 55 68 85 179 93 192
Eastbound Through >500 113 138 101 143 305 359 362 435
Eastbound Through >500 134 161 123 164 340 358 379 467
Eastbound Right 50 61 100 76 100 158 143 190 193
Westbound Left 220 187 97 182 251 262 149 221 321
Westbound Through >500 499 333 322 441 303 305 325 432
Westbound Through * * * * * * * 325 452
Westbound Through-Right * * * * * 300 325 * *
Westbound Right 190 275 181 199 156 * * 149 391
Northbound Left 230 117 142 165 123 180 193 207 382
Northbound Through >500 115 131 155 128 186 220 179 479 Northbound Right >300 26 35 38 40 62 110 47 98
Southbound Left 260 125 138 89 64 139 176 282 199
Southbound Through >500 154 130 168 165 266 226 423 295 Southbound Right 15 42 37 41 41 46 146 239 148
7 Clovis
Avenue
/
Shepherd
Avenue
Eastbound Dual Lefts 250 42 44 55 45 122 253 142 303
Eastbound Through >500 99 154 161 188 293 375 353 511
Eastbound Through >500 96 126 119 174 258 352 354 484
Eastbound Right 50 74 91 88 86 101 103 137 141
Westbound Dual Lefts 250 72 61 67 42 146 98 181 179
Westbound Through >500 217 150 203 175 286 315 296 376
Westbound Through >500 195 134 192 138 286 313 302 416
Westbound Right 175 0 19 28 32 140 232 114 351
Northbound Left 230 219 271 109 171 179 263 186 325
Northbound Through >500 34 51 55 69 113 245 178 402
Northbound Through >500 12 33 38 25 116 272 176 397
Northbound Right 50 25 43 23 30 69 130 96 131
Southbound Dual Left 250 23 15 51 45 108 82 225 191
Southbound Through >500 51 28 63 28 170 122 342 233
Southbound Through >500 13 10 54 23 172 130 359 230
Southbound Right 100 24 25 42 17 83 71 250 138
Note: * = Does not exist or is not projected to exist
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Conclusions and Recommendations
Conclusions and recommendations regarding the proposed Project are presented below.

Existing Traffic Conditions
• At present, the study intersection of Minnewawa Avenue at Behymer Avenue exceeds its LOS threshold during both peak periods. It is recommended that the following improvements be considered for implementation to improve the LOS at this intersection. o Minnewawa Avenue/ Behymer Avenue
 Add a northbound left-turn lane;
 Modify the northbound left-through-right lane to a through-right lane;  Add a southbound left-turn lane; and
 Modify the southbound left-through-right lane to a through-right lane. • At present, all study segments operate at an acceptable LOS during both peak periods.

Near Term plus Project Traffic Conditions
• The total trip generation for the Near Term Projects is 114,510 weekday daily trips, 8,607 weekday AM peak hour trips and 11,147 weekday PM peak hour trips.
• Under this scenario, the study intersections of Minnewawa Avenue at Behymer Avenue, Peach Avenue at Shepherd Avenue and Minnewawa Avenue at Shepherd Avenue are projected to exceed their LOS thresholds during both peak periods. It is recommended that the following improvements be considered for implementation to improve the LOS at these intersections. 3189
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o Minnewawa Avenue/ Behymer Avenue
 Add an eastbound left-turn lane;
 Modify the eastbound left-through-right lane to a through-right lane;  Add a westbound left-turn lane;
 Modify the westbound left-through-right lane to a through-right lane;  Add a northbound left-turn lane;
 Modify the northbound left-through-right lane to a through-right lane;  Add a southbound left-turn lane;
 Modify the southbound left-through-right lane to a through-right lane; and  Signalize the intersection with protective left-turn and pedestrian phasing. o Peach Avenue / Shepherd Avenue
 Add a second westbound through lane with a receiving lane west of Peach Avenue; and  Signalize the intersection with protective left-turn and pedestrian phasing. o Minnewawa Avenue / Shepherd Avenue
 Modify the westbound right-turn lane to a through-right lane with a receiving lane west of Minnewawa Avenue; and
 Modify the traffic signal to accommodate the additional lane. • Under this scenario, the study segments of Shepherd Avenue between Willow Avenue and Peach Avenue and Shepherd Avenue between Peach Avenue and Minnewawa Avenue are projected to exceed their LOS thresholds during one or both peak periods. It is recommended that the following improvements be considered for implementation to improve the LOS at these segments. o Shepherd Avenue between Willow Avenue and Peach Avenue  Add a second westbound through lane.
o Shepherd Avenue between Peach Avenue and Minnewawa Avenue  Add a second westbound through lane.

Cumulative Year 2046 plus Project Traffic Conditions
• Under this scenario, the study intersections of Minnewawa Avenue at Behymer Avenue, Minnewawa Avenue at Perrin Avenue, Clovis Avenue at Baron Avenue, Peach Avenue at Shepherd Avenue and Minnewawa Avenue at Shepherd Avenue are projected to exceed their LOS thresholds during one or both peak periods. It is recommended that the following improvements be considered for implementation to improve the LOS at these intersections. o Minnewawa Avenue/ Behymer Avenue
 Add an eastbound left-turn lane;
 Modify the eastbound left-through-right lane to a through-right lane;  Add a westbound left-turn lane;
 Modify the westbound left-through-right lane to a through-right lane;  Add a northbound left-turn lane;
 Modify the northbound left-through-right lane to a through-right lane;  Add a southbound left-turn lane;
 Modify the southbound left-through-right lane to a through-right lane; and  Signalize the intersection with protective left-turn and pedestrian phasing. 3190
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o Minnewawa Avenue / Perrin Avenue
 Add an eastbound left-turn lane;
 Modify the eastbound left-through-right lane to a through lane;  Add an eastbound right-turn lane;
 Add a westbound left-turn lane;
 Modify the westbound left-through-right lane to a through-right lane;  Add a northbound left-turn lane;
 Modify the northbound left-through-right lane to a through-right lane;  Add a southbound left-turn lane; and
 Modify the southbound left-through-right lane to a though-right lane. o Clovis Avenue / Baron Avenue
 Add a southbound left-turn lane; and
 Signalize the intersection with protective left-turn and pedestrian phasing. o Peach Avenue / Shepherd Avenue
 Modify the westbound through-right lane to a through lane;  Add a second westbound through lane with a receiving lane west of Peach Avenue;  Add a westbound right-turn lane; and
 Signalize the intersection with protective left-turn and pedestrian phasing. o Minnewawa Avenue / Shepherd Avenue
 Add a westbound through lane with receiving lane west of Minnewawa Avenue; and  Modify the traffic signal to accommodate the additional lane. • Under this scenario, the study segments of Shepherd Avenue between Willow Avenue and Peach Avenue and Shepherd Avenue between Peach Avenue and Minnewawa Avenue are projected to exceed their LOS thresholds during both peak periods. It is recommended that the following improvements be considered for implementation to improve the LOS at these segments. o Shepherd Avenue between Willow Avenue and Peach Avenue  Add a second westbound through lane.
o Shepherd Avenue between Peach Avenue and Minnewawa Avenue  Add a second westbound through lane.

Queuing Analysis
• It is recommended that the City consider left-turn and right-turn lane storage lengths as indicated in the Queuing Analysis.
3191
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Traffic Impact Analysis Report
April 17, 2024
Study Participants
JLB Traffic Engineering, Inc. Personnel:

Jose Luis Benavides, PE, TE Project Manager
Matthew Arndt, EIT Engineer I/II
Christian Sanchez, EIT Engineer I/II
Adrian Benavides Engineering Aide
Carlos Topete Engineering Aide
Arjun Dhillon Engineering Aide
Dennis Wynn Sr. Engineering Technician
Persons Consulted:

Trent Walker Bonadelle Neighborhoods
John A. Bonadelle Bonadelle Neighborhoods
Sean Smith, PE City of Clovis
Christopher Kelly City of Clovis
Hector Luna County of Fresno
David Padilla Caltrans, D6
Mike Aronson, PE Kittelson & Associates
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Traffic Impact Analysis Report
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References
Caltrans. 2019. "Highway Design Manual". Sacramento: State of California.

Caltrans. 2024. "California Manual on Uniform Traffic Control Devices". Sacramento: State of California.

Caltrans. 2020. “Vehicle Miles Traveled-Focused Transportation Impact Study Guide”. Sacramento: State of California.

City of Clovis. 2014. "Traffic Impact Study Guidelines". Clovis: City of Clovis.

City of Clovis. 2014. "General Plan". Clovis: City of Clovis.

County of Fresno. 2000. "Fresno County General Plan". Fresno: Fresno County.

County of Fresno. 2014. "Guidelines for The Preparation of Traffic Impact Studies Within the County of Fresno". Fresno: County of Fresno.

Cubic ITS, Inc. 2019. “Synchro Studio 11 User Guide”. Sugar Land: Trafficware, LLC.

Institute of Transportation Engineers. 2017. "Trip Generation Manual". Washington: Institute of Transportation Engineers.

National Academies of Sciences, Engineering, and Medicine. 2022. “Highway Capacity Manual 7th Edition:

A Guide for Multimodal Mobility Analysis” Washington: The National Academies Press.

Transportation Research Board. 2016. "Highway Capacity Manual". Washington: The National Academy of Sciences.
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Appendix A: Scope of Work
3194
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October 11, 2023
Sean Smith, RCE, QSD
Associate Engineer
City of Clovis
1033 Fifth Street
Clovis, CA 93612
Via Email Only: [email protected]
Sub ject: Proposed Scope of W ork for the Preparation of a Traffic Impact Analysis and Vehicle Miles Traveled Analysis for the Single-Family Residential Project in the City of Clovis (J LB Project 006-049)
Dear Mr. Smith,
JLB Traffic Engineering, Inc. (JLB) hereby submits this Draft Scope of Work for the preparation of a Traffic Impact Analysis (TIA) and Vehicle Miles Traveled (VMT) Analysis for Single-Family Residential (Project) located on the southwest corner of Clovis Avenue and Perrin Avenue in the City of Clovis. The project will include approximately 162 single family residential units. Based on information provided to JLB, the Project is consistent with the City of Clovis General Plan. An aerial of the Project Vicinity and Project Site Plan are shown in Exhibits A and B, respectively.

The purpose of the TIA and VMT analysis are to evaluate the potential on-site and off-site traffic impacts, identify roadway and circulation needs, determine potential mitigation measures and identify any critical traffic issues that should be addressed in the on-going planning process. JLB proposes the following Scope of Work to evaluate the on-site and off-site traffic impacts of the proposed Project.

Scope of W ork
• JLB will obtain recent or schedule and conduct new traffic counts at the study facility(ies) as necessary. These counts will include pedestrians and vehicles. • JLB will request a Fresno Council of Governments (Fresno COG) traffic forecast model run for the Project (Select Zone Analysis) which will include the Project and the streets to be analyzed. The Fresno COG traffic forecasting model will be used to forecast traffic volumes for the Base Year 2023 and Cumulative Year 2046 scenarios.
• JLB will perform a site visit to observe existing traffic conditions, especially during the AM and PM peak hours. Existing roadway conditions, including intersection geometrics and traffic controls will be verified.
• JLB will evaluate on-site circulation and provide recommendations as necessary to improve circulation to and within the Project site.
• JLB will prepare CA MUTCD Warrant 3 “Peak Hour” for unsignalized study intersections under all study scenarios.
• JLB will qualitatively analyze existing and planned transit routes in the vicinity of the Project. 3195
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Clovis Perrin TIA and VMT - Draft Scope of Work
October 11, 2023
• JLB will qualitatively analyze existing and planned bikeways in the vicinity of the Project. • JLB will forecast trip distribution based on turn count information, knowledge of the existing and planned circulation network in the vicinity of the Project, and the Fresno COG Activity Based Model (ABM).
• JLB will evaluate existing and forecasted levels of service (LOS) at the study intersection(s). JLB will use HCM 6th or HCM 2000 methodologies (as appropriate) within Synchro to perform this analysis for the AM and PM peak hours. JLB will identify the causes of poor LOS.

Study Scenarios

1. Existing Traffic Conditions with needed improvements (if any);

2. Existing plus Project Traffic Conditions with proposed improvement measures (if any);

3. Near Term plus Project Traffic Conditions with proposed improvement measures (if any); and

4. Cumulative Year 2046 plus Project Traffic Conditions with proposed improvement measures (if any).

W eekday peak hours to b e analyzed (Tuesday, W ednesday, or Thursday only)

1. 7 - 9 AM peak hour

2. 4 - 6 PM peak hour
Study Intersections

1. Perrin Avenue / Minnewawa Avenue

2. Perrin Avenue / Clovis Avenue

3. Baron Avenue / Clovis Avenue

4. Shepherd Avenue / Minnewawa Avenue

5. Shepherd Avenue / Clovis Avenue
Queuing analysis is included in the proposed Scope of Work for the study intersection(s) listed above under all study scenarios. This analysis will be utilized to recommend minimum storage lengths for leftturn and right-turn lanes at all study intersections.

Study Segments

1. None
Project Only Trip Assignment to the following State facilities

1. None
Trip Generation
The trip generation rates for the proposed Project were obtained from the 11th Edition of the Trip Generation Manual published by the Institute of Transportation Engineers (ITE). Table I presents the trip generation rates for the proposed Project with trip generation rates for Single-Family Detached Housing (210). At buildout, the Project is estimated to generate approximately 1,528 daily trips, 113 AM peak hour trips and 152 PM peak hour trips.
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Clovis Perrin TIA and VMT - Draft Scope of Work
October 11, 2023
Table I: Project Trip Generation
Land Use (ITE Code) Size Unit
Daily AM Peak Hour PM Peak Hour
Rate Total Trip
Rate
In Out
In Out Total Trip
Rate
In Out
In Out Total
% %
Single-Family Detached Housing
(210) 162 d.u. 9.43 1,528 0.70 26 74 29 84 113 0.94 63 37 96 56 152 Total Driveway Trips 1,528 29 84 113 96 56 152
Near Term Projects to b e Included
Based on our local knowledge of the study area and consultation with City of Clovis Planning & Development staff, JLB proposes to include near term projects in the vicinity of the proposed Project under the Near Term plus Project scenario. The near term projects proposed to be included in the Near Term scenario are:

Project Name General Location

1. CCMC NEC Temperance Ave and Herndon Ave

2. Harlan Ranch NEC DeWolf Ave and Owens Mountain Pkwy

3. R&T Park Temperance Ave and Alluvial Ave

4. Tract 6050 NWC Clovis Ave and Shepherd Ave

5. Tract 6109 SEC Temperance Ave and Powers Ave

6. Tract 6200 NEC Clovis Ave and Shepherd Ave

7. Tract 6264 NEC Locan Ave and Teague Ave

8. Tract 6284 SWQ Fowler Ave and Teague Ave

9. Tract 6332 NEQ Locan Ave and Teague Ave

10. Tract 6389 NEQ Locan Ave and Teague Ave
The Scope of Work is based on our understanding of this Project and our experience with similar TIAs.

JLB hereby requests written comments (letter or email) to the above scope of work preferably by November 3, 2023. In the absence of comments by November 3, 2023, it will be assumed that the Scope of Work is acceptable to the agency(ies) that have not submitted any comments. If you have any questions, require additional information, or need additional time to review the above Draft Scope of Work please contact me by phone at (559) 317-6243, or via email at [email protected].

Sincerely,
Matthew Arndt
Engineer I/II
cc:

Hector Luna, County of Fresno
Harmanjit Dhaliwal, City of Fresno
David Padilla, Caltrans
Jose Benavides, JLB Traffic Engineering, Inc.

Z:\01 Projects\006 Clovis\006-049 Clovis Perrin TIA VMT\Draft Scope of Work\L 20231011 Clovis Perrin TIA Draft Scope of Work .docx 3197
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516 W. Shaw Ave., Ste. 103
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Mr. Smith
Clovis Perrin TIA and VMT - Draft Scope of Work
October 11, 2023
Exhibit A – Project Vicinity
3198
AGENDA ITEM NO. 17.
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traffic.com JLB info@
., Ste. 103 Ave 516 W. Shaw
5 | Page Fresno, CA 93704
8991 - (559) 570
Smith Mr.

Draft Scope of Work - and VMT TIA Clovis Perrin
3 202 , 11 October
Project Site Plan – Exhibit B
3199
AGENDA ITEM NO. 17.
1 Matt Arndt
From: Padilla, Dave@DOT <[email protected]>
Sent: Wednesday, October 11, 2023 4:35 PM
To: Matt Arndt; Sean Smith
Cc: Luna, Hector; Harmanjit Dhaliwal; Jose Benavides; Xiong, Christopher@DOT Subject: RE: Clovis Perrin Residential TIA Draft Scope of Work Hello Ma. ,
We are saƟsfied with the TIA SOW. Please route the TIA once completed for our review.

Christopher: When you have an opportunity, please upload the project to GTS for our records.

Thank you,
David Padilla, Branch Chief
Caltrans Transportation Planning
(559) 905-9371
From: Matt Arndt <[email protected]>
Sent: Wednesday, October 11, 2023 8:45 AM
To: Sean Smith <[email protected]>
Cc: Luna, Hector <[email protected]>; Harmanjit Dhaliwal <[email protected]>; Padilla, Dave@DOT <[email protected]>; Jose Benavides <[email protected]> Subject: Clovis Perrin Residential TIA Draft Scope of Work EXTERNAL EMAIL. Links/attachments may not be safe.

Hello,
AƩached is the DraŌ Scope of Work for the preparaƟon of a Traffic Impact Analysis for a residenƟal subdivision on the southwest corner of Clovis Avenue and Perrin Avenue in the City of Clovis.

We kindly ask that you take a moment to review and comment on the proposed DraŌ Scope of Work. If you have any quesƟons or require addiƟonal informaƟon, please contact me by phone at (559) 317-6243 or by responding to this email. We appreciate your Ɵme and aƩenƟon to this maƩer and look forward to hearing from you soon.

Sincerely,
Matthew Arndt
Traffic Engineering, Transportation Planning and Parking Solutions Certified Disadvantaged Business Enterprise (DBE) and Small Business Enterprise (SBE)

JI R TRAFFIC
3200
AGENDA ITEM NO. 17.
1 Matt Arndt
From: Jose Benavides
Sent: Tuesday, January 23, 2024 1:50 PM
To: Luna, Hector
Cc: Harmanjit Dhaliwal; Padilla, Dave@DOT; Matt Arndt; Sean Smith Subject: RE: Clovis Perrin Residential TIA Draft Scope of Work Good afternoon Hector,
Via this email I would like to summarize our conversation related to the scope of work for the Clovis Perrin Residential Development Project. If I misinterpreted anything please let us know.

Based on our conversation the County of Fresno has agreed that analysis of the two intersections and three segments is no longer necessary. The instructions to be removed from the scope of work are 1) Minnewawa Avenue at Behymer Avenue, and Willow Avenue at Shepherd Avenue. The segments to be removed from the scope of work are 1) Behymer Avenue between Willow and Peach, 2) Behymer Avenue between Peach and Minnewawa, and 3) Shepherd Avenue between Minnewawa and DeWitt. As such the following list of intersections and segments are to be included in the final scope of work at the request of the County:

IntersecƟons:
 Behymer Avenue and Willow Avenue
Segments:
 Minnewawa Avenue: Shepherd Avenue to Perrin Avenue
 Minnewawa Avenue: Perrin Avenue to Behymer Avenue
 Behymer Avenue: Peach Avenue to Minnewawa Avenue
 Shepherd Avenue: Peach Avenue to Minnewawa Avenue
Sincerely,
Jose Luis Benavides, P.E., T.E.

President
Traffic Engineering, Transportation Planning and Parking Solutions Certified Disadvantaged Business Enterprise (DBE) and Small Business Enterprise (SBE) 516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
Direct: (559) 317-6249
Main: (559) 570-8991
Cell: (559) 694-6000
Fax: (559) 317-6854
www.JLBtraffic.com

JI R TRAFFIC
W Bl ENGINEERING, INC.
3201
AGENDA ITEM NO. 17.
1 Matt Arndt
From: Luna, Hector <[email protected]>
Sent: Thursday, October 12, 2023 8:45 AM
To: Matt Arndt; Sean Smith
Cc: Harmanjit Dhaliwal; Padilla, Dave@DOT; Jose Benavides Subject: RE: Clovis Perrin Residential TIA Draft Scope of Work Good morning Ma. ,
The County requests the following intersecƟons and segments be analyzed:

IntersecƟons:
 Behymer Avenue and Minnewawa Avenue
 Behymer Avenue and Willow Avenue
 Willow Avenue and Shepherd Avenue
Segments:
 Minnewawa Avenue: Shepherd Avenue to Perrin Avenue
 Minnewawa Avenue: Perrin Avenue to Behymer Avenue
 Behymer Avenue: Willow Avenue to Minnewawa Avenue
 Shepherd Avenue: Willow Avenue to Peach Avenue
 Shepherd Avenue: Peach Avenue to Minnewawa Avenue
 Shepherd Avenue: Minnewawa to DewiƩ Avenue
Please route the TIA once completed for our review, thank you for the opportunity for the review of the Scope of Work.

Regards,
Hector E. Luna| Senior Planner
Department of Public Works and Planning |
Water and Natural Resources Division |
Transportation Planning Unit
2220 Tulare St. 6th Floor Fresno, CA 93721
Main Office: (559) 600-4292 | Direct: (559) 600-9672
Email: [email protected]
Your input matters! Customer Service Survey
From: Matt Arndt <[email protected]>
Sent: Wednesday, October 11, 2023 8:45 AM
To: Sean Smith <[email protected]>
Cc: Luna, Hector <[email protected]>; Harmanjit Dhaliwal <[email protected]>; Padilla, Dave@DOT <[email protected]>; Jose Benavides <[email protected]> Subject: Clovis Perrin Residential TIA Draft Scope of Work CAUTION!!! - EXTERNAL EMAIL - THINK BEFORE YOU CLICK
Hello,
F N/R
3202
AGENDA ITEM NO. 17.
2 AƩached is the DraŌ Scope of Work for the preparaƟon of a Traffic Impact Analysis for a residenƟal subdivision on the southwest corner of Clovis Avenue and Perrin Avenue in the City of Clovis.

Sincerely,
Matthew Arndt
Traffic Engineering, Transportation Planning and Parking Solutions Certified Disadvantaged Business Enterprise (DBE) and Small Business Enterprise (SBE) 516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
Office: (559) 570-8991
Direct: (559) 317-6243
Cell: (559) 360-1886
www.JLBtraffic.com

JI R TRAFFIC
3203
AGENDA ITEM NO. 17.
1 Matt Arndt
From: Sean Smith <[email protected]>
Sent: Thursday, February 1, 2024 5:13 PM
To: Matt Arndt; Jose Benavides
Cc: Jeff Brown; Ruben Amavizca; Christopher Kelly; Tara West Subject: RE: [External] Clovis Perrin Residential TIA Draft Scope of Work Jose,
Thank you for the Teams meeting today. We talked about the project’s anticipated trip distribution and timing. Based on the projected low trip count, the City of Clovis is agreeable to removing the following intersections from the scope of the study:

1. Willow-Behymer

2. Willow-International

3. Minnewawa-International
Please feel free to contact me or other Engineering staff with any questions.

Check https://cityofclovis.com/planning-and-development/engineering/resources-4/ for project status updates and other references.

The front counter is open 8am to 4:30pm; staff is otherwise available by appointment, email or phone.

Sean K. Smith PE QSD | Supervising Civil Engineer
City of Clovis | Engineering Division
Development Review
1033 Fifth Street, Clovis, CA 93612
p. 559.324.2363 | f. 559-324-2843 | m. 559-765-7505
[email protected]
cc: project file
From: Sean Smith
Sent: Monday, October 16, 2023 12:09 PM
To: Matt Arndt <[email protected]>
Cc: Luna, Hector <[email protected]>; Harmanjit Dhaliwal <[email protected]>; Padilla, Dave@DOT <[email protected]>; Jose Benavides <[email protected]>; Gene Abella <[email protected]>; Jeff Brown <[email protected]>; Ruben Amavizca <[email protected]> Subject: RE: [External] Clovis Perrin Residential TIA Draft Scope of Work Matt
The City has three (3) additional intersections to consider and three (3) additional projects to add to the Near Term list. The intersections are also in addition to the 3 that the County included by way of email from Hector Luna.

Intersections:

1. Minnewawa-International (due to school traffic)

2. Willow-International (due to school traffic)

3. Peach-Shepherd (due to increase to east-west trips with a potential to increase the delay for N/b Peach)
3204
AGENDA ITEM NO. 17.
2 Additional Near Term Projects:

1. TM6343 (Wilson)

2. TM6205 (Wilson)

3. Commercial + MFR at SEC Willow-Shepherd (Ricchuitti) Thank you for the work and collaboration on this project. Please feel free to contact me or other Engineering staff with any questions or additional issues that you’d like us to consider.

Check https://cityofclovis.com/planning-and-development/engineering/resources-4/ for project status updates and other references.

The front counter is open 8am to 4:30pm; staff is otherwise available by appointment, email or phone.

Thank you,
Sean Smith PE QSD
DRU Manager, City of Clovis
From: Matt Arndt <[email protected]>
Sent: Wednesday, October 11, 2023 8:45:16 AM
To: Sean Smith <[email protected]>
Cc: Luna, Hector <[email protected]>; Harmanjit Dhaliwal <[email protected]>; Padilla, Dave@DOT <[email protected]>; Jose Benavides <[email protected]> Subject: [External] Clovis Perrin Residential TIA Draft Scope of Work Hello,
Attached is the Draft Scope of Work for the preparation of a Traffic Impact Analysis for a residential subdivision on the southwest corner of Clovis Avenue and Perrin Avenue in the City of Clovis.

We kindly ask that you take a moment to review and comment on the proposed Draft Scope of Work. If you have any questions or require additional information, please contact me by phone at (559) 317-6243 or by responding to this email. We appreciate your time and attention to this matter and look forward to hearing from you soon. 3205
AGENDA ITEM NO. 17.
3 Sincerely,
Matthew Arndt
Traffic Engineering, Transportation Planning and Parking Solutions Certified Disadvantaged Business Enterprise (DBE) and Small Business Enterprise (SBE) 516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
Office: (559) 570-8991
Direct: (559) 317-6243
Cell: (559) 360-1886
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3206
AGENDA ITEM NO. 17.
1 Matt Arndt
From: Harmanjit Dhaliwal <[email protected]> Sent: Wednesday, October 11, 2023 4:46 PM
To: Matt Arndt; Sean Smith
Cc: Luna, Hector; Padilla, Dave@DOT; Jose Benavides; Jill Gormley; Scott Tyler Subject: RE: Clovis Perrin Residential TIA Draft Scope of Work Attachments: L20231011 Clovis Perrin TIA Draft Scope of Work.pdf Good A. ernoon MaƩ/Sean,
Thank you for the opportunity for the review of the Scope of Work. The City of Fresno will not need to review the Traffic Impact Analysis for the subject project. You will need to confirm with our Planning Department on the VMT Analysis.

Thanks,
Harmanjit Dhaliwal, PE
Licensed Engineer Manager
Land Planning & Subdivision InspecƟon SecƟon, Public Works Department 2600 Fresno Street, Room 4064
Fresno, CA 93721-3623
Direct: (559) 621-8694
Main: (559) 621-8800
www.fresno.gov
Building a BeƩer Fresno
From: Matt Arndt <[email protected]>
Sent: Wednesday, October 11, 2023 8:45 AM
To: Sean Smith <[email protected]>
Cc: Luna, Hector <[email protected]>; Harmanjit Dhaliwal <[email protected]>; Padilla, Dave@DOT <[email protected]>; Jose Benavides <[email protected]> Subject: Clovis Perrin Residential TIA Draft Scope of Work External Email: Use caution with links and attachments
Hello,
AƩached is the DraŌ Scope of Work for the preparaƟon of a Traffic Impact Analysis for a residenƟal subdivision on the southwest corner of Clovis Avenue and Perrin Avenue in the City of Clovis.

INEFRESNO
Huild Together!
3207
AGENDA ITEM NO. 17.
2 We kindly ask that you take a moment to review and comment on the proposed DraŌ Scope of Work. If you have any quesƟons or require addiƟonal informaƟon, please contact me by phone at (559) 317-6243 or by responding to this email. We appreciate your Ɵme and aƩenƟon to this maƩer and look forward to hearing from you soon.

JIR TRAFFIC
3208
AGENDA ITEM NO. 17.
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 App | B
(559) 570-8991
Appendix B: Traffic C ounts
3209
AGENDA ITEM NO. 17.

Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:

JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:00 AM - 7:15 AM 0 2 33 1 2 0 26 36 0 2 0 0 26 9 0 0 3 32 45 1 7:15 AM - 7:30 AM 0 9 40 2 1 0 36 39 0 1 0 0 27 9 1 0 3 46 44 3 7:30 AM - 7:45 AM 0 33 42 1 2 0 35 48 0 2 0 0 37 10 1 0 3 72 48 1 7:45 AM - 8:00 AM 0 28 47 1 2 0 25 51 0 0 0 2 36 26 1 0 2 54 76 5 8:00 AM - 8:15 AM 0 14 59 1 2 0 33 68 0 3 0 0 36 16 2 0 0 34 68 3 8:15 AM - 8:30 AM 0 27 74 4 3 0 40 58 1 3 0 0 41 16 1 0 0 38 52 1 8:30 AM - 8:45 AM 0 8 44 3 3 0 36 52 1 3 0 2 24 16 4 0 1 32 41 4 8:45 AM - 9:00 AM 0 9 42 2 2 0 22 36 0 3 0 1 15 11 0 0 4 43 36 3 TOTAL 0 130 381 15 17 0 253 388 2 17 0 5 242 113 10 0 16 351 410 21 Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 0 16 55 2 0 0 26 45 0 0 0 0 46 14 0 0 0 35 30 2 4:15 PM - 4:30 PM 0 11 49 2 1 0 34 52 1 2 0 4 25 6 1 0 3 37 32 1 4:30 PM - 4:45 PM 0 14 57 1 1 0 37 36 0 2 0 0 40 10 0 0 0 22 39 0 4:45 PM - 5:00 PM 0 10 56 3 0 0 39 59 0 1 0 2 26 1 0 0 1 38 39 1 5:00 PM - 5:15 PM 0 11 51 1 0 0 38 40 3 2 0 0 39 11 0 0 1 41 56 0 5:15 PM - 5:30 PM 0 27 59 6 0 0 40 61 0 2 0 0 56 10 0 0 1 47 55 0 5:30 PM - 5:45 PM 0 20 61 4 1 0 45 43 1 0 0 2 55 7 1 0 1 42 46 0 5:45 PM - 6:00 PM 0 9 43 3 0 0 41 49 2 1 0 1 34 22 1 0 0 43 34 0 TOTAL 0 118 431 22 3 0 300 385 7 10 0 9 321 81 3 0 7 305 331 4 PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:30 AM - 8:30 AM 0 102 222 7 9 0 133 225 1 8 0 2 150 68 5 0 5 198 244 10 5:00 PM - 6:00 PM 0 67 214 14 1 0 164 193 6 5 0 3 184 50 2 0 3 173 191 0 PHF Trucks PHF
AM 0.967 2.4% PM 6 193 164 0 0.899
PM 0.872 0.6% AM 1 225 133 0 0.889
PHF 0.898 0.859
AM PM
0 0 244 191
3 2 198 173
184 150 5 3
50 68 0 0
PM AM
PHF

0.847 0.891 PHF

0.788 0 102 222 7 AM

0.802 0 67 214 14 PM
Turning Movement Report
Minnewawa Ave @ Behymer Ave
Fresno
Thursday, September 14, 2023 Clear

36.8812
-119.7112

Page 1 of 3 ends

Behymer Ave
Northbound Westbound
Behymer Ave
Minnewawa Ave
Minnewawa Ave
Southbound
Southbound Eastbound
Northbound Eastbound Westbound
Northbound Southbound Eastbound Westbound
1 HHHM bdME 1
J I LU
North
Q1 P
Metro Traffic Data Inc.
3210
AGENDA ITEM NO. 17.

Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:

JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:00 AM - 7:15 AM 0000020000000000
7:15 AM - 7:30 AM 0100000000000000
7:30 AM - 7:45 AM 0000000000000000
7:45 AM - 8:00 AM 0000010000000001
8:00 AM - 8:15 AM 0000010000000000
8:15 AM - 8:30 AM 0000020000000000
8:30 AM - 8:45 AM 0000000000000000
8:45 AM - 9:00 AM 0000000000000000
TOTAL 0 1 0 0 0 6 0 0 0 0 0 0 0 0 0 1
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 4:00 PM - 4:15 PM 0100000000000000
4:15 PM - 4:30 PM 0000000000000000
4:30 PM - 4:45 PM 0000000000000000
4:45 PM - 5:00 PM 0000000000000000
5:00 PM - 5:15 PM 0000000000000000
5:15 PM - 5:30 PM 0000000000000000
5:30 PM - 5:45 PM 0000000000000010
5:45 PM - 6:00 PM 0000000000000000
TOTAL 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 0
PEAK HOUR Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:30 AM - 8:30 AM 0000040000000001
5:00 PM - 6:00 PM 0000000000000010
Bikes Peds Peds <>
AM Peak Total 41 PM 0 0 0 0
PM Peak Total 1 0 AM 0400 Peds <>
01 AM PM
00 01
00 00
00 00
PM AM
Peds <>
00 Peds <>
0000 AM
0 0 0 0 PM
Westbound Bikes W.Leg
Peds
Minnewawa Ave
Behymer Ave Behymer Ave
Minnewawa Ave Page 2 of 3
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Turning Movement Report
Minnewawa Ave @ Behymer Ave 36.8812
Fresno -119.7112
Thursday, September 14, 2023 Clear
(
1P
—LF
Metro Traffic Data Inc.

North
A
3211
AGENDA ITEM NO. 17.

File Name : Minnewawa at Perrin
Site Code : 00000000
Start Date : 2/14/2024
Page No : 1
Groups Printed- Unshifted

MINNEWAWA
From North
PERRIN
From East

MINNEWAWA
From South
PERRIN
From West
Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int. Total 07:00 AM 0 48 0 0 0 0 0 0 0 42 3 0 2 0 2 0 97
07:15 AM 0 69 0 0 0 0 0 0 0 70 0 0 0 1 1 0 141
07:30 AM 0 63 0 0 1 0 0 0 0 71 1 0 0 0 0 0 136
07:45 AM 0 87 0 0 1 0 1 0 2 88 2 0 2 0 0 0 183
Total 0 267 0 0 2 0 1 0 2 271 6 0 4 1 3 0 557
08:00 AM 0 81 0 0 0 0 1 0 1 87 0 0 2 0 0 0 172
08:15 AM 1 82 0 0 0 0 0 0 2 101 2 0 1 0 0 0 189
08:30 AM 0 71 1 0 0 0 0 0 0 88 1 0 2 0 1 0 164
08:45 AM 0 53 1 0 0 0 0 0 1 67 0 0 1 0 0 0 123
Total 1 287 2 0 0 0 1 0 4 343 3 0 6 0 1 0 648
*** BREAK ***
04:00 PM 0 56 1 0 1 0 1 0 2 102 0 0 0 0 0 0 163
04:15 PM 0 79 0 0 2 0 1 0 0 104 1 0 1 0 0 0 188
04:30 PM 0 53 0 0 0 0 2 0 0 77 0 0 0 0 0 0 132
04:45 PM 0 76 0 0 0 0 1 0 0 86 1 0 0 0 0 0 164
Total 0 264 1 0 3 0 5 0 2 369 2 0 1 0 0 0 647
05:00 PM 0 54 0 0 1 1 1 0 4 98 0 0 1 0 1 0 161
05:15 PM 0 76 1 0 0 0 5 0 0 118 1 0 0 0 0 0 201
05:30 PM 0 62 0 0 1 0 2 0 2 115 0 0 0 0 0 0 182
05:45 PM 0 46 2 0 0 0 2 0 1 91 0 0 0 0 0 0 142
Total 0 238 3 0 2 1 10 0 7 422 1 0 1 0 1 0 686
Grand Total 1 1056 6 0 7 1 17 0 15 1405 12 0 12 1 5 0 2538 Apprch % 0.1 99.3 0.6 0 28 4 68 0 1 98.1 0.8 0 66.7 5.6 27.8 0 Total % 0 41.6 0.2 0 0.3 0 0.7 0 0.6 55.4 0.5 0 0.5 0 0.2 0 JLB Traffic Engineering, Inc.
516 West Shaw Avenue, Suite 103
Fresno, CA, 93704
Traffic Engineering, Transportation, & Parking Solutions www.JLBtraffic.com
i i i ]
3212
AGENDA ITEM NO. 17.

File Name : Minnewawa at Perrin
Site Code : 00000000
Start Date : 2/14/2024
Page No : 2

MINNEWAWA
From North
PERRIN
From East

MINNEWAWA
From South
PERRIN
From West
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM
07:45 AM 0 87 0 0 87 1 0 1 0 2 2 88 2 0 92 2 0 0 0 2 183 08:00 AM 0 81 0 0 81 0 0 1 0 1 1 87 0 0 88 2 0 0 0 2 172 08:15 AM 1 82 0 0 83 0 0 0 0 0 2 101 2 0 105 1 0 0 0 1 189 08:30 AM 0 71 1 0 72 0 0 0 0 0 0 88 1 0 89 2 0 1 0 3 164 Total Volume 1 321 1 0 323 1 0 2 0 3 5 364 5 0 374 7 0 1 0 8 708 % App. Total 0.3 99.4 0.3 0 33.3 0 66.7 0 1.3 97.3 1.3 0 87.5 0 12.5 0 PHF .250 .922 .250 .000 .928 .250 .000 .500 .000 .375 .625 .901 .625 .000 .890 .875 .000 .250 .000 .667 .937

MINNEWAWA
PERRIN
PERRIN

MINNEWAWA
Right
1 Thru
321
Left
1 Peds
0 Out In Total
366 323 689
Right
1 Thru
0 Left
2 Peds
0 Out Total In
6 3 9
Left
5 Thru
364
Right
5 Peds
0 Out In Total
330 374 704
Left
1 Thru
0 Right
7 Peds
0 Total Out In
6 8 14
Peak Hour Begins at 07:45 AM
Unshifted
Peak Hour Data
North
JLB Traffic Engineering, Inc.
516 West Shaw Avenue, Suite 103
Fresno, CA, 93704
Traffic Engineering, Transportation, & Parking Solutions www.JLBtraffic.com
T T
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1 + n
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[ i [ ] [
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3213
AGENDA ITEM NO. 17.

File Name : Minnewawa at Perrin
Site Code : 00000000
Start Date : 2/14/2024
Page No : 3

MINNEWAWA
From North
PERRIN
From East

MINNEWAWA
From South
PERRIN
From West
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM 0 76 0 0 76 0 0 1 0 1 0 86 1 0 87 0 0 0 0 0 164 05:00 PM 0 54 0 0 54 1 1 1 0 3 4 98 0 0 102 1 0 1 0 2 161 05:15 PM 0 76 1 0 77 0 0 5 0 5 0 118 1 0 119 0 0 0 0 0 201 05:30 PM 0 62 0 0 62 1 0 2 0 3 2 115 0 0 117 0 0 0 0 0 182 Total Volume 0 268 1 0 269 2 1 9 0 12 6 417 2 0 425 1 0 1 0 2 708 % App. Total 0 99.6 0.4 0 16.7 8.3 75 0 1.4 98.1 0.5 0 50 0 50 0 PHF .000 .882 .250 .000 .873 .500 .250 .450 .000 .600 .375 .883 .500 .000 .893 .250 .000 .250 .000 .250 .881

MINNEWAWA
PERRIN
PERRIN

MINNEWAWA
Right
0 Thru
268
Left
1 Peds
0 Out In Total
420 269 689
Right
2 Thru
1 Left
9 Peds
0 Out Total In
7 12 19
Left
2 Thru
417
Right
6 Peds
0 Out In Total
278 425 703
Left
1 Thru
0 Right
1 Peds
0 Total Out In
3 2 5
Peak Hour Begins at 04:45 PM
Unshifted
Peak Hour Data
North
JLB Traffic Engineering, Inc.
516 West Shaw Avenue, Suite 103
Fresno, CA, 93704
Traffic Engineering, Transportation, & Parking Solutions www.JLBtraffic.com
i i i ]
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4 . 4
f T 1
4 P
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—
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—
3214
AGENDA ITEM NO. 17.

File Name : Minnewawa at Perrin
Site Code : 00000000
Start Date : 2/14/2024
Page No : 1
Groups Printed- Bank 2

MINNEWAWA
From North
PERRIN
From East

MINNEWAWA
From South
PERRIN
From West
Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int. Total *** BREAK ***
04:45 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
Total 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
*** BREAK ***
Grand Total 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
Apprch % 0 100 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total % 0 100 0 0 0 0 0 0 0 0 0 0 0 0 0 0
JLB Traffic Engineering, Inc.
516 West Shaw Avenue, Suite 103
Fresno, CA, 93704
Traffic Engineering, Transportation, & Parking Solutions www.JLBtraffic.com
i i i ]
3215
AGENDA ITEM NO. 17.

File Name : Minnewawa at Perrin
Site Code : 00000000
Start Date : 2/14/2024
Page No : 2

MINNEWAWA
From North
PERRIN
From East

MINNEWAWA
From South
PERRIN
From West
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 07:45 AM to 08:30 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM
07:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
% App. Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000

MINNEWAWA
PERRIN
PERRIN

MINNEWAWA
Right
0 Thru
0 Left
0 Peds
0 Out In Total
0 0 0
Right
0 Thru
0 Left
0 Peds
0 Out Total In
0 0 0
Left
0 Thru
0 Right
0 Peds
0 Out In Total
0 0 0
Left
0 Thru
0 Right
0 Peds
0 Total Out In
0 0 0
Peak Hour Begins at 07:45 AM
Bank 2
Peak Hour Data
North
JLB Traffic Engineering, Inc.
516 West Shaw Avenue, Suite 103
Fresno, CA, 93704
Traffic Engineering, Transportation, & Parking Solutions www.JLBtraffic.com
T T
[ ] [ ] [
1 + n
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[ i [ ] [
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3216
AGENDA ITEM NO. 17.

File Name : Minnewawa at Perrin
Site Code : 00000000
Start Date : 2/14/2024
Page No : 3

MINNEWAWA
From North
PERRIN
From East

MINNEWAWA
From South
PERRIN
From West
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 04:45 PM to 05:30 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
05:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Volume 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
% App. Total 0 100 0 0 0 0 0 0 0 0 0 0 0 0 0 0
PHF .000 .250 .000 .000 .250 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .250

MINNEWAWA
PERRIN
PERRIN

MINNEWAWA
Right
0 Thru
1 Left
0 Peds
0 Out In Total
0 1 1
Right
0 Thru
0 Left
0 Peds
0 Out Total In
0 0 0
Left
0 Thru
0 Right
0 Peds
0 Out In Total
1 0 1
Left
0 Thru
0 Right
0 Peds
0 Total Out In
0 0 0
Peak Hour Begins at 04:45 PM
Bank 2
Peak Hour Data
North
JLB Traffic Engineering, Inc.
516 West Shaw Avenue, Suite 103
Fresno, CA, 93704
Traffic Engineering, Transportation, & Parking Solutions www.JLBtraffic.com
i i i ]
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3217
AGENDA ITEM NO. 17.

File Name : Clovis at Baron
Site Code : 00000000
Start Date : 3/7/2024
Page No : 1
Groups Printed- Unshifted - Bank 1
CLOVIS
From North
BARON
From East
CLOVIS
From South
BARON
From West
Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int. Total 07:00 AM 0 0 0 0 0 0 0 0 19 0 8 0 0 0 0 0 27
07:15 AM 0 0 0 0 0 0 1 0 12 0 10 0 0 0 0 0 23
07:30 AM 0 0 0 0 0 0 0 0 14 0 9 0 0 0 0 0 23
07:45 AM 0 0 0 0 0 0 2 0 7 0 11 0 0 0 0 0 20
Total 0 0 0 0 0 0 3 0 52 0 38 0 0 0 0 0 93
08:00 AM 0 0 0 0 0 0 2 0 2 0 12 0 0 0 0 0 16
08:15 AM 0 0 0 0 0 0 7 0 6 0 6 0 0 0 0 0 19
08:30 AM 0 0 0 0 0 0 1 0 1 0 3 0 0 0 0 0 5
08:45 AM 0 0 0 0 0 0 5 0 0 0 0 0 0 0 0 0 5
Total 0 0 0 0 0 0 15 0 9 0 21 0 0 0 0 0 45
*** BREAK ***
03:45 PM 0 0 0 0 0 0 0 0 0 0 9 0 0 0 0 0 9
Total 0 0 0 0 0 0 0 0 0 0 9 0 0 0 0 0 9
04:00 PM 0 0 0 0 1 0 8 0 1 0 1 0 0 0 0 0 11
04:15 PM 0 0 0 0 0 0 5 0 1 0 7 0 0 0 0 0 13
04:30 PM 0 0 0 0 0 0 7 0 2 0 5 0 0 0 0 1 15
04:45 PM 0 0 1 0 0 0 4 0 2 0 10 0 0 0 0 0 17
Total 0 0 1 0 1 0 24 0 6 0 23 0 0 0 0 1 56
05:00 PM 0 0 0 1 0 0 1 0 0 0 7 0 0 0 0 0 9
05:15 PM 0 0 0 0 0 0 0 0 0 0 11 0 0 0 0 0 11
05:30 PM 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1
05:45 PM 0 0 0 0 0 0 2 0 0 0 3 0 0 0 0 1 6
Total 0 0 0 1 0 0 3 0 1 0 21 0 0 0 0 1 27
Grand Total 0 0 1 1 1 0 45 0 68 0 112 0 0 0 0 2 230
Apprch % 0 0 50 50 2.2 0 97.8 0 37.8 0 62.2 0 0 0 0 100 Total % 0 0 0.4 0.4 0.4 0 19.6 0 29.6 0 48.7 0 0 0 0 0.9 Unshifted 0 0 1 1 1 0 45 0 68 0 1 0 0 0 0 2 119
% Unshifted 0 0 100 100 100 0 100 0 100 0 0.9 0 0 0 0 100 51.7 Bank 1 0 0 0 0 0 0 0 0 0 0 111 0 0 0 0 0 111
% Bank 1 0 0 0 0 0 0 0 0 0 0 99.1 0 0 0 0 0 48.3
JLB Traffic Engineering, Inc.
516 West Shaw Avenue, Suite 103
Fresno, CA, 93704
Traffic Engineering, Transportation, & Parking Solutions www.JLBtraffic.com
i i i ]
3218
AGENDA ITEM NO. 17.

File Name : Clovis at Baron
Site Code : 00000000
Start Date : 3/7/2024
Page No : 2
CLOVIS
From North
BARON
From East
CLOVIS
From South
BARON
From West
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM
07:00 AM 0 0 0 0 0 0 0 0 0 0 19 0 8 0 27 0 0 0 0 0 27
07:15 AM 0 0 0 0 0 0 0 1 0 1 12 0 10 0 22 0 0 0 0 0 23
07:30 AM 0 0 0 0 0 0 0 0 0 0 14 0 9 0 23 0 0 0 0 0 23
07:45 AM 0 0 0 0 0 0 0 2 0 2 7 0 11 0 18 0 0 0 0 0 20
Total Volume 0 0 0 0 0 0 0 3 0 3 52 0 38 0 90 0 0 0 0 0 93 % App. Total 0 0 0 0 0 0 100 0 57.8 0 42.2 0 0 0 0 0
PHF .000 .000 .000 .000 .000 .000 .000 .375 .000 .375 .684 .000 .864 .000 .833 .000 .000 .000 .000 .000 .861 Unshifted 0 0 0 0 0 0 0 3 0 3 52 0 0 0 52 0 0 0 0 0 55
% Unshifted 0 0 0 0 0 0 0 100 0 100 100 0 0 0 57.8 0 0 0 0 0 59.1 Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 38 0 38 0 0 0 0 0 38
% Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 100 0 42.2 0 0 0 0 0 40.9 CLOVIS
BARON
BARON
CLOVIS
Right
0 0
0 Thru
0 0
0 Left
0 0
0 Peds
0 0
0 Out In Total
0 0 0
0 0 0
0 0 0
Right
0 0 0
Thru
0 0 0
Left
3 0 3
Peds
0 0 0
Out Total In
52 3 55
0 0 0
52 55 3
Left
0 38
38 Thru
0 0
0 Right
52 0
52 Peds
0 0
0 Out In Total
3 52 55
0 38 38
3 90 93
Left
0 0 0
Thru
0 0 0
Right
0 0 0
Peds
0 0 0
Total Out In
0 0 0
38 0 38 38 38 0
Peak Hour Begins at 07:00 AM
Unshifted
Bank 1
Peak Hour Data
North
JLB Traffic Engineering, Inc.
516 West Shaw Avenue, Suite 103
Fresno, CA, 93704
Traffic Engineering, Transportation, & Parking Solutions www.JLBtraffic.com
T T
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1 + n
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3219
AGENDA ITEM NO. 17.

File Name : Clovis at Baron
Site Code : 00000000
Start Date : 3/7/2024
Page No : 3
CLOVIS
From North
BARON
From East
CLOVIS
From South
BARON
From West
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM
04:00 PM 0 0 0 0 0 1 0 8 0 9 1 0 1 0 2 0 0 0 0 0 11
04:15 PM 0 0 0 0 0 0 0 5 0 5 1 0 7 0 8 0 0 0 0 0 13
04:30 PM 0 0 0 0 0 0 0 7 0 7 2 0 5 0 7 0 0 0 1 1 15
04:45 PM 0 0 1 0 1 0 0 4 0 4 2 0 10 0 12 0 0 0 0 0 17
Total Volume 0 0 1 0 1 1 0 24 0 25 6 0 23 0 29 0 0 0 1 1 56 % App. Total 0 0 100 0 4 0 96 0 20.7 0 79.3 0 0 0 0 100 PHF .000 .000 .250 .000 .250 .250 .000 .750 .000 .694 .750 .000 .575 .000 .604 .000 .000 .000 .250 .250 .824 Unshifted 0 0 1 0 1 1 0 24 0 25 6 0 0 0 6 0 0 0 1 1 33
% Unshifted 0 0 100 0 100 100 0 100 0 100 100 0 0 0 20.7 0 0 0 100 100 58.9 Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 23 0 23 0 0 0 0 0 23
% Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 100 0 79.3 0 0 0 0 0 41.1 CLOVIS
BARON
BARON
CLOVIS
Right
0 0
0 Thru
0 0
0 Left
1 0
1 Peds
0 0
0 Out In Total
1 1 2
0 0 0
1 1 2
Right
1 0 1
Thru
0 0 0
Left
24 0
24 Peds
0 0 0
Out Total In
7 25 32 0 0 0 7 32 25
Left
0 23
23 Thru
0 0
0 Right
6 0
6 Peds
0 0
0 Out In Total
24 6 30
0 23 23
24 29 53
Left
0 0 0
Thru
0 0 0
Right
0 0 0
Peds
1 0 1
Total Out In
0 1 1
23 0 23 23 24 1
Peak Hour Begins at 04:00 PM
Unshifted
Bank 1
Peak Hour Data
North
JLB Traffic Engineering, Inc.
516 West Shaw Avenue, Suite 103
Fresno, CA, 93704
Traffic Engineering, Transportation, & Parking Solutions www.JLBtraffic.com
I i i i ]
[ ।
+ 1 L,
f t 1
%
4 n
I
3220
AGENDA ITEM NO. 17.

Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:

JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time Left Thru Right Trucks Left Thru Right Trucks Left Thru Right Trucks Left Thru Right Trucks 7:00 AM - 7:15 AM 7 0 11 0 0 0 0 0 0 75 13 1 9 84 0 3
7:15 AM - 7:30 AM 15 0 15 2 0 0 0 0 0 92 17 3 13 97 0 4 7:30 AM - 7:45 AM 1 0 22 0 0 0 0 0 0 116 28 3 26 100 0 4 7:45 AM - 8:00 AM 5 0 25 1 0 0 0 0 0 134 21 4 34 109 0 2 8:00 AM - 8:15 AM 11 0 21 0 0 0 0 0 0 111 21 1 10 111 0 0 8:15 AM - 8:30 AM 7 0 5 0 0 0 0 0 0 92 21 6 10 116 0 0
8:30 AM - 8:45 AM 8 0 3 0 0 0 0 0 0 82 11 1 8 102 0 3
8:45 AM - 9:00 AM 6 0 7 0 0 0 0 0 0 68 14 2 4 99 0 0
TOTAL 60 0 109 3 0 0 0 0 0 770 146 21 114 818 0 16
Time Left Thru Right Trucks Left Thru Right Trucks Left Thru Right Trucks Left Thru Right Trucks 4:00 PM - 4:15 PM 7 0 10 0 0 0 0 0 0 121 11 1 8 90 0 2
4:15 PM - 4:30 PM 12 0 6 1 0 0 0 0 0 136 12 0 7 105 0 0 4:30 PM - 4:45 PM 11 0 6 1 0 0 0 0 0 123 5 0 12 104 0 0 4:45 PM - 5:00 PM 15 0 7 0 0 0 0 0 1 143 13 0 7 94 0 0
5:00 PM - 5:15 PM 9 0 25 0 0 0 0 0 0 151 19 0 14 102 0 0 5:15 PM - 5:30 PM 15 0 9 0 0 0 0 0 0 166 18 0 8 87 0 0
5:30 PM - 5:45 PM 6 0 8 0 0 0 0 0 1 129 15 0 9 112 0 1
5:45 PM - 6:00 PM 9 0 6 0 0 0 0 0 1 119 26 2 7 105 0 0
TOTAL 84 0 77 2 0 0 0 0 3 1088 119 3 72 799 0 3
PEAK HOUR Left Thru Right Trucks Left Thru Right Trucks Left Thru Right Trucks Left Thru Right Trucks 7:30 AM - 8:30 AM 24 0 73 1 0 0 0 0 0 453 91 14 80 436 0 6 4:45 PM - 5:45 PM 45 0 49 0 0 0 0 0 2 589 65 0 38 395 0 1 PHF Trucks PHF
AM 0.882 1.8%
PM 0 0 0 #####
PM 0.924 0.1%
AM 0 0 0 #####
PHF 0.891 0.877
AM PM
Uturns
20 00
589 453 436 395
65 91 80 38
PM AM
PHF

0.902 0.895 PHF

0.758 24 0 73 AM

0.691 45 0 49 PM
Southbound
Southbound Eastbound
Northbound Westbound
Northbound Eastbound Westbound

Page 1 of 3 ends

Shepherd Ave Shepherd Ave
Northbound Westbound
Turning Movement Report
Southbound
Shepherd Ave @ Peach Ave
Fresno
Tuesday, February 4, 2020 Clear
Eastbound

36.8667
-119.7201
1P
Metro Traffic Data Inc.

North
A
3221
AGENDA ITEM NO. 17.

Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:

JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:00 AM - 7:15 AM 0000000000000000
7:15 AM - 7:30 AM 0000000000000000
7:30 AM - 7:45 AM 0000000000000000
7:45 AM - 8:00 AM 0000000100000000
8:00 AM - 8:15 AM 0000000000000000
8:15 AM - 8:30 AM 0000000000000000
8:30 AM - 8:45 AM 0000000000000000
8:45 AM - 9:00 AM 0000000000000000
TOTAL 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 4:00 PM - 4:15 PM 0000000000000000
4:15 PM - 4:30 PM 0000000200000100
4:30 PM - 4:45 PM 0000000000010000
4:45 PM - 5:00 PM 0000000100000000
5:00 PM - 5:15 PM 0000000100000000
5:15 PM - 5:30 PM 0000000000000000
5:30 PM - 5:45 PM 0000000000000000
5:45 PM - 6:00 PM 0000000000000000
TOTAL 0 0 0 0 0 0 0 4 0 0 0 1 0 1 0 0
PEAK HOUR Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:30 AM - 8:30 AM 0000000100000000
4:45 PM - 5:45 PM 0000000200000000
Bikes Peds Peds <>
AM Peak Total 01 PM 0 0 0 0
PM Peak Total 0 2 AM 0000 Peds <>
00 AM PM
00 00
00 00
00 00
PM AM
Peds <>
00 Peds <>
1000 AM
2 0 0 0 PM
Westbound Bikes W.Leg
Peds
0 Shepherd Ave Shepherd Ave
Peach Ave Page 2 of 3
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Turning Movement Report
Shepherd Ave @ Peach Ave 36.8667
Fresno -119.7201
Tuesday, February 4, 2020 Clear
1P
Metro Traffic Data Inc.

North
A
3222
AGENDA ITEM NO. 17.

Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:

JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks 7:00 AM - 7:15 AM 12 17 0 0 1 12 18 3 2 1 4 65 16 9 1 4 56 19 7 3 7:15 AM - 7:30 AM 15 31 4 1 0 23 43 3 0 1 2 92 14 4 3 15 78 16 7 2 7:30 AM - 7:45 AM 19 40 8 3 1 24 40 7 5 2 5 90 20 5 1 18 133 42 23 1 7:45 AM - 8:00 AM 29 28 7 2 0 30 34 4 2 1 5 120 31 4 2 19 149 38 21 3 8:00 AM - 8:15 AM 36 33 16 1 1 31 46 3 2 1 7 109 36 4 4 43 129 35 14 3 8:15 AM - 8:30 AM 45 45 8 2 4 29 45 5 3 4 4 97 24 3 5 32 122 46 21 5 8:30 AM - 8:45 AM 23 29 12 3 0 29 33 1 0 4 2 103 13 0 3 10 100 17 10 0 8:45 AM - 9:00 AM 19 17 4 1 2 20 36 2 0 1 3 80 14 0 0 3 96 23 6 2 TOTAL 198 240 59 13 9 198 295 28 14 15 32 756 168 29 19 144 863 236 109 19 Time Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks 4:00 PM - 4:15 PM 22 37 10 2 0 25 35 0 0 5 7 112 15 2 4 4 108 29 11 1 4:15 PM - 4:30 PM 15 28 9 1 2 21 41 1 0 1 11 115 15 2 2 19 98 28 7 1 4:30 PM - 4:45 PM 19 31 8 1 0 28 33 2 2 1 4 123 13 2 2 8 103 24 7 2 4:45 PM - 5:00 PM 24 36 14 2 1 20 48 2 0 0 5 130 19 4 0 6 112 29 11 0 5:00 PM - 5:15 PM 22 32 12 2 1 19 31 2 1 1 3 124 13 2 1 12 108 26 11 0 5:15 PM - 5:30 PM 40 42 8 0 1 19 51 3 2 1 7 140 16 3 1 19 131 40 20 0 5:30 PM - 5:45 PM 34 40 20 3 0 25 43 2 0 0 7 94 29 4 1 19 93 28 8 1 5:45 PM - 6:00 PM 23 47 10 0 0 25 41 9 4 0 2 126 28 2 0 14 115 28 16 0 TOTAL 199 293 91 11 5 182 323 21 9 9 46 964 148 21 11 101 868 232 91 5 PEAK HOUR Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks 7:30 AM - 8:30 AM 129 146 39 8 6 114 165 19 12 8 21 416 111 16 12 112 533 161 79 12 5:00 PM - 6:00 PM 119 161 50 5 2 88 166 16 7 2 19 484 86 11 3 64 447 122 55 1 PHF Trucks
AM 0.938 1.9% PM 7 16 166 88 0.9
PM 0.883 0.4%
PM AM
AM 12 19 165 114 0.931
AM PM

0.903 0.878 PHF
(RTOR) PHF
(RTOR) 79 55
19 21 161 122
484 416 533 447
86 111 112 64
11 16 (RTOR) PHF 0.973 0.833

PHF (RTOR)
AM 0.801 129 146 39 8
PM 0.878 119 161 50 5

Page 1 of 3 ends

Shepherd Ave
Minnewawa Ave
Eastbound Westbound
Turning Movement Report
Minnewawa Ave @ Shepherd Ave
Fresno
Thursday, November 2, 2023 Clear

36.8666
-119.7111
Northbound Southbound
Northbound Southbound Eastbound Westbound
Northbound Southbound Eastbound Westbound
Shepherd Ave
Minnewawa Ave
1 HHHM 1 bdME
North
Wb
Metro Traffic Data Inc.
3223
AGENDA ITEM NO. 17.

Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:

JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:00 AM - 7:15 AM 0000000000000000
7:15 AM - 7:30 AM 0001000000000100
7:30 AM - 7:45 AM 0000000000000000
7:45 AM - 8:00 AM 0000000000000000
8:00 AM - 8:15 AM 0000000000000000
8:15 AM - 8:30 AM 0000000000000000
8:30 AM - 8:45 AM 0000000000000000
8:45 AM - 9:00 AM 0000000000100010
TOTAL 0 0 0 1 0 0 0 0 0 0 1 0 0 1 1 0
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 4:00 PM - 4:15 PM 0000000001000000
4:15 PM - 4:30 PM 0000000000000000
4:30 PM - 4:45 PM 0000001000000000
4:45 PM - 5:00 PM 0000010000000000
5:00 PM - 5:15 PM 0000200001000000
5:15 PM - 5:30 PM 0000010001100100
5:30 PM - 5:45 PM 0000000000100000
5:45 PM - 6:00 PM 0010000000000000
TOTAL 0 0 1 0 2 2 1 0 0 3 2 0 0 1 0 0
PEAK HOUR Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:30 AM - 8:30 AM 0000000000000000
5:00 PM - 6:00 PM 0010210002200100
Bikes Peds Peds <>
AM Peak Total 00 PM 0 1 2 0
PM Peak Total 9 0 AM 0000 Peds <>
00 AM PM
00 00
20 01
20 00
PM AM
Peds <>
00 Peds <>
0000 AM
0 0 0 1 PM
Westbound Bikes W.Leg
Peds
Minnewawa Ave
Shepherd Ave Shepherd Ave
Minnewawa Ave Page 2 of 3
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Turning Movement Report
Minnewawa Ave @ Shepherd Ave 36.8666
Fresno -119.7111
Thursday, November 2, 2023 Clear
(
1P
—LF
Metro Traffic Data Inc.

North
A
3224
AGENDA ITEM NO. 17.

Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:

JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks 7:00 AM - 7:15 AM 23 4 9 2 2 6 8 0 0 0 2 48 27 5 1 8 56 2 1 3 7:15 AM - 7:30 AM 14 6 4 0 0 4 14 10 6 0 1 88 28 5 3 13 81 4 0 4 7:30 AM - 7:45 AM 39 13 14 1 1 5 9 9 5 1 5 75 32 1 2 22 145 0 0 2 7:45 AM - 8:00 AM 51 11 12 3 3 6 9 10 8 0 14 108 49 9 2 27 143 3 1 2 8:00 AM - 8:15 AM 37 6 7 1 1 7 12 2 4 0 20 107 32 7 4 23 155 1 0 3 8:15 AM - 8:30 AM 36 8 8 1 1 3 8 6 5 0 11 77 35 3 8 28 137 2 0 4 8:30 AM - 8:45 AM 27 8 20 1 1 3 3 4 3 0 10 102 39 5 8 9 87 2 1 2 8:45 AM - 9:00 AM 30 5 4 0 0 5 8 4 3 1 13 67 26 7 0 16 78 1 0 1 TOTAL 257 61 78 9 9 39 71 45 34 2 76 672 268 42 28 146 882 15 3 21 Time Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks 4:00 PM - 4:15 PM 51 4 13 6 1 4 11 6 4 0 11 94 26 14 4 9 79 0 0 3 4:15 PM - 4:30 PM 35 11 9 6 1 1 4 1 1 0 12 119 20 4 4 22 104 1 1 1 4:30 PM - 4:45 PM 41 18 15 6 1 1 7 6 1 0 11 101 30 6 2 13 92 2 0 1 4:45 PM - 5:00 PM 47 9 15 6 0 3 6 4 3 1 14 108 27 5 0 14 99 0 0 0 5:00 PM - 5:15 PM 30 12 15 10 0 2 3 4 2 0 11 91 35 3 3 13 102 1 1 1 5:15 PM - 5:30 PM 58 13 15 11 0 1 8 9 7 0 11 123 31 2 1 22 116 8 2 2 5:30 PM - 5:45 PM 46 17 12 5 1 5 5 4 4 0 10 101 32 7 0 18 106 2 0 1 5:45 PM - 6:00 PM 48 14 6 5 0 5 9 5 5 0 8 101 38 2 0 17 87 2 0 0 TOTAL 356 98 100 55 4 22 53 39 27 1 88 838 239 43 14 128 785 16 4 9 PEAK HOUR Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks 7:30 AM - 8:30 AM 163 38 41 6 6 21 38 27 22 1 50 367 148 20 16 100 580 6 1 11 4:45 PM - 5:45 PM 181 51 57 32 1 11 22 21 16 1 46 423 125 17 4 67 423 11 3 4 PHF Trucks
AM 0.891 2.2% PM 16 21 22 11 0.75
PM 0.866 0.7%
PM AM
AM 22 27 38 21 0.86
AM PM

0.9 0.826 PHF
(RTOR) PHF
(RTOR) 13
46 50 6 11
423 367 580 423
125 148 100 67
17 20 (RTOR) PHF 0.958 0.858

PHF (RTOR)
AM 0.818 163 38 41 6
PM 0.84 181 51 57 32

Page 1 of 3 ends

Shepherd Ave
Clovis Ave
Eastbound Westbound
Turning Movement Report
Clovis Ave @ Shepherd Ave
Fresno
Thursday, November 2, 2023 Clear

36.8666
-119.7021
Northbound Southbound
Northbound Southbound Eastbound Westbound
Northbound Southbound Eastbound Westbound
Shepherd Ave
Clovis Ave
1 HHHM 1 bdME
North
Wb
Metro Traffic Data Inc.
3225
AGENDA ITEM NO. 17.

Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:

JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:00 AM - 7:15 AM 0000000000010100
7:15 AM - 7:30 AM 0000000000000102
7:30 AM - 7:45 AM 0000000000000000
7:45 AM - 8:00 AM 1000010000000002
8:00 AM - 8:15 AM 0000000000000000
8:15 AM - 8:30 AM 0000000000000000
8:30 AM - 8:45 AM 0000000000000000
8:45 AM - 9:00 AM 0000000000000100
TOTAL 1 0 0 0 0 1 0 0 0 0 0 1 0 3 0 4
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 4:00 PM - 4:15 PM 0000000001020000
4:15 PM - 4:30 PM 0000000000000000
4:30 PM - 4:45 PM 0000000000000001
4:45 PM - 5:00 PM 0000000000000000
5:00 PM - 5:15 PM 0000000002000000
5:15 PM - 5:30 PM 0000000001010100
5:30 PM - 5:45 PM 0000000000000001
5:45 PM - 6:00 PM 0000000000021000
TOTAL 0 0 0 0 0 0 0 0 0 4 0 5 1 1 0 2
PEAK HOUR Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:30 AM - 8:30 AM 1000010000000002
4:45 PM - 5:45 PM 0000000003010101
Bikes Peds Peds <>
AM Peak Total 22 PM 0 0 0 0
PM Peak Total 4 2 AM 0100 Peds <>
12 AM PM
00 00
30 01
00 00
PM AM
Peds <>
01 Peds <>
0100 AM
0 0 0 0 PM
Westbound Bikes W.Leg
Peds
Clovis Ave
Shepherd Ave Shepherd Ave
Clovis Ave Page 2 of 3
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Turning Movement Report
Clovis Ave @ Shepherd Ave 36.8666
Fresno -119.7021
Thursday, November 2, 2023 Clear
(
1P
—LF
Metro Traffic Data Inc.

North
A
3226
AGENDA ITEM NO. 17.
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 App | C
(559) 570-8991
Appendix C: Traffic Modeling
3227
AGENDA ITEM NO. 17.
(Licensed to JLB Traffic Engineering, Inc)
AM, PM and Daily Volumes
Base Year 2019 No Project
Clovis and Perrin Residential TIA
2 0
0 0
0 2
23 17
24 29
270
264
7 2
3 5
53 55
2 2
2 3
23 23
13 6
7 10
99 97
10 6
8 11
101
96 387
117
273
425
3789
3822 40
2 10
1 2
31 0
0 0
0 0
0 6
8 11
8 97
103
8 6
6 9
91 85
49 23
27 187
422
799
33 188
80 114
1248
1617
7 8
12 11
108
109
1 0
1 0
2 1
0 2
0 0
2 1
0 3
0 6
2 48
4 0
4 0
364
0 6
10 7
7 90
103
5 35
96 21
42 55
34 525
512
0 41
11 9
151
83 959
42 16
1 4
0 5
35 4
2 32
30 149
939
11 49
34 477
3 1
23 199 2
8 5
5 22
73 249
817
151
142
78 1095
235
17 2
5 28
170
195
2 31
31 213
18 679
269
148
2426
2526
194
98 160
116
1504
60 6
4 0
0 47
584
187
102
135
210
1683
1744
44 23
333
92 12
54 94
737
282
22 0
431
23 1
8 69
232
286
2645
2812
28 58
62 52
567
721
30 20
310
0 0
0 0
0 1
0 0
0 0
1 2
Peach
Peach
19 63
42 57
360
504
Peach
Peach
19 63
42 57
360
504
Sugar Pine
Sugar Pine
0 0
0 0
0 0
Sh
n
epherd
495
491
5560
S
Pi
h
ne
e
pherd
358
645
622 2
47 1
Shepherd
Shepherd
507
437
2 554
6235 2
464 60
04 18
652675
1109
Willow
Willow
1150
816
9845
1296
11188
Old T Willowown
Old T Willowown
0 0
0 0
0 0
11570
1168
1324
Willow
Willow
1188
1212
10533
64 75
Shepherd
Shepherd
860
614
947
610533 10
9608 10533 7748
0 0
0 0Willow
0 0 1188
errin
errin
402
317
269
440
2760
3400
Perrin
348
132
1589
Wil ol w
Wil ol w
1014
1101
866
841
8611
9522
Behymer
39 134
981 Wil ol w
1016
748
7838
Sugar Pine
Su w
gar
oll
Pine
W
0 0 0
0 10
4 0
80 83
Behymer
Behymer
4 40
7 7
62 123
Perrin
Perrin
0 0
0 0
0 0
Perrin
Perrin
0 0
0 0
0 0
Behymer
Behymer
7 53
15 12
117
186
Behymer
Behymer
7 53
15 12
117
186
Shepherd
613
826
7289
Perrin
Perrin
1 0
1 0
2 1
M ni newawa
M ni newawa
428
515
441
597
4843
4459
515
441
428
596
4458
4841
Behymer
Behymer
5 7
3 7
53 51
Behymer
Behymer
11 49
14 14
112
180
M ni newawa
M ni newawa
432
510
590
415
4750
4377
Minnewawa
Minnewawa
390
505
584
406
4630
4327
Willow
319
596
4353
nt rnation
Internation
6 167
126
135
32 576
Internation
Internation
5 167
126
135
31 575
Peach
Peach
0 0
0 0
0 0
Internation
Internation
5 167
126
135
31 575
Internation
Internation
5 166
124
133
16 559 Minnewawa
Minnewawa
234
514
447
275
4020
4265
M ni newawa
M ni newawa
382
502
580
399
4572
4274
Wil ol w
1109
816
0 9845
Perrin
137
357
2112
Wil ol w
Wil ol w
1212
1324
1225
1051
11149
11509
Willow
Willow
1337
1238
1133
1185
11712
12594 Perrin
348
132
1589
Perrin
137
357
2112
Wil ol w
Wil ol w
1188
1324
1212
1168
10533
11570
Peach
Peach
504
19 63
42 57
360
Shepherd
697
909
8446
Behymer
113
71 890
2 Behymer
113
71 890
Shepherd
605
588
7113
SuWillow
gar Pine
Su1324
gWillow ar Pine
0 Willow 1188
0 1168 1324
0 1188 1212
0 1188
0 1168 11570
01212 10533
0 11570
Shepherd
584
596
6931
Shepherd
701
882
8182
0 0
0 Behymer
39 134
981
Shepherd
701
882
8182
390
536
390
536
5749
626
483
5784
4950
4910
Minnewawa
390
536
5749
390
536
5749
M ni newawa
626
483
5784
Sugar Pi
Sugar Pi
0 0
0 0
0 0
327
594
5211
Internation
180
185
2048 Wil ol w
327
594 325212611
Wil ol w
880
499
4849
Willow
970
506
6256
Wneillow
993
7 4
86 9
8 13
778 3
Willow
6256
506
970
Internation
259
185
2042
SugarWP niilloe
Sugar P ni e
0 0
0 0
0 0
Internation
259
185
2042
Internation
16256 80506
185506
2048
S
Wil ol w
993
786
8778
Shepherd
729
896
8570
Shepherd
729
896
8570 504
Willow
1150
1296
11188
Willow
1129
1297
11180
860
947
9608
614
610
7748
Shepherd
616
613
7092
Shepherd
616
613
7092
Shepherd
584
596
6931 Minnewawa
Minnewawa
446
522
599
431
4892
4523
40 24
288
Shepherd
657
655
6443
626
rd
4 0183
phe
58 778
he4
erd
0 6
506
970
256
17 73
158
Perrin
Perrin
0 0
0 0
0 0
Internation
Internation
5 167
126
135
31 575
Behymer
Behymer
7 53
15 12
117
186
Minnewawa
Minnewawa
441
515
596
428
4841
4458
327
594
In
5211
ter
Wi
e
ll
n
o
i
w
P
327
594
5211
3228
AGENDA ITEM NO. 17.
(Licensed to JLB Traffic Engineering, Inc)
AM, PM and Daily Volumes
Base Year 2019 No Project
Clovis and Perrin Residential TIA
10 6
8 11
101
96 8
6 6
9 91
85 2
0 1
0 3
0 6
2 48
4 0
4 0
36 4
0 6
10 7
7 90
103
90 30
61 149
820
939
11 49
3 34
47 477
319
112
151
23 2
3 110 7 1997 2
8 5
5 22
73 249
817
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 40
188
152
77 1127 0
1136
44 3
13 37
214
201
7 0
5 19
3 6
13 112 2
108
26 146
131
59 894
864
84 156
54 1176
155
1160
2 3
1 1
5 5
18 13
16 24
204
214
0 0
0 0
0 1
wa
Shepherd
613
826
7289
Perrin
Perrin
1 0
1 0
2 1
M ni newawa
M ni newawa
428
515
441
597
4843
4459
515
441
428
596
4458
4841
Behymer
Behymer
5 7
3 7
53 51
Behymer
Behymer
11 49
14 14
112
180
M ni newawa
Minnewawa
432
510
590
415
4750
4377
Minnewawa
Minnewawa
390
505
584
406
4630
4327
nternation
nternation
5 166
124
133
16 559 Minnewawa
M ni newawa
234
514
447
275
4020
4265
M ni newawa
M ni newawa
399
502
382
580
4572
4274
Sunnyside
Sunnyside
1 51
61 162
140
707
78 Clovis
3 42
159
1209
598
798
6946
Sunnyside
Sunnyside
51 161
162
140
707
783
Sunnys di e
Sunnys di e
161
51 184 8
0 162
758
9 79
3 707
1598
un
723
7 61
9 6
y
1 8
ys
711
694
de6
6323
S
S
hepherd
Shepherd
5517
1 651
6 1 59
62 620
6445
5882
Sunnys di e
S
3 un
1 ny
23s di e
6548
7156
63 20155
82 84
1160
1176
Sunnyside
Sunnyside
1 54
56 155
84 1160
1176
Sunnyside
Sunnyside
54 156
155
84 1160
1176
Fow el r
Fow el r
84 174
195
61 956
1255
Fow el r
Fow el r
84 174
195
61 956
1255
61 84 Fowler
Fowler
15 35
14 27
182
189
Shepherd
Shepherd
5157
635
6 25
49 61
616
63 178
5812
Fowler
Fowler
14 35
27 15
182
189
Fowler
Fowler
18 35
18 34
233
241
Fowler
Fowler
15 31
11 27
182
189
Behymer
Behymer
5 7
3 7
53 51
Interna
Interna
11 31
27 15
182
190
rd
d Shepherd
701
882
8182
390
536
wa
390
536
5749
626
483
5784
ue
258
138
1142
Teague
149
188
962
42 Clovis
42 159
1209
Fowler
Fowler
1255
61 174
84 195
956
Enterprise
Enterprise
0 112
063
0 112
0 125
6 25
04250
0 1057
Shepherd
593
800
7009 Minnewawa 390 536
5749
598
798
6946
C ol vis
190
84 1218
390
536
5749
Minnewawa
626
483
5784
C6l
9 ovis
190
84 1218
Clo 5
v si
9 7
19 98
0 84
1218
Clov si
213
117
d865
213
117
865
C ol vis
213
117
865
Clovis
213
117
865
C ol vis
213
117
865
Clovis
865
117
213
42 Shepherd
584
596
6931 Minnewawa
Minnewawa
446
522
599
431
4892
4523
Shepherd
700
684
6776
Shepherd
598
798
6946
Shepherd
723
711
6323
40 24
288
Shepherd
657
655
6443
2 0
0 0
62 erd6
0148
ph3
5778
he4
Shepherd
Shepherd
517
651
659
620
6 108445
5882
Shephe
436
678
6004
Shepher
622
524
5731
Behymer
Behymer
5 7
3 7
53 51
Clovis
Clov
4 is
0 4
0 36
0 rd4
4 Minnewawa
Minnewawa
441
515
596
428
14841
4458
3229
AGENDA ITEM NO. 17.
(Licensed to JLB Traffic Engineering, Inc)
AM, PM and Daily Volumes
Base Year 2019 plus Project
Clovis and Perrin TIA
2 0
0 0
0 2
22 14
18 24
267
255
7 3
5 3
44 48
3 2
2 3
26 23
11 7
7 13
90 92
11 6
7 14
109
105
443
125
260
450
3902
3944 52
4 7
2 6
48 0
0 0
0 0
0 5
9 13
8 91
96 10
4 9
12 93
87 158
31 36
184
468
818
27 107
79 116
1311
1652
7 8
13 13
102
103
1 0
0 0
3 0
0 0
0 0
1 3
1 2
1 7
3 47
4 0
3 0
38 0
5 7
10 5
85 95
24 56
51 36
522
518
2 1
9 9
8 52
40 4
0 28
37 39
469
2 9
4 6
23 71
253
792
12 3
61 2
22 161
15 408
172
103
1559
1622
116
163
1493
53 48
523
219
116
135
200
1617
1758
91 24
49 94
706
310
26 2
1 04
253
308
2876
3042
36 68
65 46
605
764
0 0
0 0
0 1 0
0 1
25 69
66 46
700
683
15 4
10 693046
81 64
h
h Peach
Peach
56 50
55 28
349
537
r Pine
r Pine
0 0
0 0
0 0
Sh
n
epherd
544
511
5762
9 0
6 0
S
Pi
h
ne
epherd
449
546
6 35 325
Shepherd
Shepherd
545
506
571
525 2
18 06201
0 6 5739 7
76 1023
Willow
Willow
775
999
9581
1248
10793
Old T Willowown
Old T Willowown
0 0
0 0
0 0
1129
1280
Willow
Willow
1086
1253
9622
10834
6 Shepherd
Shepherd
850
640
984
614
9522
79622 696
0 0
0 0Willow
0 0 1086
Perrin
297
149
1641
Willow
Willow
757
1053
828
777
7712
8786
Behymer
38 132
934
Wil ol w
750
706
6977
Sugar P ni e
Su w
gar
oll
P ni e
W
0 0
5 0
00 0
0 60 97
Behymer
Behymer
5 27
9 6
78 123
Perrin
Perrin
0 0
0 0
0 0
Perrin
Perrin
0 0
0 0
0 0
Behymer
Behymer
8 36
20 11
152
198
Behymer
Behymer
8 36
20 11
152
198
Shepherd
698
857
7084
Perrin
Perrin
1 0
0 0
3 0
Minnewawa
Minnewawa
377
467
460
580
4800
4354
439
3 64
74 377
34630
6 6930
930
4353
46 4
36 Behymer
Behymer
4 5
5 5
55 54
Behymer
Behymer
11 36
17 14
146
195
Minnewawa
Minnewawa
362
467
450
574
4706
4270
Minnewawa
Minnewawa
421
461
567
351
4584
4198
Willow
407
558
4325
Internation
Internation
4 259
46 96
44 521
Internation
Internation
4 259
46 96
42 519
Peach
Peach
0 0
0 0
0 0
Internation
Internation
4 259
46 96
42 519
Internation
Internation
3 256
44 95
29 502
Minnewawa
Minnewawa
173
471
469
298
4024
4115
M ni newawa
M ni newawa
414
459
564
341
4518
4135
llow
023
775
581
Perrin
93 467
1990
Wil ol w
Wil ol w
1002
1288
1266
1022
10253
10879
Wil ol w
Wil ol w
1148
1230
1074
1148
11002
11977
Perrin
297
149
1641
Perrin
93 467
1990
Willow
Willow
1086
1280
1253
1129
9622
10834
Peach
Peach
537
28 50
56 55
349
Shepherd
794
949
8384
Behymer
126
63 852
Behymer
126
63 852
Shepherd
627
604
7091
SuWillow
gar Pine
Su1280
gWillow ar Pine
0 Willow 1086
0 1129 1280
0 1086 1253
0 1129 10834
01253 9622
0 10834
Shepherd
620
614
6879
Shepherd
796
916
8144
0 0
0 Behymer
38 132
934
Shepherd
796
916
8144
01 09
4 0
10 Minnewawa
401
509
5776
401
509
5776
Minnewawa
652
484
5838
Sugar
Suga
0 0
0 r
0 0
0 330
594
5235
Internation
175
165
1959
Willow
330
594
445235
Wil ol w
805
464
5008
Willow
917
541
6421
Wne illow
937
7 2
27 98
3 0 18
38 38
Wil ol w
64 541
917
21 Internation
240
175
1933
Sugar WP niilloe
Sugar P ni e
0 0
0 0
0 0
Internation
240
175
1933
Internation
1 2715
1 541
6645 541
1959
S
Willow
937
727
8088
Shepherd
810
940
8524
Shepherd
810
940
8524
Willo
99 124
1079
850
984
9522
640
614
7696
Shepherd
650
621
7042
Shepherd
650
621
7042
Shepherd
620
614
6879
Minnewawa
M ni newawa
391
501
432
415
5257
4966
42 23
275
Shepherd
662
547
6172
652
rd
4 9684
he
59 783
hep8
917
541
6421
Perrin
Perrin
0 0
0 0
0 0
43 10
81 Internation
Internation
4 259
46 96
42 519
Behymer
Behymer
8 36
20 11
152
198
Minnewawa
Minnewawa
389700
497
425
700
413
5212
4911
330
5In94
5 te235
Wi
e
l ol
i
w
P
330
594
5235
3230
AGENDA ITEM NO. 17.
(Licensed to JLB Traffic Engineering, Inc)
AM, PM and Daily Volumes
Base Year 2019 plus Project
Clovis and Perrin TIA
4 3
3 5
34 33
21 7
9 19
145
139
11 6
7 14
109
105
3 1
10 4
9 12
93 87
0 0
0 0
1 3
1 2
1 7
3 47
4 0
3 0
7 38
47 0
5 7
10 5
85 95
12 28
50 137
776
964
12 37
2 39
48 469
309
110
133
24 1
7 990 8 1893 2
9 4
6 23
71 253
792
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 39
168
142
69 10320
0 1034
40 3
15 36
219
190
4 34
8 9
7 169
19 3
5 12
104 19
103
19 136
119
52 834
819
100
156
65 1237
154
1238
0 1
0 0
2 3
19 14
16 26
205
211
0 0
0 0
0 0
25 69
66 46
700
683
15 69 4
10 30
81 64
wawa
2 7
70 Shepherd
698
857
7084
Perrin
Perrin
1 0
0 0
3 0 Minnewawa
Minnewawa
377
467
460
580
4800
4354
439
3 6430
74 69 377
369
4 4353
4636 Behymer
Behymer
4 5
5 5
55 54
Behymer
Behymer
11 36
17 14
146
195
Minnewawa
M ni newawa
450
467
574
362
4706
4270
Minnewawa
Minnewawa
421
461
567
351
4584
4198
Internation
Internation
3 256
44 95
29 502 Minnewawa
M ni newawa
173
471
469
298
4024
4115
M ni newawa
Minnewawa
414
459
564
341
4518
4135
Minnew
Minnew
169
467
465
295
3193992
408
de
de
Sunnyside
Sunnyside
2 69
52 178
190
711
785
C ol vis
43 168
1119
697
832
6836
Sunnyside
Sunnyside
69 252
178
190
711
785
Sunnys di e
Sunnys di e
252
69 1
6979
8320
178
78697
832
5 711
6 2
97 nn
747
8 52
3 5
y
2 2
ys
775
683
de6
6280
S
Su
hepherd
Shepherd
56 23
1 663
6 9 47
78 657
6322
5841
Sunnyside
S
47un
5ny
80side
6565
1 756
62 1
7 54
41 100
1238
1237
Sunnyside
Sunnyside
1 65
56 154
100
1238
1237
Sunnyside
Sunnyside
65 156
154
100
1238
1237
wler
wler
0 8
9 8
16 48
21 Fowler
Fow el r
107
163
227
73 1049
1308
Fow el r
Fow el r
107
163
227
73 1049
1308
Fowler
Fowler
17 31
13 30
181
190
Shepherd
Shepherd
5283
647
6 3040 73
656
6257
5776
Fowler
Fowler
13 31
30 17
181
190
Fowler
Fowler
22 35
18 35
236
246
Fowler
Fowler
17 31
12 30
181
190
Behymer
Behymer
4 5
5 5
55 54
Internatil
Internatil
12 31
30 17
181
190
pherd
620
614
879
pherd
796
16 144
Shepherd
796
916
8144
401
509
wawa
51 3
6 2
5 401509
5776
652
484
5838
ue
Teague
163
66 1
8 0
0 31
3 Teague
Teague
70 142
8 0 86
43 Clovis
43 168
1119
FowlerFowler
73 163107227
13081049
Enterprise1308
Enterprise
0 104
0 1
62 0
5 030
6 30
04300
0 203
Shepherd
668
832
6820 Minnewawa 401 509
5776
697
832
6836
C ol vis
172
95 1121
401509
5776S
Minnewawa
652
484
5838
C6lo
8 vis 3172 6
95 1121
Clov si697
172
95 1121
C ol vis
142
d
7 67
89 142
7 67
89 C ol v si
142
67 789
Clovis
142
67 789
67 C ol vis
142
7 67
89 142
7 67
89 67
43 Shepherd
620
614
6879 Minnewawa
Minnewawa
391
501
432
415
5257
4966
Shepherd
706
576
6491
Shepherd
697
832
6836
Shepherd
747
775
6280
42 23
275
Shepherd
662
547
61732
65 er2
79648796
ph4
583
She
8 Shepherd
Shepherd
523
663
647
657
6 10332
122
5841
Shepherd
449
654
5832
Shepherd
611
529
5601
Behymer
Behymer
4 5
5 5
55 54
Clovis
Clovis
43 90
10 0
241
81 224
Clovis
Clovis
48 90
13 241
119
224
Minnewawa
Minnewawa
3 70089
497
4 700 25
413
95212
4911
3231
AGENDA ITEM NO. 17.
(Licensed to JLB Traffic Engineering, Inc)
AM, PM and Daily Volumes
Base Year 2019 plus Project - Select Zone
Clovis and Perrin TIA
0 0
0 0
0 0
0 0
0 0
0 0
2 0
0 0
0 1
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
1 0
0 0
0 0
0 0
21 1
2 1
3 22
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
1 1
0 1
7 8
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
1 1
0 0
0 0
0 0
0 0
0 0
3 4
0 1
1 3
7 0
2 0
0 12
13 0
1 0
0 4
6 0
0 0
0 4
1 1
0 1
1 10
10 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
25 69
66 46
700
683
15 4
10 6930
46 81
64 Peach
Peach
0 1
0 3
1 7
1 e
e
hepherd
3 14
81 e
epherd
8 7
112
Shepherd
Shepherd
3 10
15 9 10
900 112
101
Willow
Willow
76 0
4 6
8 144
Old T Willowown
Old T Willowown
0 0
0 0
0 0
Willow
Willow
8 0
0 0
0 5
Shepherd
Shepherd
8 13
23 9
243
202
3 9Willow
0 0
0 0
0 0
Perrin
0 0
0 Willow
Willow
1 0
1 0
0 0
Behymer
0 0
3 Wil ol w
2 0
13 Sugar Pine
Su w
gar
oll
Pine
W
0 0
2 0
0 0
0 0
3 Behymer
Behymer
0 3
1 0
13 17
Perrin
Perrin
0 0
0 0
0 0
Perrin
Perrin
0 0
0 0
0 0
Behymer
Behymer
1 5
4 1
37 39
Behymer
Behymer
1 5
4 1
37 39
Shepherd
3 1
17 Perrin
Perrin
0 0
0 0
0 0
Minnewawa
Minnewawa
6 2
8 4
61 63
2 8 64
6 4 64 6930
61 466330
4 46
Behymer
Behymer
0 0
0 0
0 0
Behymer
Behymer
1 5
4 1
38 40
Minnewawa
Minnewawa
6 2
8 3
61 63
Minnewawa
Minnewawa
2 1
3 2
23 23
Willow
0 0
0 1
2 1
1 8
Internation
Internation
1 2
1 1
8 12
Internation
Internation
1 2
1 1
8 12
Peach
Peach
0 0
0 0
0 0
Internation
Internation
1 2
1 1
8 12
Internation
Internation
1 2
1 1
8 12
Minnewawa
Minnewawa
1 0
0 1
14 10
M ni newawa
M ni newawa
2 1
2 2
23 23
Perrin
0 0
0 Wil ol w
Wil ol w
4 0
0 0
0 4
Willow
Willow
4 0
0 0
0 4
Perrin
0 0
0 0
0 0
0 0
Perrin 0
0 0
0 Willow
Willow
8 0
0 0
0 5
Peach
Peach
0 1
0 3
11 7
Shepherd
9 27
261
hymer
0 0
2 Behymer
0 0
2 Shepherd
15 10
217
9 SuWillow
gar Pine
SuWillow
gar Pine
0 Willow
0 0
0 0
0 0
5 0
Shepherd
15 10
221
Shepherd
10 27
264
0 0
0 Behymer
0 0
3 Shepherd
10 27
264
Minnewawa
14 33
374
14 33
374
Minnewawa
3 31
42 80
Su
Su
0 0
0 ternation
1 1
8 Willow
0 0
0 Wil ol w
0 0
0 Willow
0 0
0 We illow
12 0
0 0
Wil ol w
0 0
0 Internation
2 1
12 Sugar WP niilloe
Sugar P ni e
0 0
0 0
0 0
ternation
2 1
12 Internation
1 1
0 8
S
Wil ol w
1 0
0 2
Shepherd
9 24
250
Shepherd
9 24
250
8 23
243
13 9
202
Shepherd
14 10
210
Shepherd
14 10
210
Shepherd
15 10
221
Minnewawa
Minnewawa
42 60
23 60
638
618
Shepherd
0 0
0 1
380 31
42 0p
0 0
0 Perrin
Perrin
0 0
0 0
0 0
Internation
Internation
1 2
1 1
8 12
Behymer
Behymer
1 5
4 1
37 39
Minnewawa
Minnewawa
23 60
60 42
639
619
0 I0
nte0
Wi
e
l ol w
Pi
0 0
0 3232
AGENDA ITEM NO. 17.
(Licensed to JLB Traffic Engineering, Inc)
AM, PM and Daily Volumes
Base Year 2019 plus Project - Select Zone
Clovis and Perrin TIA
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
1 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
1 1
0 0
0 0
0 0
0 0
0 2
0 17
0 0
0 0
0 0 0
3 0
1 0
17 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
01 2
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
2 3
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
25 69
66 46
700
683
15 69 4
10 30
81 64
wawa
3 1
6 Shepherd
3 1
17 Perrin
Perrin
0 0
0 0
0 0 Minnewawa
Minnewawa
6 2
8 4
61 63
2 8
6930
6 4
4 61
63 Behymer
Behymer
0 0
0 0
0 0
Behymer
Behymer
1 5
4 1
38 40
Minnewawa
M ni newawa
6 2
83 61
63 Minnewawa
Minnewawa
2 1
3 2
23 23
Internation
Internation
1 2
1 1
8 12 Minnewawa
M ni newawa
1 0
0 1
14 10
M ni newawa
Minnewawa
2 1
2 2
23 23
Minnew
Minne
1 0
w
0 1
100
14 de
de
5225
Sunnyside
Sunnyside
5 2
2 5
10 13
C ol vis
0 17
1 7
10 74
Sunnyside
Sunnyside
5 2
2 5
13 10
Sunnys di e
Sunnys di e
5 2
2 10
1 7 5
0 10 13
7 3
10ys
2 14
74de 61
S
Su
hepherd
Shepherd
5 2
4 2 9
61 47
Sunnyside
S
3 un
14 ny
61 side
2 0
140
90 0
3 Sunnyside
Sunnyside
2 0
0 0
0 3
Sunnyside
Sunnyside
2 0
0 0
0 3
wler
wler
1 1
Fowler
Fow el r
2 1
1 0
4 9
1 Fow el r
Fow el r
2 1
1 0
4 9
1 1
1049
Fowler
Fowler
0 0
0 0
0 0
4 el
4 40
Shepherd
Shepherd
5 2
42 9
61 47
Fowler
Fowler
00 0
0 0
0 Fowler
Fowler
0 0
0 0
0 0
Fowler
Fowler
0 0
0 0
0 0
Behymer
Behymer
0 0
0 0
0 0
Internatil
Internatil
0 0
0 0
0 0
pherd
15 10
221
pherd
10 27
64 Shepherd
10 27
264
14 33
3740
wawa
7 1
2 9
1433
374
42 31
380
ue
Teague
0 0
0 Teague
Teague
0 0
0 0
17 10 Clovis
0 17
1 FowlerFowler
21 11049
Enterprise
Enterprise
0 0 6
0 0
0214
1 0
0 50
Shepherd
0 0
0 Minnewawa 1433 374
3142
7 10
74 C ol vis
0 16
2 1433
374S
Minnewawa
3 31
42 80
Clo
74 vis
0 16
2 Clov si
7 0
16 2
C ol vis
7 0
8 7
0 8
C ol v si
7 0
8 Clovis
7 0
8 708
C ol vis
7 0
8 7
0 8
7 0
8 0
17 1
Shepherd
15 10
221 Minnewawa
Minnewawa
42 60
23 60
638
618
Shepherd
0 0
0 Shepherd
7 10
74 Shepherd
3 14
61 0
0 0
Shepherd
0 0
0 4
42er
31ph
310 8
She
0 Shepherd
Shepherd
5 2
4 9
610
47 Shepherd
4 4
40 Shepherd
2 5
38 Behymer
Behymer
0 0
0 0
0 0
Clovis
Clovis
15 4
10 0
30 81
64 Clovis
Clovis
15 4
10 30
81 64
Minnewawa
Minnewawa
2 7003
60 60
42 639
619
3233
AGENDA ITEM NO. 17.
(Licensed to JLB Traffic Engineering, Inc)
AM, PM and Daily Volumes
Base Year 2019 plus Project - Select Zone
Clovis and Perrin TIA
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 1
1 25
69 66
46 700
683
15 4
10 30
81 64
Perrin
Perrin
0 0
0 0
0 0
Minnewawa
Minnewawa
6 2
8 4
61 63
Minnewawa
Minnewawa
61 6
2 8
4 63
Perrin
Perrin
0 0
0 0
0 0
awa
awa
81 Minnewawa
Minnewawa
23 60
60 42
639
619
3234
AGENDA ITEM NO. 17.
(Licensed to JLB Traffic Engineering, Inc)
AM, PM and Dialy Volumes
Cumulative Year 2046 plus Project
Clovis and Perrin TIA
1 0
0 0
0 1
53 8
19 44
238
281
133
58 788
1 3
4 2
45 41
45 130
1061
0 0
0 0
0 0
20 17
21 29
241
235
9 26
25 15
209
218
0 1
0 0
7 9
70 12
23 54
330
355
20 106
86 43
718
759
48 16
23 23
305
304
596
83 211
518
3450
3508
403
614
651
557
7487
7679
114
3 7
1 22
03 106
23 2
2 1
1 23
61 229
240
193
1239
1409
100
572
462
204
3431
3392
3 1
3 0
0 3
16 46
50 27
452
393
84 19
34 67
516
473
190
12 51
188
760
734
47 6
8 7
9 98
1445
1440
7 9
3 7
103
106 2
39 22
7 143
140
39 200
159
80 1186
1181
2 1
2 1
18 20
179
21 2
167
41 1067
15 0
60 1
8177
0 38
260
187
81 1461
1593
35 63
62 46
591
630
5 3
1 5
34 33
54 5
1 32
51 36
560
3 1
9 94
57 89
55 1
6 192
244
91 1464
5 3
48 2
28 185
27 423
191
126
1464
1720
118
188
1927
58 52
539
67 186
161
189
1685
1780
8 30
403
83 14
44 13
504
87 26
2 3
04 269
301
2969
3109
40 90
91 62
846
981
0 0
0 0
1 2
0 0
0 2
16 65
53 42
506
577
19 13
14 6543
187
258
ach
ach
53 13
72 67
1 5
2 1
Peach
Peach
53 313
172
67 512
1051
ar Pine
ar Pine
0 0
0 0
0 0
Sh
n
epherd
693
752
7090
71 0
82 0
S
Pi
h
ne
epherd
771
882
831 346 2
Shepherd
Shepherd
700
838
819
9261 2
696 70
01 25
7 6993 609
Willow
Willow
1001
1713
978
14077
1693
17124
Old T Willowown
Old T Willowown
0 0
0 0
0 0
14077
1222
1832
Willow
Willow
1153
1722
617797
19173
09 Shepherd
Shepherd
979
1174
1161
119173 066
15539 19173 14782
0 0
0 0Willow
0 0 1153
Perrin
443
482
3485
Willow
Willow
921
1549
1356
963
15338
15020
Behymer
154
136
885
Wil ol w
962
1094
13922
Sugar Pine
Su w
gar
oll
Pine
W
0 0
6 0
20 0
0 90
92 Behymer
Behymer
75 375
244
146
1656
2003
Perrin
Perrin
150
282
226
128
1937
1904
Sylmar
Sylmar
69 216
167
7 06
0 10
497
4 7
66 Sylmar
Sylmar
82 362
353
157
2205
2 10
141
Peach
Peach
26 130
108
45 730
783
Peach
Peach
362
35 23
62 27
388
Behymer
Behymer
43 296
201
108
1146
1419
Behymer
Behymer
71 466
320
157
1994
2347
Peach
Peach
130
26 45
108
783
730
Shepherd
777
953
10599
Perrin
Perrin
175
102
135
199
1085
1257
M ni newawa
M ni newawa
97 157
425
288
2371
2217
529
14 8 2
0 5
214
34243
7 65
743
2984
32 13
50 Behymer
Behymer
43 104
50 65
301
415
Behymer
Behymer
113
308
224
162
1477
1775
M ni newawa
M ni newawa
103
400
255
147
2146
2051
Minnewawa
Minnewawa
84 514
371
186
2682
2771
Willow
346
789
10734
nternation
Internation
29 161
81 48
610
740
Peach
Peach
23 50
43 18
220
228
Peach
Peach
50 23
18 43
228
2 75
20 4
Internation
Internation
20 89
42 28
302
358
Peach
Peach
1 13
03 22
66 336
419
Internation
Internation
29 161
81 48
609
739
Internation
Internation
50 52
31 53
418
483
Internation
Internation
73 98
62 73
547
647
Minnewawa
Minnewawa
3 64
31 176
107
1187
1363
M ni newawa
Minnewawa
2 44
90 143
85 978
1120
Clovis
Clovis
41 828
313
2 409
745
3 3238
3581
Clovis
Clovis
796 5 417
316
23 3255
761
48 23
3692
34 7
12 33
159
220
Willow
1713
1001
14077
Perrin
563
551
4864 1121
1891
Willow
Willow
1054
1818
18332
19965
Wil ol w
Wil ol w
1224
1944
1915
1400
20929
20708
Perrin
Perrin
44 282
226
113
1937
1904
Perrin
443
482
3485
Perrin
563
551
4864
Willow
Willow
1153
1832
1722
1222
19173
17797
Peach
Peach
53 67
313
172
512
1051
Shepherd
993
1142
14286
Behymer
120
83 880
Behymer
120
83 880
Shepherd
1140
1112
13968
SuWillow
gar Pine
Su1832
gWillow ar Pine
0 Willow 1153
0 1222 1832
0 1153 1722
0 1222 17797
01722 19173 1 0 17797
Shepherd
1122
1107
13703
Shepherd
991
1139
14030
0 0
0 Behymer
154
136
885
Shepherd
991
1139
14030
355
6930
7520
Minnewawa
355
1015
8426
355
1015
8426
Minnewawa
1108
576
7404
Sugar P ni
Sugar P ni
0 0
0 0
0 0
559
979
Internation
197
199
2212 Willow
560
985
1 610238191
Wil ol w
1095
512
10191
Willow
1312
675
11990
Wne illow
1324
8 6
51 4
1883 1326 15
2 Wil ol w
1312
675
11990
Internation
327
200
2200
SugarWP niilloe
Sugar P ni e
0 0
0 0
0 0
Internation
327
200
2200
Internation
1 9097
11 675
999 675
2212
S
Willow
1324
851
13262
Shepherd
962
1137
14713
Shepherd
962
1137
14713 1051
Willow
978
1693
17124
979
1161
1174
1066
Shepherd
1148
1067
13911
Peach
Peach
69 369
229
85 840
895
Shepherd
1148
1067
13911
Shepherd
1122
1107
13703
Minnewawa
Minnewawa
159
794
617
317
4970
4819
252
37 567
Shepherd
1024
781
9401
110
rd8
5 9176
he
7 11
940
hep4
1317
671
1152
Clovis
Clovis
521
357
4966
1043
5419
357
41 104
283
1719
1736
HG Main
HG Main
20 120
92 1
48 7
6 74
08 8
2324
43 HG Main
HG Main
6 29
17 11
163
169
1168
Clovis
Clovis
533
400
5155
1093
5710
Plymouth
Plymouth
48 404
330
146
2309
2416
Clovis
C
1322
640
6002
Clovis
Clovis
3 406
1238 0
552
1144
0 5525
6036
Pryor
Pryor
26 216
116
55 822
905
Pryor
Pryor
197
87 77
159
495
524
Internation
Internation
29 161
81 48
609
739
Behymer
Behymer
58 361
226
120
1442
1795
Villa
Villa
4 1
5 0
1 4
Villa
Villa
177
100
135
199
1089
1261
Pryor
Pryor
58 82
53 72
a
46a
7 554
Minnewawa
Minnewawa
150506
587
422
506
247
3617
3423
HG Main
HG Main
2 15
6 5
69 79
HG Main
HG Main
42 240
235
106
1773
1730
560
985In
Villa
Villa
4 1
5 0
1 4
Villa
Villa
4 1
5 0
1 4
Sy ml ar
Sy ml ar
14 106
96 38
557
523
56 Sylmar
Sylmar
0 0
0 0
0 0
HG Main
HG Main
2 15
6 5
69 79
HG Main
HG Main
2 15
6 5
69 79
HG Main
HG Main
6 29
17 11
163
169
Sylmar
Sylmar
0 0
0 0
0 1
0 HG Main
HG Main26
15 21
15 18218
192
190 Wi
e
ll
n
o
i
w
P
560
985
12391
3235
AGENDA ITEM NO. 17.
(Licensed to JLB Traffic Engineering, Inc)
AM, PM and Dialy Volumes
Cumulative Year 2046 plus Project
Clovis and Perrin TIA
2 17
4 281
1 0
1 1
9 10
133
36 58
115
788
772
0 0
0 0
0 0
1 3
4 2
45 41
45 133
130
73 1061
1067
0 7
54 355
48 16
23 23
305
304
596
83 211
518
3450
3508
1 3
0 0
3 3
16 46
50 27
452
393
84 19
34 67
516
473
2 1
2 1
18 20
179
21 2
167
41 1067
15 0
60 1
1 8
1677
7 06
0 38
260
187
81 1461
1593
6 153
450 51
34 541
9 33
29 10
698
450
670
9 51
2 36
49 560
279
123
147
24 2
1 1 2
08 9 1949 3
1 9
94 57
89 55
1 6
192
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0 52
176
146
0 77
11 0
63 1174
43 4
13 31
212
201
4 21
25 10
181
166
16 4
5 10
20109 1
94 29
143
113
57 886
880
26 11
155
5 7
6 7
132
8225
538
885
250
720
8469
724
3 47
631
1249
1113
74 71
81 71
898
771
0 0
0 0
0 1
30 6
7 22
184
1 16
65 53
42 506
577
19 13
65 14
43 187
258
Teague
118
198
866
118
198
866
M ni newawa
337
988
8536
Teague
Teague
203
723
1ew19 3
37 hepherd
777
953
1059 11
9 Perrin
Perrin
175
102
135
199
1085
1257 M ni newawa
M ni newawa
97 425
2882
157
2371
2217
529
1 654340
214
3 65 1377
2 Perrin984
3250 Behymer
Behymer
43 104
50 65
301
415
Behymer
Behymer
113
308
224
162
1477
1775
M ni newawa
M ni newawa
103
400
255
147
2146
2051
Minnewawa
Minnewawa
84 514
371
186
2682
2771
Internation
Internation
50 52
31 53
4 2318
16 4
5 8
4 3
Internation
Internation
73 98
62 73
547
647 Minnewawa
Minnewawa
33 64
1 176
107
4 41187
1363
M ni newawa
M ni newawa
92 44
0 143
85 97816
1120
Minnewawa
Minnewawa
26 82
1 120
9 116
100
15 1186
Sunnyside
Sunnyside
111
455
480
320
4266
4737
Sunnyside
Sunnyside
111
455
480
320
4266
473
187
894
5467
7 1347
1383
Sunnyside
Sunnyside
111
455
480
320
4266
0 40 737
Sunnyside
Sunnyside
455
111
342
70 83
480
4 1373 137
4266
1 45
34 nn7
1316
1 5 38
ysi
3 ysi
1484
S
Suhepherd
Shepherd
13 11
34 48
949
10 1 07
0 1131
9 d
901
9878
S
Sh
unnyside
S
16unn
84yside
2 94
1146
9 13
1443
7 9
3118
535
8468
8225
Sunnys di e
Sunnys di e
250
885
720
538
8469
8225
Sunnyside
Sunnyside
250
885
720
538
8469
8225
Fowler
Fowler
108
1096
879
285
3503
3807
Fowler
Fowler
115
950
771
249
2 1811
3109
Fowler
Fowler
115
950
771
249
2811
3109
Fowler
Fowler
69 12
0 627
57 1218
1384
Shepherd
Shepherd
1 039339
936
9319 24
3 9 24
1128
9836
9798
Fowler
Fowler
12 690
627
57 1218
1384
Fowler
Fowler
63 55
73 65
437
499
Fowler
Fowler
22 24
12 33
205
246
Behymer
Behymer
31 61
41 33
255
235
Clovis
41 Clovis2
828
313
3 3238
409
745
3581
Clovis 05
Clovis
796 23 417
316
48 3255
761
3692
34 7
12 33
159
220 Clovis
Internation
Internation
66 4
3 18
142
109
Internatil
Internatil
12 24
33 22
205
247
Shepherd
1122
1107
13703
Shepherd
991
1139
14030
Shepherd
991
1139
14030
355
Teague
118
198
866
Minnewawa
861108
603
668054
1 355
1015
8426
108
576
7404
93 2803
190
97 8
82 53
Teague
Teague
93 203
190
72 1491
19 8
1 7 93
Teague
Teague
98 64
112
108
1226
0878
93 203
190
672
Clovis
187
894
54617
205
938
Fowler
Fowler
3109
249
950
115
771
2811 8
Enterpris3109 e
Enter
9 prise
0 03
99 0
9 0 2
5 0 49
1033 9
910
9 0
0 339
C ol v si
205
938
5774
Shepherd
874
958
10 0
529
Minnewawa
355
1015
8426
0 1347
1383
13546
C ol vis
311
826
5478
355
1015
8426S
M ni newawa
1108
576
7404
C 35lovis
341
6 1
826
5478
C ol v 13
is
311 47
826
5478
C ol v si
899
309
4 e5rd08
899
309
899
309
4508
C ol v si
899
309
e 4508
Clovis
951
358
5163
e
951
358
5163
C ol vis
899
309
4508
899
309
45 9
08 Shepherd
1122
1107
13703 Minnewawa
Minnewawa
159
794
617
317
4970
61 4819
Shepherd
1118
984
10993
Shepherd
1347
1383
13546 0
Shepherd
1316
1484
12809
252
37 567
Shepherd
1024
78 4 1
1 94401
1 110
her
8 9957p99
ep6
740
Sh4
Shepherd
Shepherd
1334
949
1 94007
1131
9949 10
01 9878
Shepherd
1033
862
8441
Shepherd
793
1040
8535
Enterprise
Enterprise
0 0 5 0
0 0
0 0Clovis
0Clovis
2527
357
0701
283
635
2885
1152
Clovis
Clovis
521
357
4966
1043
5419
357
41 104
283
Clovis
1719
1 518
3508736 3 1168
Clovis
Clovis
533
400
5155
1093
5710
Behymer
Behymer
23 58
38 15
113
125
Clovis
Clov
1 is
322
469
6400
1294
6002
6647
Clovis 3
Clovis 0 516
406
1238 0 5
5525
552
1144
6036
Clovis
Clovis
1332
469
699 0
1291
68781
6647
Baron
Baron
4 0
1 3
1 0
Vil al
Vil al
0 1
4 Villa
100
199
1261
Pryor
Pryor
58 82
a
53 a
72 46a7
wa
554
Minnewawa
Minnewawa
1 50650
53 587
422
53 247
3 15961159
72 3423 HG Main
HG Main
2 15
6 5
69 79
HG Main
596
HG Main
42 240
2353450
106
1773
1730
Villa
Villa
0 1
4 Villa
Villa
0 1
4 Perrin
Perrin
63 0
1 3
1 0
Marion
Marion
0 59
0 0
0 0
HG Main
HG Main
2 15
6 5
69 79
Marion
Marion
142
3 66
4 18
109
3236
AGENDA ITEM NO. 17.
(Licensed to JLB Traffic Engineering, Inc)
AM, PM and Dialy Volumes
Cumulative Year 2046 plus Project - Select Zone
Clovis and Perrin TIA
0 0
0 0
0 0
0 0
0 0
0 0
0 0
1 1
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 1
0 0
0 0
0 0
1 0
0 0
3 3
1 0
0 0
0 1
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
00 0
0 0
0 0
1 1
0 0
0 0
0 2
0 0
0 0
00 0
0 2
0 0
0 13
0 0
0 0
0 0
0 0
4 2
1 6
18 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 20
2 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 10
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 3
2 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
16 65
53 42
506
577
19 13
65 14
43 187
258
Teague
0 0
2 0
0 2
M ni newawa
7 28
208
Teague
Teague
0 0
w0 7
Shepherd
2 1
18 Perrin
Perrin
0 2
3 1
40 33 Minnewawa
Minnewawa
2 4
4 2
33 33
0 6
6543
6 2 13
65 72
66 Behymer
Behymer
0 0
0 0
0 0
Behymer
Behymer
3 3
2 1
23 24
M ni newawa
M ni newawa
2 4
4 2
33 33
Minnewawa
Minnewawa
9 1
1 1
1 9
Internation
Internation
0 0
0 0
0 0
0 Internation
Internation
0 0
0 0
0 0 Minnewawa
Minnewawa
9 1
1 1
1 9
Minnewawa
M ni newawa
9 1
1 1
1 9
Minnewawa
Minnewawa
9 1
1 1
10 90
Sunnyside
Sunnyside
4 1
0 4
25 16
4 1
0 4
Sunnyside
Sunnyside
4 1
0 4
25 16
6 28
169
5 9
91 Sunnyside
Sunnyside
4 1
0 4
16 25
Sunnyside
Sunnyside
25 54
1 0
4 16
5 nn 3
9 ysi 11
91 de 79
S
Suhepherd
Shepherd
0 4
2 5
7 64
61 S
Sh
unnyside
Sunn
11 ys
79 ide
3 0
110
70 0
2 Sunnyside
Sunnyside
3 0
0 0
0 2
Sunnyside
Sunnyside
3 0
0 0
0 2
Fowler
Fowler
2 1
1 2
16 24
Fowler
Fowler
2 1
1 2
16 25
Fowler
Fowler
2 1
1 2
16 25 2
1 1
2 Fowler
Fowler
0 0
0 0
0 0
2 l
3 39
Shepherd
Shepherd
4 2
5 2 7
64 60
Fowler
Fowler
0 0
0 0
0 0
Fowler
Fowler
0 0
0 0
0 0
Fowler
Fowler
0 0
0 0
0 0
Behymer
Behymer
0 0
0 0
0 0
Clovis
0 Clovis0 0
0 0
1 0
0 2
Clovis 0
Clovis
0 0
0 0
1 0
2 0
0 0
0 0
0 Clovis
Internation
Internation
0 0
0 0
0 0
Internatil
Internatil
0 0
0 0
0 0
Shepherd
16 14
207
Shepherd
7 16
203
Shepherd
7 16
203
9 28
2212
Teague
0 0
2 Minnewawa
32 0
24 2 271
9 28
221
30 24
271
0 0
2 0
2 0
20 0
8 Teague
Teague
0 0
0 0
0 0
Teague
Teague
0 0
0 0
0 0
0 0
0 0
0 0
6 28
Clovis
6 28
169
5 28
167
Fowler
Fowler
25 2
1 1
2 16
Enterprise25
Enterprise
2 0
0 0
0 02
2 54
5 0
0 4
Clovis
5 28
167
Shepherd
0 2
6 0
Minnewawa
9 28
221
24 30
5 9
91 C ol vis
5 28
168
9 28
221S
M ni newawa
2 24
30 71
C 91
lovis
5 28
168
C ol vis
5 5
28 168
C ol v si
13 e91rd 4
13 9
4 1
1 4
3 91
Clovis
13 4
91 Clovis
1 4
2 89
12 89
4 91
4 13
C ol vis
13 91
4 13
4 91
13 91
4 6
28 Shepherd
16 14
207 Minnewawa
Minnewawa
39 48
16 44
424
496
Shepherd
1 0
0 Shepherd
5 9
91 Shepherd
3 11
79 1
0 0
Shepherd
0 0
0 0
8 30
her 27
4 ep
27 Sh1
Shepherd
Shepherd
4 2
5 7
640
0 61
Shepherd
2 3
39 Shepherd
1 6
44 Enterprise
Enterprise
0 0 0 0
0 0
0 0Clovis
0Clovis
0 0
0 0
0 1
Clovis
Clovis
4 0
1 0
1 5
1 0
0 0
3 3
Clovis
Clovis
4 1
1 0
1 5
Behymer
Behymer
0 0
0 0
0 0
Clovis
Clovis
19 8
130
42 182
253
Clovis 1
Clovis 0 0 4
1 1
0 1
5 Clovis
Clovis
19 8
13 42
182
253
Baron
Baron
0 0
0 0
0 0
Villa
Villa
0 0
0 Villa
2 1
33 Pryor
Pryor
0 10
4 1
8aw
14 Minnewawa
Minnewawa
50616
59 48
39 1434
511 HG Main
HG Main
0 0
0 0
0 0
HG Main
HG Main
0 0
0 0
0 0
Villa
Villa
0 0
0 Villa
Villa
0 0
0 Perrin
Perrin
0 0
0 0
0 0
Marion
Marion
0 0
0 0
0 0
HG Main
HG Main
0 0
0 0
0 0
Marion
Marion
0 0
0 0
0 0
3237
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AM, PM and Dialy Volumes
Cumulative Year 2046 plus Project - Select Zone
Clovis and Perrin TIA
1 0
0 0
0 1
0 0
0 0
0 0
0 0
0 0
1 1
16 65
53 42
506
577
19 13
14 43
187
258
Perrin
Perrin
0 2
3 1
40 33
Minnewawa
Minnewawa
2 4
4 2
33 33
Minnewawa
Minnewawa
72 6
0 6
2 66
Pryor
Pryor
0 10
4 1
8 14
Minnewawa
Minnewawa
16 59
48 39
434
511
3238
AGENDA ITEM NO. 17.
(Licensed to JLB Traffic Engineering, Inc)
AM, PM and Dialy Volumes
Cumulative Year 2046 plus Project - Select Zone
Clovis and Perrin TIA
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
1 1
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
1 1
0 0
0 0
0 0
0 0
0 0
1 1
0 0
0 0
0 0
0 0
0 0
0 0
1 0
0 0
3 3
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0 0
2 3
0 38
31 0
0 0
0 2
2 1
0 0
0 0
1 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
1 1
0 6
9 0
0 0
0 1
1 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 1
1 0
0 2
0 0
0 0
0 0
0 0
0 0
0 0
1 2
3 2
0 13
0 4
2 1
6 18
0 0
0 0
0 0
0 1
1 0
1 7
7 1
1 1
0 6
5 0
0 0
0 2
0 1
0 2
2 11
10 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
16 65
53 42
506
577
19 13
14 6543
187
258
Peach
Peach
0 6
0 2
14 10
Peach
Peach
0 6
0 2
14 10
ne
ne
hepherd
3 9
71 h
ne
e
pherd
12 8
103
Shepherd
Shepherd
4 13
11 9
2 81 0
0 113
Willow
Willow
79 4
6 3
6 107
Old T Willowown
Old T Willowown
0 0
0 0
0 0
Willow
Willow
113 2
0 0
0 0
0 Shepherd
Shepherd
7 20
17 13
190
1093
0 0
0 0Willow
0 0
0 Perrin
0 0
1 Wil ol w
Wil ol w
5 0
1 1
1 6
Behymer
0 0
5 Willow
2 1
12 Sugar P ni e
Su w
gar
oll
P ni e
W
0 0
2 0
0 1
0 0 12
Behymer
Behymer
3 3
2 1
22 22
Perrin
Perrin
0 0
0 0
1 1
Sylmar
Sylmar
0 0
0 0
0 1
1 0
Sylmar
Sylmar
0 0
0 0
0 0
Peach
Peach
1 0
0 0
0 1
Peach
Peach
0 0
0 0
0 0
Behymer
Behymer
3 3
2 1
22 23
Behymer
Behymer
3 3
2 1
22 22
Peach
Peach
1 0
0 0
0 1
Shepherd
2 1
18 Perrin
Perrin
0 2
3 1
40 33
M ni newawa
M ni newawa
2 4
4 2
33 33
0 6 25
6 2 6543
72 66 13
Behymer
Behymer
0 0
0 0
0 0
Behymer
Behymer
3 3
2 1
23 24
M ni newawa
M ni newawa
2 4
4 2
33 33
Minnewawa
Minnewawa
9 1
1 1
1 9
Willow
0 0
0 0
1 0
0 0
5 Internation
Internation
0 0
0 0
0 0
Peach
Peach
0 0
0 0
0 0
Peach
Peach
0 0
0 0
0 0
0 Internation
Internation
0 0
0 0
0 0
Peach
Peach
0 0
0 0
0 0
Internation
Internation
0 0
0 0
0 0
Internation
Internation
0 0
0 0
0 0
Internation
Internation
0 0
0 0
0 0 Minnewawa
Minnewawa
9 1
1 1
1 9
M ni newawa
M ni newawa
9 1
1 1
1 9
Clovis
Clovis
0 0
0 0
0 0
0 1
2 Clovis
Clovis
1 0
0 0
0 0
2 0
0 0
0 0
0 Inter
Inte
Wil ol w
7 4
6 9
Perrin
0 0
1 Wil ol w
Wil ol w
0 0
0 0
0 0
Willow
Willow
0 0
0 0
0 0 Perrin
Perrin
0 0
0 0
1 1
Perrin
0 0
1 Perrin
0 0
1 Willow
Willow
2 0
0 0
0 0
Peach
Peach
0 6
0 2
14 10
Shepherd
7 16
200
ehymer
0 0
4 Behymer
0 0
4 Shepherd
16 13
203
SuWillow
gar Pine
SugWillow
0 ar Pine
0 Willow
0 0
0 0
0 0
0 0
0 0
0 Shepherd
16 14
207
Shepherd
7 16
203
0 0
0 Behymer
0 0
5 Shepherd
7 16
203
9 28
221
1 Shepherd
0 2
6 Minnewawa
9 28
221
24 30
9 28
221
Minnewawa
24 30
271
Sugar P ni e
Sugar P ni e
0 0
0 0
0 0
1 0
5 nternation
1 0
4 Willow
1 0
5 Willow
0 0
0 Wil ol
0 0
0 0
Willow
4 0
1 Wneillow
12 1
2 0
Wil ol w
4 0
1 Internation
1 0
5 SugarWPinilloe
Sugar P ni e
0 0
0 0
0 0
nternation
1 0
5 Internation
1 0 0
4 S
Wil ol w
1 1
2 2
Shepherd
7 17
190
Shepherd
7 17
190
Willow
3 6
107
7 17
190
20 13
193
Shepherd
20 13
193
Peach
Peach
3 0
9 0
3 0
Shepherd
20 13
193
Shepherd
16 14
207 Minnewawa
Minnewawa
39 48
16 44
424
496
Shepherd
1 0
0 1
0 0
Shepherd
0 0
0 24
30 p
27 71
he
4 0
1 Willo
0 0
0 Clovis
Clovis
4 0
1 0
1 5
1 0
0 0
3 3
HG Main
HG Main
0 0
0 0
0 0 0
0 HG Main
HG Main
0 0
0 0
1 1
Clovis
Clovis
4 1
1 0
1 5
Beh
Beh
Plymouth
Plymouth
0 2
3 0
38 31
Clovis
Clovis
19 8
13 42
182
253
Clovis
Clovis
4 1
01 1
0 1
5 Pryor
Pryor
0 10
4 0
7 13
Pryor
Pryor
0 1
1 0
7 10
Internation
Internation
0 0
0 0
0 0
Behymer
Behymer
3 3
2 1
22 22
Vil al
Vil al
0 0
0 0
0 0
Villa
Villa
0 2
3 4
1 0
33 Pryor
Pryor
0 10
4 1
8 a
14 Minnewawa
Minnewawa
16506
59 48
39 434
511
HG Main
HG Main
0 0
0 0
0 0
HG Main
HG Main
0 0
0 0
0 0
1 In0ter
5 Villa
Villa
0 0
0 0
0 0
Villa
Villa
0 0
0 0
0 0
Sy ml ar
Sy ml ar
0 0
0 0
0 0
Sy ml ar
Sy ml ar
0 0
0 0
0 0
HG Main
HG Main
0 0
0 0
0 0
HG Main
HG Main
0 0
0 0
0 0
HG Main
HG Main
0 0
0 0
1 1
Sylmar
Sylmar
0 0
0 0
0 0
HG Main
HG Main0
0 0
0 0
0 0
HG 1M 0ain 5
HG Main
0 0
0 0
0 0
W
e
ill
n
o
i
w
P
10 0
5 3239
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Appendix D: Methodology
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Levels of Service Methodology
The description and procedures for calculating capacity and level of service (LOS) are found in the Transportation Research Board, Highway Capacity Manual (HCM). The HCM 7th Edition represents the research on capacity and quality of service for transportation facilities.

Quality of service requires quantitative measures to characterize operational conditions within a traffic stream. Level of service is a quality measure describing operational conditions within a traffic stream, generally in terms of such service measures as speed and travel time, freedom to maneuver, traffic interruptions, comfort and convenience.

Six levels of service are defined for each type of facility that has analysis procedures available. Letters designate each level of service (LOS), from A to F, with LOS A representing the best operating conditions and LOS F the worst. Each LOS represents a range of operating conditions and the driver’s perception of these conditions. Safety is not included in the measures that establish an LOS.

Intersection Levels of Service
One of the more important elements limiting and often interrupting the flow of traffic on a highway is the intersection. Flow on an interrupted facility is usually dominated by points of fixed operation such as traffic signals, stop signs and yield signs.

Signalized Intersections
LOS can be characterized for the entire intersection, each intersection approach and each lane group.

Control delay alone is used to characterize LOS for the entire intersection or an approach. Control delay and volume-to-capacity ratio are used to characterize LOS for a lane group. Delay quantifies the increase in travel time due to traffic signal control. It is also a surrogate measure of driver discomfort and fuel consumption. The volume-to-capacity ratio quantifies the degree to which a phase’s capacity is utilized by a lane group. A description of LOS for signalized intersections is found in Table A-1. 3241
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Table A-1: Signaliz ed Intersection LOS Description (Motoriz ed Vehicle Mode) Level
of
Service
Description
Average
Control
Delay
(Seconds
per Vehicle)
A
Operations with a control delay of 10 seconds/vehicle or less and a volume-to-capacity ratio no greater than 1.0. This level is typically assigned when the volume-to-capacity ratio is really low and either progression is exceptionally favorable or the cycle length is very short. If it’s due to favorable progression, most vehicles arrive during the green indication and travel through the intersection without stopping. ≤10
B
Operations with control delay between 10.1 to 20.0 seconds/vehicle and a volume-tocapacity ratio no greater than 1.0. This level is typically assigned when the volume-tocapacity ratio is low and either progression is highly favorable or the cycle length is short. More vehicles stop than with LOS A.
>10.0 to

20.0 C
Operations with average control delays between 20.1 to 35.0 seconds/vehicle and a volume-to-capacity ratio no greater than 1.0. This level is typically assigned when the volume-to-capacity ratio no greater than 1.0, the progression is favorable or the cycle length is moderate. Individual cycle failures (i.e., one or more queued vehicles are not able to depart as a result of insufficient capacity during the cycle) may begin to appear at this level. The number of vehicles stopping is significant, although many vehicles still pass through the intersection without stopping.
>20 to 35
D
Operations with control delay between 35.1 to 55.0 seconds/vehicle and a volume-tocapacity ratio no greater than 1.0. This level is typically assigned when the volume-tocapacity ratio is high and either progression is ineffective or the cycle length is long.

Many vehicles stop and individual cycle failures are noticeable. >35 to 55
E
Operations with control delay between 55.1 to 80.0 seconds/vehicle and a volume-tocapacity ratio no greater than 1.0. This level is typically assigned when the volume-tocapacity ratio is high, progression is unfavorable and the cycle length is long. Individual cycle failures are frequent.
>55 to 80
F
Operations with unacceptable control delay exceeding 80.0 seconds/vehicle and a volume-to-capacity ratio greater than 1.0. This level is typically assigned 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.
>80
Note: Source: Highway Capacity Manual 7th Edition
All-Way Stop Controlled Intersections
All-way stop controlled intersections are common in the United States. They are characterized by having all approaches controlled by stop sign without any street having priority. Streets intersecting at all-way stop controlled intersections can be public or private. The intersection analysis boundaries for an all-way stop controlled intersection are assumed to be those of an isolated intersection, no upstream or downstream effects are accounted for in analysis.
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Two-Way Stop Controlled Intersections
Two-way stop controlled (TWSC) intersections are also common in the United States. A typical configuration is a four-leg intersection in which one street, the major street, is uncontrolled and the other street, the minor street, is controlled by stop signs. The other typical intersection is a three-leg intersection in which a single minor street approach is controlled by a stop sign.

For the analysis of the motorized vehicle mode, the methodology addresses special circumstances that may exist at two-way stop controlled intersections including two-stage gap acceptance, approaches with shared lanes, the presence of upstream traffic signals and flared approaches for minor-street rightturning vehicles. Table A-2 provides a description of LOS at unsignalized intersections.

Table A-2: U nsignaliz ed Intersection LOS Description (Motoriz ed Vehicle Mode) Control Delay (Seconds per Vehicle) LOS b y Volume-to-Capacity Ratio v/c ≤ 1.0 v/c > 1.0
≤10 A F
>10 to 15 B F
>15 to 25 C F
>25 to 35 D F
>35 to 50 E F
>50 F F
Note: Source: HCM 7th Edition, Exhibit 21-8.

Roundabout Controlled Intersections
Roundabouts are intersections with a generally circular shape, characterized by yield on entry and circulation around a central island. Roundabouts have been used successfully throughout the world and are being used increasingly in the United States, especially since 1990. Intersection analysis models generally fall into two categories: regression models and analytical models. Regression models use field data to develop statistically derived relationships between geometric features and performance measures such as capacity and delay. Analytical models are based on traffic flow theory combined with field measures of driver behavior, resulting in an analytical formulation of the relationship of driver behavior, resulting in an analytical formulation of the relationship between those field measures and performance measures such as capacity and delay. Table A-3 provides a description of LOS at roundabout intersections.

Table A-3: Roundabout Intersection Level of Service Description (Automobile Mode) Control Delay (Seconds per Vehicle) LOS b y Volume-to-Capacity Ratio v/c ≤ 1.0 v/c > 1.0
≤10 A F
>10 to 15 B F
>15 to 25 C F
>25 to 35 D F
>35 to 50 E F
>50 F F
Note: Source: HCM 7th Edition, Exhibit 22-8.
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Segment Levels of Service
Segments are portions of roads without any interruption of flow. These typically include basic freeway segments, multilane highway segments, freeway weaving segments, freeway merge and diverge segments, two-lane highway segments and urban street segments.

Urban Street Segments (Motorized Vehicle Mode)
The term “urban street segments” refers to two elements that are found: points and segments. A point is the boundary between links and is represented by an intersection or ramp terminal. A link is a length of roadway between two points. A link and its boundary are referred to as a segment. A signalized intersection is always used to define a boundary. Only intersections, or ramp terminals, in which the segment through volumes is uncontrolled can exist along the segment. A midsegment traffic control signal provided for the exclusive use of pedestrians should not be used to define a segment boundary.

Chapter 18 of the Highway Capacity Manual categorizes each LOS as follows:

LOS A describes primarily free-flow operation. Vehicles are completely unimpeded in their ability to maneuver within the traffic stream. Control delay at signalized intersections is minimal. Travel speeds exceed 80 percent of the base free flow speed (FFS) and the volume-to-capacity ratio is no greater than

1.0. LOS B describes 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 80 percent of the base FFS and the volume-to-capacity ratio is no greater than

1.0. LOS C describes stable operations. The ability to maneuver and change lanes in midblock location may be more restricted than at LOS B. Longer queues at the boundary intersections may contribute to lower travel speeds. The travel speed is between 50 and 67 percent of the base FFS and the volume-tocapacity ratio is no greater than 1.0.

LOS D indicates a 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 volumes or inappropriate signal timing at the boundary intersections. The travel speed is between 40 and 50 percent of the base FFS and the volume-to-capacity ratio is no greater than 1.0.

LOS E is characterized as an unstable operation and has significant delay. Such operations may be due to some combination of adverse progression, high volume and inappropriate signal timing at the boundary intersections. The travel speed is between 30 and 40 percent of the base FFS and the volume-to-capacity ratio is no greater than 1.0.

LOS F is characterized by 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 percent or less of the base FFS or the volume-to-capacity ratio is greater than 1.0. 3244
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App | D-5
Urb an Street Segments LOS
Two performance measures are used to characterize vehicular LOS for a given direction of travel along an urban street segment. One measure is travel speed for through vehicles. This speed reflects the factors that influence running time along the link and the delay uncured by through vehicles at the boundary intersections. The second measures Is the volume-to-capacity ratio for the through movements at the downstream boundary intersection. These performance measures indicate the degree of mobility provided by the segment. Table A-4 provides a description of LOS for Urban Street Segments.

Table A-4: U rban Street Segment Levels of Service (Motoriz ed Vehicle Mode) LOS Travel Speed Threshold b y Base Free-Flow Speed (miles/hour) Volume-to55 50 45 40 35 30 25 Capacity Ratio A >44 >40 >36 >32 >28 >24 >20
≤ 1.0
B >37 >34 >30 >27 >23 >20 >17
C >28 >25 >23 >20 >18 >15 >13
D >22 >20 >18 >16 >14 >12 >10
E >17 >15 >14 >12 >11 >9 >8
F ≤17 ≤15 ≤14 ≤12 ≤11 ≤9 ≤8
F Any > 1.0
Note: a = Volume-to-capacity ratio of through movement at downstream boundary intersection.

Source: Highway Capacity Manual 7th Edition, Exhibit 18-1.

Basic Freeway and Multilane Highway Segments
Segments of multilane highways and basic freeways outside the influence of merging maneuvers, diverging maneuvers, weaving maneuvers, or signalized intersections define LOS by density. Density describes a motorist's proximity to other vehicles and is related to a motorist's freedom to maneuver within the traffic stream. Chapter 12 of the Highway Capacity Manual categorizes each LOS as follows:

LOS A describes free-flow operations. FFS prevails on the freeway or multilane highway, and vehicles are almost completely unimpeded in their ability to maneuver within the traffic stream. The effects of incidents or point breakdowns are easily absorbed.

LOS B represents reasonably free-flow operations, and FFS on the freeway or multilane highway is maintained. The ability to maneuver within the traffic stream is only slightly restricted, and the general level of physical and psychological comfort provided to drivers is still high. The effects of minor incidents are still easily absorbed.

LOS C provides for flow with speeds near the FFS of the freeway or multilane highway. Freedom to maneuver within the traffic stream is noticeably restricted, and lane changes require more care and vigilance on the part of the driver. Minor incidents may still be absorbed, but the local deterioration in service quality will be significant. Queues may be expected to form behind any significant blockages.

LOS D is the level at which speeds begin to decline with increasing flows, with density increasing more quickly. Freedom to maneuver within the traffic stream is seriously limited, and drivers experience reduced physical and psychological comfort levels. Even minor incidents can be expected to create queuing, because the traffic stream has little space to absorb disruptions. 3245
AGENDA ITEM NO. 17.
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[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
(559) 570-8991
App | D-6
LOS E describes operation at or near capacity. Operations on the freeway or multilane highway at this level are highly volatile because there are virtually no usable gaps within the traffic stream, leaving little room to maneuver within the traffic stream. Any disruption to the traffic stream, such as vehicles entering from a ramp or an access point or a vehicle changing lanes, can establish a disruption wave that propagates throughout the upstream traffic stream. Toward the upper boundary of LOS E, the traffic stream has no ability to dissipate even the most minor disruption, and any incident can be expected to produce a serious breakdown and substantial queuing. The physical and psychological comfort afforded to drivers is poor.

LOS F describes unstable flow. Such conditions exist within queues forming behind bottlenecks.

Breakdowns occur for a number of reasons:
• Traffic incidents can temporarily reduce the capacity of a short segment so that the number of vehicles arriving at a point is greater than the number of vehicles that can move through it. • Points of recurring congestion, such as merge or weaving segments and lane drops, experience very high demand in which the number of vehicles arriving is greater than the number of vehicles that can be discharged.
• In analyses using forecast volumes, the projected flow rate can exceed the estimated capacity of a given location.

Basic Freeway
Basic Freeway segments generally have four to eight lanes (in both directions) and posted speed limits between 50 and 75 mi/hr. The median type depends on right-of-way constraints and other factors. The performance measures include capacity, free flow speed, demand and volume-to-capacity ratio, space mean speed, average density and LOS. The following performance measures are evaluated for each segment: capacity, FFS, demand-to-capacity or volume-to-capacity ratios, space mean average, average density, travel time, vehicle miles traveled, vehicle hours of travel and vehicle hours of delay. Table A-5 provides a description of LOS for Basic Freeway Segments.

Multilane Highway
Multilane Highway segments generally have four to six lanes (in both directions) and posted speed limits between 40 and 55 mi/hr. These highways may be divided, undivided or divided by a two-way left-turn lane. The performance measures include capacity, free flow speed, demand and volume-to-capacity ratio, space mean speed, average density and LOS. The following performance measures are evaluated for each segment: capacity, FFS, demand-to-capacity or volume-to-capacity ratios, space mean average, average density, travel time, vehicle miles traveled, vehicle hours of travel and vehicle hours of delay.

Table A-5 provides a description of LOS for Multilane Highway Segments. 3246
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[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
(559) 570-8991
App | D-7
Table A-5: Basic Freeway and Multilane Highway Segment Level of Service Description Level of Service Density (Passenger Cars per Mile per Lane) Urb an Rural
A ≤11 ≤6
B >11 to 18 >6 to 14
C >18 to 26 >14 to 22
D >26 to 35 >22 to 29
E >35 to 45 >29 to 39
F >45 or Demand Exceeds Capacity >39 or Demand Exceeds Capacity Note: Source: HCM 7th Edition, Exhibit 10-6.

Two-Lane Highway Segments
Two-Lane Highways generally have one lane per direction. The single lane in each direction may be supplemented with passing lanes, truck climbing lanes, turnouts or pullouts. If allowed, passing maneuvers are limited by the availability of gaps in the opposing traffic stream and by the availability of sufficient sight distance for a driver to discern the approach of an opposing vehicle safely. A principal measure of LOS is average speed, percent followers and follower density. Chapter 15 of the Highway Capacity Manual categorizes each LOS as follows:

At LOS A, motorists experience operating speeds near the posted speed limit and little difficulty in passing. Platooning is minimal and follower density is very low.

At LOS B through LOS D, represent gradations between the conditions for LOS A and LOS E.

At LOS E, speeds may still be reasonable, but platooning is significant and follower density is high.

Passing, if allowed is essentially impossible.

LOS F exists whenever demand flow in one or both directions exceeds the segments capacity. When demand exceeds capacity, it is expected that there will be a reduction in the capacity at the bottleneck.

Two-Lane Highway
The performance measures include average speed, FFS and follower density. The LOS output is calculated for an establish segment boundary that includes consistent terrain, lane widths, shoulder widths, facility classification and demand flow rate. Table A-6 provides a description of LOS for Two-Lane Highway Segments.

Table A-6: Two-Lane Highway Segment Level of Service Description LOS
Follower Density (Followers per Mile per Lane)
Higher-Speed Highways
Posted Speed Limit ≥ 50 miles per hour
Lower-Speed Highways
Posted Speed Limit < 50 miles per hour
A ≤2.0 ≤2.5
B >2.0 to 4.0 >2.5 to 5.0
C >4.0 to 8.0 >5.0 to 10.0
D >8.0 to 12.0 >10.0 to 15.0
E >12.0 >15.0
Note: Source: HCM 7th Edition, Exhibit 15-6.
3247
AGENDA ITEM NO. 17.
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 App | E
(559) 570-8991
Appendix E: Existing Traffic Conditions
3248
AGENDA ITEM NO. 17.

HCM 7th AWSC Existing AM Peak
1: Minnewawa Avenue & Behymer Avenue 04/08/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh 39.5
Intersection LOS E
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 2 150 68 5 198 244 102 222 7 133 225 1 Future Vol, veh/h 2 150 68 5 198 244 102 222 7 133 225 1 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 2 155 70 5 204 252 105 229 7 137 232 1
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay, s/veh 20.5 53.6 33.5 39.2

HCM LOS C F D E
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 31% 1% 1% 37%
Vol Thru, % 67% 68% 44% 63%
Vol Right, % 2% 31% 55% 0%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 331 220 447 359
LT Vol 102 2 5 133
Through Vol 222 150 198 225
RT Vol 7 68 244 1
Lane Flow Rate 341 227 461 370
Geometry Grp 1111
Degree of Util (X) 0.77 0.529 0.935 0.826
Departure Headway (Hd) 8.119 8.399 7.436 8.034
Convergence, Y/N Yes Yes Yes Yes
Cap 447 429 493 452
Service Time 6.138 6.45 5.436 6.054
HCM Lane V/C Ratio 0.763 0.529 0.935 0.819
HCM Control Delay, s/veh 33.5 20.5 53.6 39.2
HCM Lane LOS D C F E
HCM 95th-tile Q 6.6 3 11.2 7.9
4 4 4 4
3249
AGENDA ITEM NO. 17.

HCM 7th TWSC Existing AM Peak
2: Minnewawa Avenue & Perrin Avenue 04/08/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 0.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 1 0 7 2 0 1 5 364 5 1 321 1
Future Vol, veh/h 1 0 7 2 0 1 5 364 5 1 321 1
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94
Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 1 0 7 2 0 1 5 387 5 1 341 1
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 742 747 342 744 745 390 343 0 0 393 0 0 Stage 1 344 344 - 401 401 -------
Stage 2 398 403 - 344 345 -------
Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 - - - - - - - Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 - - - - - - - Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - - Pot Cap-1 Maneuver 330 340 698 329 341 656 1211 - - 1161 - - Stage 1 669 635 - 624 599 -------
Stage 2 626 598 - 670 634 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 328 338 698 324 339 656 1211 - - 1161 - - Mov Cap-2 Maneuver 328 338 - 324 339 -------
Stage 1 668 634 - 620 596 -------
Stage 2 621 595 - 662 634 -------
Approach EB WB NB SB
HCM Control Delay, s/v10.97 14.32 0.11 0.03

HCM LOS B B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 24 - - 612 389 6 - -
HCM Lane V/C Ratio 0.004 - - 0.014 0.008 0.001 - -
HCM Control Delay (s/veh) 8 0 - 11 14.3 8.1 0 -
HCM Lane LOS A A - BBAA -
HCM 95th %tile Q(veh) 0 - - 0 0 0 - -
4 4. 4* 4
3250
AGENDA ITEM NO. 17.

HCM 7th TWSC Existing AM Peak
5: Peach Avenue & Shepherd Avenue 04/08/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 2.1
Movement EBU EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 0 488 98 86 470 26 79
Future Vol, veh/h 0 488 98 86 470 26 79
Conflicting Peds, #/hr 0 0 1 1 0 0 0
Sign Control Free Free Free Free Free Stop Stop
RT Channelized - - None - None - None
Storage Length 250 - 100 250 - 220 -
Veh in Median Storage, # - 0 - - 0 0 -
Grade, % - 0 - - 0 0 -
Peak Hour Factor 88 88 88 88 88 88 88
Heavy Vehicles, % 3 3 3 3 3 3 3
Mvmt Flow 0 555 111 98 534 30 90
Major/Minor Major1 Major2 Minor1
Conflicting Flow All - 0 0 667 0 1285 278
Stage 1 - - - - - 556 -
Stage 2 - - - - - 730 -
Critical Hdwy - - - 4.145 - 6.645 6.945
Critical Hdwy Stg 1 - - - - - 5.845 -
Critical Hdwy Stg 2 - - - - - 5.445 -
Follow-up Hdwy - - - 2.2285 - 3.5285 3.3285
Pot Cap-1 Maneuver - - - 915 - 167 717
Stage 1 - - - - - 537 -
Stage 2 - - - - - 474 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - 914 - 149 716
Mov Cap-2 Maneuver - - - - - 149 -
Stage 1 - - - - - 536 -
Stage 2 - - - - - 423 -
Approach EB WB NB
HCM Control Delay, s/v 0 1.46 16.74

HCM LOS C
Minor Lane/Major Mvmt NBLn1 NBLn2 EBU EBT EBR WBL WBT
Capacity (veh/h) 149 716 - - - 914 -
HCM Lane V/C Ratio 0.198 0.125 - - - 0.107 -
HCM Control Delay (s/veh) 35 10.7 0 - - 9.4 -
HCM Lane LOS D B A - - A -
HCM 95th %tile Q(veh) 0.7 0.4 - - - 0.4 -
fl * 7 + 7
3251
AGENDA ITEM NO. 17.

HCM 7th Signalized Intersection Summary Existing AM Peak 6: Minnewawa Avenue & Shepherd Avenue 04/08/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 21 416 111 112 533 161 129 146 39 114 165 19 Future Volume (veh/h) 21 416 111 112 533 161 129 146 39 114 165 19 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 22 443 118 119 567 171 137 155 41 121 176 20 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, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 71 1050 468 198 687 582 207 263 223 199 255 216 Arrive On Green 0.04 0.30 0.30 0.11 0.37 0.37 0.12 0.14 0.14 0.11 0.14 0.14 Sat Flow, veh/h 1767 3526 1572 1767 1856 1572 1767 1856 1572 1767 1856 1572 Grp Volume(v), veh/h 22 443 118 119 567 171 137 155 41 121 176 20 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1767 1856 1572 1767 1856 1572 1767 1856 1572 Q Serve(g_s), s 0.7 6.0 3.4 3.8 16.6 4.6 4.4 4.7 1.4 3.9 5.4 0.7 Cycle Q Clear(g_c), s 0.7 6.0 3.4 3.8 16.6 4.6 4.4 4.7 1.4 3.9 5.4 0.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 71 1050 468 198 687 582 207 263 223 199 255 216 V/C Ratio(X) 0.31 0.42 0.25 0.60 0.83 0.29 0.66 0.59 0.18 0.61 0.69 0.09 Avail Cap(c_a), veh/h 230 2078 927 260 1124 953 260 1044 885 230 991 840 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.0 16.9 16.0 25.3 17.1 13.3 25.3 24.1 22.7 25.3 24.6 22.6 Incr Delay (d2), s/veh 2.5 0.3 0.3 2.9 2.7 0.3 4.3 2.1 0.4 3.5 3.3 0.2 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 2.0 1.0 1.6 6.0 1.3 1.9 2.0 0.5 1.6 2.2 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 30.4 17.2 16.2 28.2 19.8 13.6 29.6 26.2 23.1 28.8 27.9 22.7 LnGrp LOS CBBCBBCCCCCC
Approach Vol, veh/h 583 857 333 317
Approach Delay, s/veh 17.5 19.7 27.2 27.9
Approach LOS B B C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.0 14.5 10.9 23.5 11.2 14.2 6.6 27.9 Change Period (Y+Rc), s 4.2 * 6 4.2 5.7 4.2 6.0 4.2 5.7 Max Green Setting (Gmax), s 7.8 * 34 8.8 35.3 8.8 32.0 7.8 36.3 Max Q Clear Time (g_c+I1), s 5.9 6.7 5.8 8.0 6.4 7.4 2.7 18.6 Green Ext Time (p_c), s 0.0 0.9 0.1 3.0 0.1 0.8 0.0 3.6 Intersection Summary
HCM 7th Control Delay, s/veh 21.5
HCM 7th LOS C
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 1 7 t 7 1 7 + 7
3252
AGENDA ITEM NO. 17.

HCM 7th Signalized Intersection Summary Existing AM Peak 7: Clovis Avenue & Shepherd Avenue 04/08/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 50 367 148 100 580 6 163 38 41 21 38 27 Future Volume (veh/h) 50 367 148 100 580 6 163 38 41 21 38 27 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 56 412 166 112 652 7 183 43 46 24 43 30 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 282 852 380 404 978 436 240 833 371 150 509 226 Arrive On Green 0.08 0.24 0.24 0.12 0.28 0.28 0.14 0.24 0.24 0.04 0.14 0.14 Sat Flow, veh/h 3428 3526 1572 3428 3526 1572 1767 3526 1572 3428 3526 1566 Grp Volume(v), veh/h 56 412 166 112 652 7 183 43 46 24 43 30 Grp Sat Flow(s),veh/h/ln1714 1763 1572 1714 1763 1572 1767 1763 1572 1714 1763 1566 Q Serve(g_s), s 0.8 5.4 4.8 1.6 8.8 0.2 5.4 0.5 1.2 0.4 0.6 0.9 Cycle Q Clear(g_c), s 0.8 5.4 4.8 1.6 8.8 0.2 5.4 0.5 1.2 0.4 0.6 0.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 282 852 380 404 978 436 240 833 371 150 509 226 V/C Ratio(X) 0.20 0.48 0.44 0.28 0.67 0.02 0.76 0.05 0.12 0.16 0.08 0.13 Avail Cap(c_a), veh/h 497 2424 1081 497 2424 1081 289 2490 1111 497 2424 1077 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 23.0 17.5 17.3 21.6 17.2 14.1 22.4 15.9 16.2 24.8 19.9 20.1 Incr Delay (d2), s/veh 0.3 0.4 0.8 0.4 0.8 0.0 9.5 0.0 0.1 0.5 0.1 0.3 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/ln0.3 1.8 1.5 0.6 2.9 0.1 2.5 0.2 0.4 0.1 0.2 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 23.4 17.9 18.1 22.0 18.0 14.1 31.9 15.9 16.3 25.3 20.0 20.3 LnGrp LOS C B B C B B C B B C C C
Approach Vol, veh/h 634 771 272 97
Approach Delay, s/veh 18.5 18.6 26.7 21.4
Approach LOS B B C C
Timer - Assigned Phs 1 2 3 4 5678
Phs Duration (G+Y+Rc), s6.6 18.0 10.5 18.7 11.5 13.1 8.6 20.6 Change Period (Y+Rc), s 4.2 5.3 4.2 5.7 4.2 5.3 4.2 5.7 Max Green Setting (Gmax), s 7.8 38.0 7.8 37.0 8.8 37.0 7.8 37.0 Max Q Clear Time (g_c+I1), s 2.4 3.2 3.6 7.4 7.4 2.9 2.8 10.8 Green Ext Time (p_c), s 0.0 0.3 0.1 3.0 0.1 0.3 0.0 4.1 Intersection Summary
HCM 7th Control Delay, s/veh 19.9
HCM 7th LOS B
‘ ft 7 ‘ ++ 7 " ++ 7 ‘ ++ 7
3253
AGENDA ITEM NO. 17.

HCM 7th AWSC Existing PM Peak
1: Minnewawa Avenue & Behymer Avenue 04/08/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh 55.9
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 3 184 50 3 173 191 67 214 14 164 193 6 Future Vol, veh/h 3 184 50 3 173 191 67 214 14 164 193 6 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 3 211 57 3 199 220 77 246 16 189 222 7
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay, s/veh 30.1 65.2 43.4 73.5

HCM LOS D F E F
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 23% 1% 1% 45%
Vol Thru, % 73% 78% 47% 53%
Vol Right, % 5% 21% 52% 2%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 295 237 367 363
LT Vol 67 3 3 164
Through Vol 214 184 173 193
RT Vol 14 50 191 6
Lane Flow Rate 339 272 422 417
Geometry Grp 1111
Degree of Util (X) 0.833 0.687 0.97 0.998
Departure Headway (Hd) 8.947 9.193 8.274 8.611
Convergence, Y/N Yes Yes Yes Yes
Cap 407 395 439 421
Service Time 6.947 7.193 6.312 6.651
HCM Lane V/C Ratio 0.833 0.689 0.961 0.99
HCM Control Delay, s/veh 43.4 30.1 65.2 73.5
HCM Lane LOS E D F F
HCM 95th-tile Q 7.8 5 11.8 12.4
4 4 4 4
3254
AGENDA ITEM NO. 17.

HCM 7th TWSC Existing PM Peak
2: Minnewawa Avenue & Perrin Avenue 04/08/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 0.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 1 0 1 9 1 2 2 417 6 1 268 0
Future Vol, veh/h 1 0 1 9 1 2 2 417 6 1 268 0
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88
Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 1 0 1 10 1 2 2 474 7 1 305 0
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 786 792 305 789 789 477 305 0 0 481 0 0 Stage 1 307 307 - 482 482 -------
Stage 2 479 485 - 307 307 -------
Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 - - - - - - - Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 - - - - - - - Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - - Pot Cap-1 Maneuver 309 320 733 307 322 586 1251 - - 1077 - - Stage 1 701 659 - 564 552 -------
Stage 2 566 550 - 701 659 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 305 319 733 306 321 586 1251 - - 1077 - - Mov Cap-2 Maneuver 305 319 - 306 321 -------
Stage 1 700 658 - 562 550 -------
Stage 2 561 548 - 699 658 -------
Approach EB WB NB SB
HCM Control Delay, s/v 13.4 16.25 0.04 0.03

HCM LOS B C
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 8 - - 431 334 7 - -
HCM Lane V/C Ratio 0.002 - - 0.005 0.041 0.001 - -
HCM Control Delay (s/veh) 7.9 0 - 13.4 16.3 8.3 0 -
HCM Lane LOS A A - B C A A -
HCM 95th %tile Q(veh) 0 - - 0 0.1 0 - -
4 4. 4* 4
3255
AGENDA ITEM NO. 17.

HCM 7th TWSC Existing PM Peak
5: Peach Avenue & Shepherd Avenue 04/08/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 2.4
Movement EBU EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 2 669 74 43 448 51 56
Future Vol, veh/h 2 669 74 43 448 51 56
Conflicting Peds, #/hr 0 0 2 2 0 0 0
Sign Control Free Free Free Free Free Stop Stop
RT Channelized - - None - None - None
Storage Length 250 - 100 250 - 220 -
Veh in Median Storage, # - 0 - - 0 0 -
Grade, % - 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3 3
Mvmt Flow 2 727 80 47 487 55 61
Major/Minor Major1 Major2 Minor1
Conflicting Flow All - 0 0 810 0 1314 366
Stage 1 - - - - - 734 -
Stage 2 - - - - - 580 -
Critical Hdwy - - - 4.145 - 6.645 6.945
Critical Hdwy Stg 1 - - - - - 5.845 -
Critical Hdwy Stg 2 - - - - - 5.445 -
Follow-up Hdwy - - - 2.2285 - 3.5285 3.3285
Pot Cap-1 Maneuver - - - 809 - 160 630
Stage 1 - - - - - 435 -
Stage 2 - - - - - 556 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - 807 - 151 628
Mov Cap-2 Maneuver - - - - - 151 -
Stage 1 - - - - - 434 -
Stage 2 - - - - - 524 -
Approach EB WB NB
HCM Control Delay, s/v 0.85 26

HCM LOS D
Minor Lane/Major Mvmt NBLn1 NBLn2 EBU EBT EBR WBL WBT
Capacity (veh/h) 151 628 - - - 807 -
HCM Lane V/C Ratio 0.367 0.097 - - - 0.058 -
HCM Control Delay (s/veh) 42.1 11.3 - - - 9.7 -
HCM Lane LOS E B - - - A -
HCM 95th %tile Q(veh) 1.5 0.3 - - - 0.2 -
fl * 7 + 7
3256
AGENDA ITEM NO. 17.

HCM 7th Signalized Intersection Summary Existing PM Peak 6: Minnewawa Avenue & Shepherd Avenue 04/08/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 19 484 86 64 447 122 119 161 50 88 166 16 Future Volume (veh/h) 19 484 86 64 447 122 119 161 50 88 166 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 22 550 98 73 508 139 135 183 57 100 189 18 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 71 1007 449 166 629 533 213 296 250 192 273 232 Arrive On Green 0.04 0.29 0.29 0.09 0.34 0.34 0.12 0.16 0.16 0.11 0.15 0.15 Sat Flow, veh/h 1767 3526 1572 1767 1856 1572 1767 1856 1572 1767 1856 1572 Grp Volume(v), veh/h 22 550 98 73 508 139 135 183 57 100 189 18 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1767 1856 1572 1767 1856 1572 1767 1856 1572 Q Serve(g_s), s 0.7 7.5 2.7 2.2 14.2 3.7 4.1 5.2 1.8 3.0 5.5 0.6 Cycle Q Clear(g_c), s 0.7 7.5 2.7 2.2 14.2 3.7 4.1 5.2 1.8 3.0 5.5 0.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 71 1007 449 166 629 533 213 296 250 192 273 232 V/C Ratio(X) 0.31 0.55 0.22 0.44 0.81 0.26 0.63 0.62 0.23 0.52 0.69 0.08 Avail Cap(c_a), veh/h 242 2183 974 242 1149 974 304 1097 930 273 1042 883 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 26.6 17.2 15.5 24.4 17.1 13.7 23.9 22.3 20.9 24.0 23.1 21.0 Incr Delay (d2), s/veh 2.4 0.5 0.2 1.8 2.5 0.3 3.1 2.1 0.5 2.2 3.1 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 2.5 0.8 0.9 5.1 1.1 1.7 2.2 0.6 1.2 2.2 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 29.0 17.7 15.8 26.3 19.7 13.9 26.9 24.5 21.4 26.2 26.2 21.1 LnGrp LOS CBBCBBCCCCCC
Approach Vol, veh/h 670 720 375 307
Approach Delay, s/veh 17.8 19.2 24.9 25.9
Approach LOS B B C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.4 15.1 9.5 22.0 11.1 14.4 6.5 25.0 Change Period (Y+Rc), s 4.2 * 6 4.2 5.7 4.2 6.0 4.2 5.7 Max Green Setting (Gmax), s 8.8 * 34 7.8 35.3 9.8 32.0 7.8 35.3 Max Q Clear Time (g_c+I1), s 5.0 7.2 4.2 9.5 6.1 7.5 2.7 16.2 Green Ext Time (p_c), s 0.1 1.1 0.0 3.7 0.1 0.9 0.0 3.1 Intersection Summary
HCM 7th Control Delay, s/veh 20.8
HCM 7th LOS C
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 1 7 t 7 1 7 + 7
3257
AGENDA ITEM NO. 17.

HCM 7th Signalized Intersection Summary Existing PM Peak 7: Clovis Avenue & Shepherd Avenue 04/08/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 46 423 125 67 423 11 181 51 57 11 22 21 Future Volume (veh/h) 46 423 125 67 423 11 181 51 57 11 22 21 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 53 486 144 77 486 13 208 59 66 13 25 24 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 276 805 359 346 878 392 258 949 423 88 526 234 Arrive On Green 0.08 0.23 0.23 0.10 0.25 0.25 0.15 0.27 0.27 0.03 0.15 0.15 Sat Flow, veh/h 3428 3526 1572 3428 3526 1572 1767 3526 1571 3428 3526 1569 Grp Volume(v), veh/h 53 486 144 77 486 13 208 59 66 13 25 24 Grp Sat Flow(s),veh/h/ln1714 1763 1572 1714 1763 1572 1767 1763 1571 1714 1763 1569 Q Serve(g_s), s 0.7 6.4 4.0 1.1 6.2 0.3 5.9 0.6 1.7 0.2 0.3 0.7 Cycle Q Clear(g_c), s 0.7 6.4 4.0 1.1 6.2 0.3 5.9 0.6 1.7 0.2 0.3 0.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 276 805 359 346 878 392 258 949 423 88 526 234 V/C Ratio(X) 0.19 0.60 0.40 0.22 0.55 0.03 0.81 0.06 0.16 0.15 0.05 0.10 Avail Cap(c_a), veh/h 518 2526 1126 518 2526 1126 301 2594 1156 518 2526 1124 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 22.2 17.8 16.9 21.4 16.9 14.7 21.4 14.0 14.4 24.6 18.8 19.0 Incr Delay (d2), s/veh 0.3 0.7 0.7 0.3 0.5 0.0 13.0 0.0 0.2 0.8 0.0 0.2 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/ln0.3 2.1 1.2 0.4 2.0 0.1 3.0 0.2 0.5 0.1 0.1 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 22.5 18.6 17.6 21.7 17.4 14.7 34.4 14.1 14.6 25.4 18.9 19.2 LnGrp LOS C B B C B B C B B C B B
Approach Vol, veh/h 683 576 333 62
Approach Delay, s/veh 18.7 17.9 26.9 20.4
Approach LOS B B C C
Timer - Assigned Phs 1 2 3 4 5678
Phs Duration (G+Y+Rc), s5.5 19.2 9.4 17.5 11.7 13.0 8.4 18.6 Change Period (Y+Rc), s 4.2 5.3 4.2 5.7 4.2 5.3 4.2 5.7 Max Green Setting (Gmax), s 7.8 38.0 7.8 37.0 8.8 37.0 7.8 37.0 Max Q Clear Time (g_c+I1), s 2.2 3.7 3.1 8.4 7.9 2.7 2.7 8.2 Green Ext Time (p_c), s 0.0 0.5 0.1 3.4 0.1 0.2 0.0 3.0 Intersection Summary
HCM 7th Control Delay, s/veh 20.1
HCM 7th LOS C
‘ ft 7 ‘ ++ 7 " ++ 7 ‘ ++ 7
3258
AGENDA ITEM NO. 17.

HCM 7th AWSC Existing AM Peak
1: Minnewawa Avenue & Behymer Avenue 04/10/2024
Improved Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh 24.3
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 2 150 68 5 198 244 102 222 7 133 225 1 Future Vol, veh/h 2 150 68 5 198 244 102 222 7 133 225 1 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 2 155 70 5 204 252 105 229 7 137 232 1
Number of Lanes 010010110110
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1122
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2211
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2211
HCM Control Delay, s/veh 17.2 38.3 17.5 17.4

HCM LOS C E C C
Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2
Vol Left, % 100% 0% 1% 1% 100% 0%
Vol Thru, % 0% 97% 68% 44% 0% 100%
Vol Right, % 0% 3% 31% 55% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 102 229 220 447 133 226
LT Vol 102 0 2 5 133 0
Through Vol 0 222 150 198 0 225
RT Vol 0 7 68 244 0 1
Lane Flow Rate 105 236 227 461 137 233
Geometry Grp 552255
Degree of Util (X) 0.247 0.52 0.474 0.861 0.321 0.511
Departure Headway (Hd) 8.471 7.931 7.519 6.727 8.418 7.897 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 424 453 479 544 426 457
Service Time 6.235 5.694 5.584 4.727 6.181 5.659
HCM Lane V/C Ratio 0.248 0.521 0.474 0.847 0.322 0.51
HCM Control Delay, s/veh 14 19 17.2 38.3 15.1 18.7
HCM Lane LOS B C C E C C
HCM 95th-tile Q 1 2.9 2.5 9.3 1.4 2.8
4 4 1 "i 1
3259
AGENDA ITEM NO. 17.

HCM 7th AWSC Existing PM Peak
1: Minnewawa Avenue & Behymer Avenue 04/10/2024
Improved Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh 24.8
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 3 184 50 3 173 191 67 214 14 164 193 6 Future Vol, veh/h 3 184 50 3 173 191 67 214 14 164 193 6 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 3 211 57 3 199 220 77 246 16 189 222 7
Number of Lanes 010010110110
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1122
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2211
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2211
HCM Control Delay, s/veh 21.4 36.5 20.4 18.8

HCM LOS C E C C
Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2
Vol Left, % 100% 0% 1% 1% 100% 0%
Vol Thru, % 0% 94% 78% 47% 0% 97%
Vol Right, % 0% 6% 21% 52% 0% 3%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 67 228 237 367 164 199
LT Vol 67 0 3 3 164 0
Through Vol 0 214 184 173 0 193
RT Vol 0 14 50 191 0 6
Lane Flow Rate 77 262 272 422 189 229
Geometry Grp 552255
Degree of Util (X) 0.187 0.596 0.587 0.832 0.452 0.514
Departure Headway (Hd) 8.749 8.185 7.758 7.1 8.623 8.083 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 410 440 463 510 417 446
Service Time 6.516 5.952 5.829 5.16 6.391 5.85
HCM Lane V/C Ratio 0.188 0.595 0.587 0.827 0.453 0.513
HCM Control Delay, s/veh 13.5 22.4 21.4 36.5 18.4 19.2
HCM Lane LOS B C C E C C
HCM 95th-tile Q 0.7 3.8 3.7 8.3 2.3 2.9
4 4 1 "i 1
3260
AGENDA ITEM NO. 17.

Queuing and Blocking Report Existing AM Peak
Improved 04/10/2024
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 1: Minnewawa Avenue & Behymer Avenue
Movement EB WB NB NB SB SB
Directions Served LTR LTR L TR L TR
Maximum Queue (ft) 98 174 61 139 74 111
Average Queue (ft) 50 93 34 55 41 50
95th Queue (ft) 84 153 58 94 65 81
Link Distance (ft) 2602 3212 2594 2594
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 2: Minnewawa Avenue & Perrin Avenue
Movement EB WB
Directions Served LTR LTR
Maximum Queue (ft) 28 25
Average Queue (ft) 6 4
95th Queue (ft) 22 19
Link Distance (ft) 4816 1215
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 5: Peach Avenue & Shepherd Avenue
Movement WB NB NB
Directions Served L L R
Maximum Queue (ft) 89 45 43
Average Queue (ft) 32 17 16
95th Queue (ft) 68 36 30
Link Distance (ft) 2538
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 220
Storage Blk Time (%)
Queuing Penalty (veh)
3261
AGENDA ITEM NO. 17.

Queuing and Blocking Report Existing AM Peak
Improved 04/10/2024
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 6: Minnewawa Avenue & Shepherd Avenue
Movement EB EB EB EB WB WB WB NB NB NB SB SB
Directions Served L T T R L T R L T R L T
Maximum Queue (ft) 51 132 160 93 339 560 250 128 127 40 133 224 Average Queue (ft) 11 68 84 31 83 251 105 70 63 8 76 85 95th Queue (ft) 35 113 134 61 187 499 275 117 115 26 125 154 Link Distance (ft) 2549 2549 1269 2555 2555 2579
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 240 50 220 190 230 260
Storage Blk Time (%) 24 1 14 43
Queuing Penalty (veh) 27 2 39 57
Intersection: 6: Minnewawa Avenue & Shepherd Avenue
Movement SB
Directions Served R
Maximum Queue (ft) 45
Average Queue (ft) 15
95th Queue (ft) 42
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 15
Storage Blk Time (%) 3
Queuing Penalty (veh) 8
3262
AGENDA ITEM NO. 17.

Queuing and Blocking Report Existing AM Peak
Improved 04/10/2024
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 7: Clovis Avenue & Shepherd Avenue
Movement EB EB EB EB EB WB WB WB WB NB NB NB
Directions Served L L T T R L L T T L T T
Maximum Queue (ft) 46 68 110 123 109 96 110 281 235 301 68 21 Average Queue (ft) 8 29 57 42 30 27 47 118 93 105 10 2
95th Queue (ft) 29 54 99 96 74 67 77 217 195 219 34 12
Link Distance (ft) 1207 1207 2012 2012 2554 2554
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250 50 250 250 230
Storage Blk Time (%) 4 1 1 0 5
Queuing Penalty (veh) 6 3 1 0 1
Intersection: 7: Clovis Avenue & Shepherd Avenue
Movement NB SB SB SB SB SB
Directions Served R L L T T R
Maximum Queue (ft) 20 41 43 62 22 34
Average Queue (ft) 12 7 4 24 3 10
95th Queue (ft) 25 25 21 51 13 24
Link Distance (ft) 1303 1303
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 50 250 250 100
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 144
3263
AGENDA ITEM NO. 17.

Queuing and Blocking Report Existing PM Peak
Improved 04/10/2024
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 1: Minnewawa Avenue & Behymer Avenue
Movement EB WB NB NB SB SB
Directions Served LTR LTR L TR L TR
Maximum Queue (ft) 100 93 61 132 55 99
Average Queue (ft) 51 64 31 59 41 51
95th Queue (ft) 82 92 56 101 60 77
Link Distance (ft) 2602 3212 2594 2594
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 2: Minnewawa Avenue & Perrin Avenue
Movement EB WB
Directions Served LTR LTR
Maximum Queue (ft) 23 26
Average Queue (ft) 2 6
95th Queue (ft) 11 23
Link Distance (ft) 4816 1215
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 5: Peach Avenue & Shepherd Avenue
Movement EB WB NB NB
Directions Served R L L R
Maximum Queue (ft) 41 74 68 43
Average Queue (ft) 3 21 31 20
95th Queue (ft) 18 52 60 41
Link Distance (ft) 2538
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100 250 220
Storage Blk Time (%)
Queuing Penalty (veh)
3264
AGENDA ITEM NO. 17.

Queuing and Blocking Report Existing PM Peak
Improved 04/10/2024
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 6: Minnewawa Avenue & Shepherd Avenue
Movement EB EB EB EB WB WB WB NB NB NB SB SB
Directions Served L T T R L T R L T R L T
Maximum Queue (ft) 49 165 160 150 109 370 250 152 164 43 200 172 Average Queue (ft) 16 92 104 36 51 185 51 82 66 14 71 73 95th Queue (ft) 39 138 161 100 97 333 181 142 131 35 138 130 Link Distance (ft) 2549 2549 1269 2555 2555 2579
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 240 50 220 190 230 260
Storage Blk Time (%) 34 0 10 37
Queuing Penalty (veh) 29 0 18 39
Intersection: 6: Minnewawa Avenue & Shepherd Avenue
Movement SB
Directions Served R
Maximum Queue (ft) 40
Average Queue (ft) 11
95th Queue (ft) 37
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 15
Storage Blk Time (%) 3
Queuing Penalty (veh) 8
3265
AGENDA ITEM NO. 17.

Queuing and Blocking Report Existing PM Peak
Improved 04/10/2024
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 7: Clovis Avenue & Shepherd Avenue
Movement EB EB EB EB EB WB WB WB WB WB NB NB
Directions Served L L T T R L L T T R L T
Maximum Queue (ft) 46 67 156 152 110 85 67 181 174 20 306 89 Average Queue (ft) 7 31 87 60 33 19 34 88 57 6 145 16
95th Queue (ft) 27 60 154 126 91 61 60 150 134 19 271 51 Link Distance (ft) 1207 1207 2012 2012 2554
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250 50 250 250 175 230
Storage Blk Time (%) 9 1 0 8
Queuing Penalty (veh) 11 3 0 2
Intersection: 7: Clovis Avenue & Shepherd Avenue
Movement NB NB SB SB SB SB SB
Directions Served T R L L T T R
Maximum Queue (ft) 67 90 25 23 23 21 39
Average Queue (ft) 10 15 4 1 11 2 8
95th Queue (ft) 33 43 19 10 28 10 25
Link Distance (ft) 2554 1303 1303
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 50 250 250 100
Storage Blk Time (%) 0 0
Queuing Penalty (veh) 0 0
Network Summary
Network wide Queuing Penalty: 110
3266
AGENDA ITEM NO. 17.

HCS7 Two-Lane Highway Report
Project Information
Analyst JLB Traffic Engineering, Inc. Date 4/8/2024
Agency JLB Traffic Engineering, Inc. Analysis Year Existing Traffic Conditions Jurisdiction City of Clovis Time Analyzed AM Peak
Project Description Minnewawa Avenue
between Behymer Avenue
and Perrin Avenue
Units U.S. Customary
Segment 1
Vehicle Inputs
Segment Type Passing Zone Length, ft 5280
Lane Width, ft 12 Shoulder Width, ft 0
Speed Limit, mi/h 55 Access Point Density, pts/mi 0.0
Demand and Capacity
Directional Demand Flow Rate, veh/h 389 Opposing Demand Flow Rate, veh/h 344 Peak Hour Factor 0.94 Total Trucks, % 3.00
Segment Capacity, veh/h 1700 Demand/Capacity (D/C) 0.23 Intermediate Results
Segment Vertical Class 1 Free-Flow Speed, mi/h 58.4
Speed Slope Coefficient 3.51614 Speed Power Coefficient 0.50665 PF Slope Coefficient -1.24680 PF Power Coefficient 0.79648 In Passing Lane Effective Length? No Total Segment Density, veh/mi/ln 3.1 %Improved % Followers 0.0 % Improved Avg Speed 0.0
Subsegment Data
# Segment Type Length, ft Radius, ft Superelevation, % Average Speed, mi/h 1 Tangent 5280 - - 56.5
Vehicle Results
Average Speed, mi/h 56.5 Percent Followers, % 44.5
Segment Travel Time, minutes 1.06 Follower Density, followers/mi/ln 3.1 Vehicle LOS B
Facility Results
T Follower Density, followers/mi/ln LOS
1 3.1 B
Copyright © 2024 University of Florida. All Rights Reserved. HCS™ Two-Lane Version 7.9.6 Generated: 04/09/2024 09:02:02 11 AM.xuf
3267
AGENDA ITEM NO. 17.

HCS7 Two-Lane Highway Report
Project Information
Analyst JLB Traffic Engineering, Inc. Date 4/8/2024
Agency JLB Traffic Engineering, Inc. Analysis Year Existing Traffic Conditions Jurisdiction City of Clovis Time Analyzed PM Peak
Project Description Minnewawa Avenue
between Behymer Avenue
and Perrin Avenue
Units U.S. Customary
Segment 1
Vehicle Inputs
Segment Type Passing Zone Length, ft 5280
Lane Width, ft 12 Shoulder Width, ft 0
Speed Limit, mi/h 55 Access Point Density, pts/mi 0.0
Demand and Capacity
Directional Demand Flow Rate, veh/h 483 Opposing Demand Flow Rate, veh/h 309 Peak Hour Factor 0.87 Total Trucks, % 3.00
Segment Capacity, veh/h 1700 Demand/Capacity (D/C) 0.28 Intermediate Results
Segment Vertical Class 1 Free-Flow Speed, mi/h 58.4
Speed Slope Coefficient 3.50626 Speed Power Coefficient 0.51332 PF Slope Coefficient -1.24102 PF Power Coefficient 0.79847 In Passing Lane Effective Length? No Total Segment Density, veh/mi/ln 4.3 %Improved % Followers 0.0 % Improved Avg Speed 0.0
Subsegment Data
# Segment Type Length, ft Radius, ft Superelevation, % Average Speed, mi/h 1 Tangent 5280 - - 56.3
Vehicle Results
Average Speed, mi/h 56.3 Percent Followers, % 50.0
Segment Travel Time, minutes 1.07 Follower Density, followers/mi/ln 4.3 Vehicle LOS C
Facility Results
T Follower Density, followers/mi/ln LOS
1 4.3 C
Copyright © 2024 University of Florida. All Rights Reserved. HCS™ Two-Lane Version 7.9.6 Generated: 04/09/2024 09:02:25 11 PM.xuf
3268
AGENDA ITEM NO. 17.

HCS7 Two-Lane Highway Report
Project Information
Analyst JLB Traffic Engineering, Inc. Date 4/8/2024
Agency JLB Traffic Engineering, Inc. Analysis Year Existing Traffic Conditions Jurisdiction City of Clovis Time Analyzed AM Peak
Project Description Minnewawa Avenue
between Perrin Avenue
and Shepherd Avenue
Units U.S. Customary
Segment 1
Vehicle Inputs
Segment Type Passing Zone Length, ft 5280
Lane Width, ft 12 Shoulder Width, ft 0
Speed Limit, mi/h 55 Access Point Density, pts/mi 0.0
Demand and Capacity
Directional Demand Flow Rate, veh/h 398 Opposing Demand Flow Rate, veh/h 351 Peak Hour Factor 0.94 Total Trucks, % 3.00
Segment Capacity, veh/h 1700 Demand/Capacity (D/C) 0.23 Intermediate Results
Segment Vertical Class 1 Free-Flow Speed, mi/h 58.4
Speed Slope Coefficient 3.51821 Speed Power Coefficient 0.50528 PF Slope Coefficient -1.24798 PF Power Coefficient 0.79607 In Passing Lane Effective Length? No Total Segment Density, veh/mi/ln 3.2 %Improved % Followers 0.0 % Improved Avg Speed 0.0
Subsegment Data
# Segment Type Length, ft Radius, ft Superelevation, % Average Speed, mi/h 1 Tangent 5280 - - 56.5
Vehicle Results
Average Speed, mi/h 56.5 Percent Followers, % 45.1
Segment Travel Time, minutes 1.06 Follower Density, followers/mi/ln 3.2 Vehicle LOS B
Facility Results
T Follower Density, followers/mi/ln LOS
1 3.2 B
Copyright © 2024 University of Florida. All Rights Reserved. HCS™ Two-Lane Version 7.9.6 Generated: 04/09/2024 09:02:41 12 AM.xuf
3269
AGENDA ITEM NO. 17.

HCS7 Two-Lane Highway Report
Project Information
Analyst JLB Traffic Engineering, Inc. Date 4/8/2024
Agency JLB Traffic Engineering, Inc. Analysis Year Existing Traffic Conditions Jurisdiction City of Clovis Time Analyzed PM Peak
Project Description Minnewawa Avenue
between Perrin Avenue
and Shepherd Avenue
Units U.S. Customary
Segment 1
Vehicle Inputs
Segment Type Passing Zone Length, ft 5280
Lane Width, ft 12 Shoulder Width, ft 0
Speed Limit, mi/h 55 Access Point Density, pts/mi 0.0
Demand and Capacity
Directional Demand Flow Rate, veh/h 483 Opposing Demand Flow Rate, veh/h 316 Peak Hour Factor 0.88 Total Trucks, % 3.00
Segment Capacity, veh/h 1700 Demand/Capacity (D/C) 0.28 Intermediate Results
Segment Vertical Class 1 Free-Flow Speed, mi/h 58.4
Speed Slope Coefficient 3.50823 Speed Power Coefficient 0.51197 PF Slope Coefficient -1.24219 PF Power Coefficient 0.79808 In Passing Lane Effective Length? No Total Segment Density, veh/mi/ln 4.3 %Improved % Followers 0.0 % Improved Avg Speed 0.0
Subsegment Data
# Segment Type Length, ft Radius, ft Superelevation, % Average Speed, mi/h 1 Tangent 5280 - - 56.3
Vehicle Results
Average Speed, mi/h 56.3 Percent Followers, % 50.1
Segment Travel Time, minutes 1.07 Follower Density, followers/mi/ln 4.3 Vehicle LOS C
Facility Results
T Follower Density, followers/mi/ln LOS
1 4.3 C
Copyright © 2024 University of Florida. All Rights Reserved. HCS™ Two-Lane Version 7.9.6 Generated: 04/09/2024 10:47:46 12 PM.xuf
3270
AGENDA ITEM NO. 17.

HCS7 Two-Lane Highway Report
Project Information
Analyst JLB Traffic Engineering, Inc. Date 4/8/2024
Agency JLB Traffic Engineering, Inc. Analysis Year Existing Traffic Conditions Jurisdiction City of Clovis Time Analyzed AM Peak
Project Description Shepherd Avenue between
Willow Avenue and Peach
Avenue
Units U.S. Customary
Segment 1
Vehicle Inputs
Segment Type Passing Constrained Length, ft 5280
Lane Width, ft 12 Shoulder Width, ft 0
Speed Limit, mi/h 55 Access Point Density, pts/mi 0.0
Demand and Capacity
Directional Demand Flow Rate, veh/h 564 Opposing Demand Flow Rate, veh/h - Peak Hour Factor 0.88 Total Trucks, % 3.00
Segment Capacity, veh/h 1700 Demand/Capacity (D/C) 0.33 Intermediate Results
Segment Vertical Class 1 Free-Flow Speed, mi/h 58.4
Speed Slope Coefficient 3.72546 Speed Power Coefficient 0.41674 PF Slope Coefficient -1.31046 PF Power Coefficient 0.75667 In Passing Lane Effective Length? No Total Segment Density, veh/mi/ln 5.8 %Improved % Followers 0.0 % Improved Avg Speed 0.0
Subsegment Data
# Segment Type Length, ft Radius, ft Superelevation, % Average Speed, mi/h 1 Tangent 5280 - - 55.7
Vehicle Results
Average Speed, mi/h 55.7 Percent Followers, % 57.2
Segment Travel Time, minutes 1.08 Follower Density, followers/mi/ln 5.8 Vehicle LOS C
Facility Results
T Follower Density, followers/mi/ln LOS
1 5.8 C
Copyright © 2024 University of Florida. All Rights Reserved. HCS™ Two-Lane Version 7.9.6 Generated: 04/09/2024 09:08:01 13 AM.xuf
3271
AGENDA ITEM NO. 17.

HCS7 Two-Lane Highway Report
Project Information
Analyst JLB Traffic Engineering, Inc. Date 4/8/2024
Agency JLB Traffic Engineering, Inc. Analysis Year Existing Traffic Conditions Jurisdiction City of Clovis Time Analyzed PM Peak
Project Description Shepherd Avenue between
Willow Avenue and Peach
Avenue
Units U.S. Customary
Segment 1
Vehicle Inputs
Segment Type Passing Constrained Length, ft 5280
Lane Width, ft 12 Shoulder Width, ft 0
Speed Limit, mi/h 55 Access Point Density, pts/mi 0.0
Demand and Capacity
Directional Demand Flow Rate, veh/h 569 Opposing Demand Flow Rate, veh/h - Peak Hour Factor 0.88 Total Trucks, % 3.00
Segment Capacity, veh/h 1700 Demand/Capacity (D/C) 0.33 Intermediate Results
Segment Vertical Class 1 Free-Flow Speed, mi/h 58.4
Speed Slope Coefficient 3.72546 Speed Power Coefficient 0.41674 PF Slope Coefficient -1.31046 PF Power Coefficient 0.75667 In Passing Lane Effective Length? No Total Segment Density, veh/mi/ln 5.9 %Improved % Followers 0.0 % Improved Avg Speed 0.0
Subsegment Data
# Segment Type Length, ft Radius, ft Superelevation, % Average Speed, mi/h 1 Tangent 5280 - - 55.7
Vehicle Results
Average Speed, mi/h 55.7 Percent Followers, % 57.5
Segment Travel Time, minutes 1.08 Follower Density, followers/mi/ln 5.9 Vehicle LOS C
Facility Results
T Follower Density, followers/mi/ln LOS
1 5.9 C
Copyright © 2024 University of Florida. All Rights Reserved. HCS™ Two-Lane Version 7.9.6 Generated: 04/09/2024 09:10:32 13 PM.xuf
3272
AGENDA ITEM NO. 17.

HCS7 Two-Lane Highway Report
Project Information
Analyst JLB Traffic Engineering, Inc. Date 4/8/2024
Agency JLB Traffic Engineering, Inc. Analysis Year Existing Traffic Conditions Jurisdiction City of Clovis Time Analyzed AM Peak
Project Description Shepherd Avenue between
Peach Avenue and
Minnewawa Avenue
Units U.S. Customary
Segment 1
Vehicle Inputs
Segment Type Passing Constrained Length, ft 5280
Lane Width, ft 12 Shoulder Width, ft 0
Speed Limit, mi/h 55 Access Point Density, pts/mi 0.0
Demand and Capacity
Directional Demand Flow Rate, veh/h 765 Opposing Demand Flow Rate, veh/h - Peak Hour Factor 0.89 Total Trucks, % 3.00
Segment Capacity, veh/h 1700 Demand/Capacity (D/C) 0.45 Intermediate Results
Segment Vertical Class 1 Free-Flow Speed, mi/h 58.4
Speed Slope Coefficient 3.72546 Speed Power Coefficient 0.41674 PF Slope Coefficient -1.31046 PF Power Coefficient 0.75667 In Passing Lane Effective Length? No Total Segment Density, veh/mi/ln 9.1 %Improved % Followers 0.0 % Improved Avg Speed 0.0
Subsegment Data
# Segment Type Length, ft Radius, ft Superelevation, % Average Speed, mi/h 1 Tangent 5280 - - 55.3
Vehicle Results
Average Speed, mi/h 55.3 Percent Followers, % 65.7
Segment Travel Time, minutes 1.09 Follower Density, followers/mi/ln 9.1 Vehicle LOS D
Facility Results
T Follower Density, followers/mi/ln LOS
1 9.1 D
Copyright © 2024 University of Florida. All Rights Reserved. HCS™ Two-Lane Version 7.9.6 Generated: 04/09/2024 09:16:53 14 AM.xuf
3273
AGENDA ITEM NO. 17.

HCS7 Two-Lane Highway Report
Project Information
Analyst JLB Traffic Engineering, Inc. Date 4/8/2024
Agency JLB Traffic Engineering, Inc. Analysis Year Existing Traffic Conditions Jurisdiction City of Clovis Time Analyzed PM Peak
Project Description Shepherd Avenue between
Peach Avenue and
Minnewawa Avenue
Units U.S. Customary
Segment 1
Vehicle Inputs
Segment Type Passing Constrained Length, ft 5280
Lane Width, ft 12 Shoulder Width, ft 0
Speed Limit, mi/h 55 Access Point Density, pts/mi 0.0
Demand and Capacity
Directional Demand Flow Rate, veh/h 669 Opposing Demand Flow Rate, veh/h - Peak Hour Factor 0.87 Total Trucks, % 3.00
Segment Capacity, veh/h 1700 Demand/Capacity (D/C) 0.39 Intermediate Results
Segment Vertical Class 1 Free-Flow Speed, mi/h 58.4
Speed Slope Coefficient 3.72546 Speed Power Coefficient 0.41674 PF Slope Coefficient -1.31046 PF Power Coefficient 0.75667 In Passing Lane Effective Length? No Total Segment Density, veh/mi/ln 7.5 %Improved % Followers 0.0 % Improved Avg Speed 0.0
Subsegment Data
# Segment Type Length, ft Radius, ft Superelevation, % Average Speed, mi/h 1 Tangent 5280 - - 55.5
Vehicle Results
Average Speed, mi/h 55.5 Percent Followers, % 62.0
Segment Travel Time, minutes 1.08 Follower Density, followers/mi/ln 7.5 Vehicle LOS C
Facility Results
T Follower Density, followers/mi/ln LOS
1 7.5 C
Copyright © 2024 University of Florida. All Rights Reserved. HCS™ Two-Lane Version 7.9.6 Generated: 04/09/2024 09:47:44 14 PM.xuf
3274
AGENDA ITEM NO. 17.
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 App | F
(559) 570-8991
Appendix F: Existing plus Project Traffic Conditions
3275
AGENDA ITEM NO. 17.

HCM 7th AWSC Existing plus Project AM Peak
1: Minnewawa Avenue & Behymer Avenue 04/08/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh 45.5
Intersection LOS E
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 2 150 69 5 198 244 112 231 7 133 226 1 Future Vol, veh/h 2 150 69 5 198 244 112 231 7 133 226 1 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 2 155 71 5 204 252 115 238 7 137 233 1
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay, s/veh 21.8 63.6 40.2 42.8

HCM LOS C F E E
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 32% 1% 1% 37%
Vol Thru, % 66% 68% 44% 63%
Vol Right, % 2% 31% 55% 0%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 350 221 447 360
LT Vol 112 2 5 133
Through Vol 231 150 198 226
RT Vol 7 69 244 1
Lane Flow Rate 361 228 461 371
Geometry Grp 1111
Degree of Util (X) 0.826 0.547 0.977 0.847
Departure Headway (Hd) 8.238 8.737 7.633 8.217
Convergence, Y/N Yes Yes Yes Yes
Cap 437 415 479 438
Service Time 6.327 6.737 5.633 6.306
HCM Lane V/C Ratio 0.826 0.549 0.962 0.847
HCM Control Delay, s/veh 40.2 21.8 63.6 42.8
HCM Lane LOS E C F E
HCM 95th-tile Q 7.8 3.2 12.5 8.3
4 4 4 4
3276
AGENDA ITEM NO. 17.

HCM 7th TWSC Existing plus Project AM Peak
2: Minnewawa Avenue & Perrin Avenue 04/08/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 2.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 1 0 7 12 0 92 5 292 10 60 264 1
Future Vol, veh/h 1 0 7 12 0 92 5 292 10 60 264 1
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94
Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 1 0 7 13 0 98 5 311 11 64 281 1
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 730 741 281 735 736 316 282 0 0 321 0 0 Stage 1 409 409 - 327 327 -------
Stage 2 321 332 - 409 410 -------
Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 - - - - - - - Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 - - - - - - - Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - - Pot Cap-1 Maneuver 336 343 755 334 345 722 1275 - - 1233 - - Stage 1 617 594 - 684 646 -------
Stage 2 688 643 - 618 594 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 272 320 755 309 322 722 1275 - - 1233 - - Mov Cap-2 Maneuver 272 320 - 309 322 -------
Stage 1 579 558 - 680 643 -------
Stage 2 592 639 - 574 558 -------
Approach EB WB NB SB
HCM Control Delay, s/v10.91 11.99 0.13 1.49

HCM LOS B B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 29 - - 618 626 332 - -
HCM Lane V/C Ratio 0.004 - - 0.014 0.177 0.052 - -
HCM Control Delay (s/veh) 7.8 0 - 10.9 12 8.1 0 -
HCM Lane LOS A A - BBAA -
HCM 95th %tile Q(veh) 0 - - 0 0.6 0.2 - -
4 4. 4* 4
3277
AGENDA ITEM NO. 17.

HCM 7th TWSC Existing plus Project AM Peak
4: Clovis Avenue & Baron Avenue 04/08/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 0.1
Movement WBL WBR NBU NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 3 0 38 85 52 0 71
Future Vol, veh/h 3 0 38 85 52 0 71
Conflicting Peds, #/hr 0 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free Free
RT Channelized - None - - None - None
Storage Length 100 0 140 ----
Veh in Median Storage, # 0 - - 0 - - 0
Grade, % 0 - - 0 - - 0
Peak Hour Factor 86 86 86 86 86 86 86
Heavy Vehicles, % 3 3 3 3 3 3 3
Mvmt Flow 3 0 44 99 60 0 83
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 181 99 - 0 0 159 0
Stage 1 99 ------
Stage 2 83 ------
Critical Hdwy 6.43 6.23 - - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - - -
Critical Hdwy Stg 2 5.43 - - - - - -
Follow-up Hdwy 3.527 3.327 - - - 2.227 -
Pot Cap-1 Maneuver 806 954 - - - 1414 -
Stage 1 923 ------
Stage 2 938 ------
Platoon blocked, % - - -
Mov Cap-1 Maneuver 806 954 - - - 1414 -
Mov Cap-2 Maneuver 806 ------
Stage 1 923 ------
Stage 2 938 ------
Approach WB NB SB
HCM Control Delay, s/v 9.49 0

HCM LOS A
Minor Lane/Major Mvmt NBU NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - - 806 - 1414 -
HCM Lane V/C Ratio - - - 0.004 - - -
HCM Control Delay (s/veh) - - - 9.5 0 0 -
HCM Lane LOS - - - A A A -
HCM 95th %tile Q(veh) - - - 0 - 0 -
7 7 fl 4
3278
AGENDA ITEM NO. 17.

HCM 7th TWSC Existing plus Project AM Peak
5: Peach Avenue & Shepherd Avenue 04/08/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 2.1
Movement EBU EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 0 497 98 87 481 26 80
Future Vol, veh/h 0 497 98 87 481 26 80
Conflicting Peds, #/hr 0 0 1 1 0 0 0
Sign Control Free Free Free Free Free Stop Stop
RT Channelized - - None - None - None
Storage Length 250 - 100 250 - 220 -
Veh in Median Storage, # - 0 - - 0 0 -
Grade, % - 0 - - 0 0 -
Peak Hour Factor 88 88 88 88 88 88 88
Heavy Vehicles, % 3 3 3 3 3 3 3
Mvmt Flow 0 565 111 99 547 30 91
Major/Minor Major1 Major2 Minor1
Conflicting Flow All - 0 0 677 0 1310 283
Stage 1 - - - - - 566 -
Stage 2 - - - - - 744 -
Critical Hdwy - - - 4.145 - 6.645 6.945
Critical Hdwy Stg 1 - - - - - 5.845 -
Critical Hdwy Stg 2 - - - - - 5.445 -
Follow-up Hdwy - - - 2.2285 - 3.5285 3.3285
Pot Cap-1 Maneuver - - - 907 - 161 712
Stage 1 - - - - - 530 -
Stage 2 - - - - - 466 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - 906 - 144 711
Mov Cap-2 Maneuver - - - - - 144 -
Stage 1 - - - - - 530 -
Stage 2 - - - - - 415 -
Approach EB WB NB
HCM Control Delay, s/v 0 1.45 17.09

HCM LOS C
Minor Lane/Major Mvmt NBLn1 NBLn2 EBU EBT EBR WBL WBT
Capacity (veh/h) 144 711 - - - 906 -
HCM Lane V/C Ratio 0.206 0.128 - - - 0.109 -
HCM Control Delay (s/veh) 36.4 10.8 0 - - 9.5 -
HCM Lane LOS E B A - - A -
HCM 95th %tile Q(veh) 0.7 0.4 - - - 0.4 -
fl * 7 + 7
3279
AGENDA ITEM NO. 17.

HCM 7th Signalized Intersection Summary Existing plus Project AM Peak 6: Minnewawa Avenue & Shepherd Avenue 04/08/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 31 416 111 112 533 80 129 159 39 58 203 31 Future Volume (veh/h) 31 416 111 112 533 80 129 159 39 58 203 31 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 33 443 118 119 567 85 137 169 41 62 216 33 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, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 96 1088 485 189 671 569 197 350 296 144 294 250 Arrive On Green 0.05 0.31 0.31 0.11 0.36 0.36 0.11 0.19 0.19 0.08 0.16 0.16 Sat Flow, veh/h 1767 3526 1572 1767 1856 1572 1767 1856 1572 1767 1856 1572 Grp Volume(v), veh/h 33 443 118 119 567 85 137 169 41 62 216 33 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1767 1856 1572 1767 1856 1572 1767 1856 1572 Q Serve(g_s), s 1.2 6.4 3.6 4.1 18.0 2.3 4.8 5.2 1.4 2.1 7.1 1.2 Cycle Q Clear(g_c), s 1.2 6.4 3.6 4.1 18.0 2.3 4.8 5.2 1.4 2.1 7.1 1.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 96 1088 485 189 671 569 197 350 296 144 294 250 V/C Ratio(X) 0.35 0.41 0.24 0.63 0.84 0.15 0.70 0.48 0.14 0.43 0.73 0.13 Avail Cap(c_a), veh/h 215 1945 868 243 1053 892 243 948 804 243 928 787 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 29.2 17.5 16.5 27.3 18.8 13.8 27.4 23.2 21.6 28.0 25.6 23.1 Incr Delay (d2), s/veh 2.1 0.2 0.3 3.4 3.8 0.1 6.4 1.0 0.2 2.0 3.5 0.2 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 2.2 1.1 1.7 6.9 0.7 2.2 2.1 0.5 0.9 3.0 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 31.3 17.7 16.8 30.7 22.6 13.9 33.7 24.2 21.8 30.0 29.2 23.4 LnGrp LOS CBBCCBCCCCCC
Approach Vol, veh/h 594 771 347 311
Approach Delay, s/veh 18.3 22.9 27.7 28.7
Approach LOS B C C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 9.4 18.1 11.1 25.5 11.3 16.2 7.7 28.8 Change Period (Y+Rc), s 4.2 * 6 4.2 5.7 4.2 6.0 4.2 5.7 Max Green Setting (Gmax), s 8.8 * 33 8.8 35.3 8.8 32.0 7.8 36.3 Max Q Clear Time (g_c+I1), s 4.1 7.2 6.1 8.4 6.8 9.1 3.2 20.0 Green Ext Time (p_c), s 0.0 0.9 0.1 3.0 0.1 1.1 0.0 3.2 Intersection Summary
HCM 7th Control Delay, s/veh 23.3
HCM 7th LOS C
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 1 7 t 7 1 7 + 7
3280
AGENDA ITEM NO. 17.

HCM 7th Signalized Intersection Summary Existing plus Project AM Peak 7: Clovis Avenue & Shepherd Avenue 04/08/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 50 338 121 100 539 49 123 80 41 57 73 27 Future Volume (veh/h) 50 338 121 100 539 49 123 80 41 57 73 27 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 56 380 136 112 606 55 138 90 46 64 82 30 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 284 807 360 409 936 417 227 681 304 309 546 243 Arrive On Green 0.08 0.23 0.23 0.12 0.27 0.27 0.13 0.19 0.19 0.09 0.15 0.15 Sat Flow, veh/h 3428 3526 1572 3428 3526 1572 1767 3526 1572 3428 3526 1566 Grp Volume(v), veh/h 56 380 136 112 606 55 138 90 46 64 82 30 Grp Sat Flow(s),veh/h/ln1714 1763 1572 1714 1763 1572 1767 1763 1572 1714 1763 1566 Q Serve(g_s), s 0.8 4.9 3.8 1.6 8.0 1.4 3.9 1.1 1.3 0.9 1.1 0.9 Cycle Q Clear(g_c), s 0.8 4.9 3.8 1.6 8.0 1.4 3.9 1.1 1.3 0.9 1.1 0.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 284 807 360 409 936 417 227 681 304 309 546 243 V/C Ratio(X) 0.20 0.47 0.38 0.27 0.65 0.13 0.61 0.13 0.15 0.21 0.15 0.12 Avail Cap(c_a), veh/h 508 2478 1105 508 2478 1105 295 2545 1135 508 2478 1101 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 22.5 17.5 17.1 21.1 17.2 14.7 21.7 17.6 17.6 22.2 19.3 19.2 Incr Delay (d2), s/veh 0.3 0.4 0.7 0.4 0.8 0.1 2.6 0.1 0.2 0.3 0.1 0.2 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/ln0.3 1.6 1.2 0.5 2.6 0.4 1.5 0.4 0.4 0.3 0.4 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 22.8 18.0 17.8 21.5 17.9 14.9 24.3 17.7 17.9 22.5 19.4 19.4 LnGrp LOS C B B C B B C B B C B B
Approach Vol, veh/h 572 773 274 176
Approach Delay, s/veh 18.4 18.2 21.0 20.5
Approach LOS B B C C
Timer - Assigned Phs 1 2 3 4 5678
Phs Duration (G+Y+Rc), s8.9 15.5 10.5 17.7 11.0 13.5 8.6 19.7 Change Period (Y+Rc), s 4.2 5.3 4.2 5.7 4.2 5.3 4.2 5.7 Max Green Setting (Gmax), s 7.8 38.0 7.8 37.0 8.8 37.0 7.8 37.0 Max Q Clear Time (g_c+I1), s 2.9 3.3 3.6 6.9 5.9 3.1 2.8 10.0 Green Ext Time (p_c), s 0.0 0.6 0.1 2.7 0.1 0.5 0.0 3.9 Intersection Summary
HCM 7th Control Delay, s/veh 18.9
HCM 7th LOS B
‘ ft 7 ‘ ++ 7 " ++ 7 ‘ ++ 7
3281
AGENDA ITEM NO. 17.

HCM 7th AWSC Existing plus Project PM Peak
1: Minnewawa Avenue & Behymer Avenue 04/08/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh 57.7
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 3 184 54 3 173 191 69 216 14 164 195 6 Future Vol, veh/h 3 184 54 3 173 191 69 216 14 164 195 6 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 3 211 62 3 199 220 79 248 16 189 224 7
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay, s/veh 31.1 65.1 45.4 78

HCM LOS D F E F
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 23% 1% 1% 45%
Vol Thru, % 72% 76% 47% 53%
Vol Right, % 5% 22% 52% 2%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 299 241 367 365
LT Vol 69 3 3 164
Through Vol 216 184 173 195
RT Vol 14 54 191 6
Lane Flow Rate 344 277 422 420
Geometry Grp 1111
Degree of Util (X) 0.846 0.699 0.968 1.014
Departure Headway (Hd) 9.011 9.255 8.406 8.704
Convergence, Y/N Yes Yes Yes Yes
Cap 406 393 434 420
Service Time 7.011 7.255 6.406 6.704
HCM Lane V/C Ratio 0.847 0.705 0.972 1
HCM Control Delay, s/veh 45.4 31.1 65.1 78
HCM Lane LOS E D F F
HCM 95th-tile Q 8.1 5.2 11.6 12.9
4 4 4 4
3282
AGENDA ITEM NO. 17.

HCM 7th TWSC Existing plus Project PM Peak
2: Minnewawa Avenue & Perrin Avenue 04/08/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 2.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 1 0 1 17 1 66 2 357 18 48 227 0
Future Vol, veh/h 1 0 1 17 1 66 2 357 18 48 227 0
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88
Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 1 0 1 19 1 75 2 406 20 55 258 0
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 778 798 258 788 788 416 258 0 0 426 0 0 Stage 1 367 367 - 420 420 -------
Stage 2 411 431 - 367 367 -------
Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 - - - - - - - Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 - - - - - - - Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - - Pot Cap-1 Maneuver 313 318 778 308 322 635 1301 - - 1128 - - Stage 1 650 620 - 609 587 -------
Stage 2 616 581 - 650 620 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 259 299 778 289 303 635 1301 - - 1128 - - Mov Cap-2 Maneuver 259 299 - 289 303 -------
Stage 1 614 585 - 607 586 -------
Stage 2 541 580 - 613 585 -------
Approach EB WB NB SB
HCM Control Delay, s/v14.33 13.76 0.04 1.46

HCM LOS B B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 9 - - 388 506 314 - -
HCM Lane V/C Ratio 0.002 - - 0.006 0.189 0.048 - -
HCM Control Delay (s/veh) 7.8 0 - 14.3 13.8 8.4 0 -
HCM Lane LOS A A - BBAA -
HCM 95th %tile Q(veh) 0 - - 0 0.7 0.2 - -
4 4. 4* 4
3283
AGENDA ITEM NO. 17.

HCM 7th TWSC Existing plus Project PM Peak
4: Clovis Avenue & Baron Avenue 04/08/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 1.2
Movement WBL WBR NBU NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 24 0 23 88 6 0 52
Future Vol, veh/h 24 0 23 88 6 0 52
Conflicting Peds, #/hr 0 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free Free
RT Channelized - None - - None - None
Storage Length 100 0 140 - 0 0 -
Veh in Median Storage, # 0 - - 0 - - 0
Grade, % 0 - - 0 - - 0
Peak Hour Factor 82 82 82 82 82 82 82
Heavy Vehicles, % 3 3 3 3 3 3 3
Mvmt Flow 29 0 28 107 7 0 63
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 171 107 - 0 0 115 0
Stage 1 107 ------
Stage 2 63 ------
Critical Hdwy 6.43 6.23 - - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - - -
Critical Hdwy Stg 2 5.43 - - - - - -
Follow-up Hdwy 3.527 3.327 - - - 2.227 -
Pot Cap-1 Maneuver 817 944 - - - 1468 -
Stage 1 915 ------
Stage 2 957 ------
Platoon blocked, % - - -
Mov Cap-1 Maneuver 817 944 - - - 1468 -
Mov Cap-2 Maneuver 817 ------
Stage 1 915 ------
Stage 2 957 ------
Approach WB NB SB
HCM Control Delay, s/v 9.57 0

HCM LOS A
Minor Lane/Major Mvmt NBU NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - - 817 - 1468 -
HCM Lane V/C Ratio - - - 0.036 - - -
HCM Control Delay (s/veh) - - - 9.6 0 0 -
HCM Lane LOS - - - A A A -
HCM 95th %tile Q(veh) - - - 0.1 - 0 -
7 7 fl 4
3284
AGENDA ITEM NO. 17.

HCM 7th TWSC Existing plus Project PM Peak
5: Peach Avenue & Shepherd Avenue 04/08/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 2.5
Movement EBU EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 2 693 74 43 458 51 59
Future Vol, veh/h 2 693 74 43 458 51 59
Conflicting Peds, #/hr 0 0 2 2 0 0 0
Sign Control Free Free Free Free Free Stop Stop
RT Channelized - - None - None - None
Storage Length 250 - 100 250 - 220 -
Veh in Median Storage, # - 0 - - 0 0 -
Grade, % - 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3 3
Mvmt Flow 2 753 80 47 498 55 64
Major/Minor Major1 Major2 Minor1
Conflicting Flow All - 0 0 836 0 1351 379
Stage 1 - - - - - 760 -
Stage 2 - - - - - 591 -
Critical Hdwy - - - 4.145 - 6.645 6.945
Critical Hdwy Stg 1 - - - - - 5.845 -
Critical Hdwy Stg 2 - - - - - 5.445 -
Follow-up Hdwy - - - 2.2285 - 3.5285 3.3285
Pot Cap-1 Maneuver - - - 791 - 152 617
Stage 1 - - - - - 421 -
Stage 2 - - - - - 550 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - 789 - 143 616
Mov Cap-2 Maneuver - - - - - 143 -
Stage 1 - - - - - 421 -
Stage 2 - - - - - 517 -
Approach EB WB NB
HCM Control Delay, s/v 0.85 27.22

HCM LOS D
Minor Lane/Major Mvmt NBLn1 NBLn2 EBU EBT EBR WBL WBT
Capacity (veh/h) 143 616 - - - 789 -
HCM Lane V/C Ratio 0.388 0.104 - - - 0.059 -
HCM Control Delay (s/veh) 45.4 11.5 - - - 9.8 -
HCM Lane LOS E B - - - A -
HCM 95th %tile Q(veh) 1.7 0.3 - - - 0.2 -
fl * 7 + 7
3285
AGENDA ITEM NO. 17.

HCM 7th Signalized Intersection Summary Existing plus Project PM Peak 6: Minnewawa Avenue & Shepherd Avenue 04/08/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 46 484 86 64 447 64 119 194 50 46 198 26 Future Volume (veh/h) 46 484 86 64 447 64 119 194 50 46 198 26 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 52 550 98 73 508 73 135 220 57 52 225 30 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 131 1107 494 158 611 518 198 376 319 131 305 259 Arrive On Green 0.07 0.31 0.31 0.09 0.33 0.33 0.11 0.20 0.20 0.07 0.16 0.16 Sat Flow, veh/h 1767 3526 1572 1767 1856 1572 1767 1856 1572 1767 1856 1572 Grp Volume(v), veh/h 52 550 98 73 508 73 135 220 57 52 225 30 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1767 1856 1572 1767 1856 1572 1767 1856 1572 Q Serve(g_s), s 1.8 8.0 2.9 2.5 15.9 2.1 4.6 6.7 1.9 1.8 7.2 1.0 Cycle Q Clear(g_c), s 1.8 8.0 2.9 2.5 15.9 2.1 4.6 6.7 1.9 1.8 7.2 1.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 131 1107 494 158 611 518 198 376 319 131 305 259 V/C Ratio(X) 0.40 0.50 0.20 0.46 0.83 0.14 0.68 0.58 0.18 0.40 0.74 0.12 Avail Cap(c_a), veh/h 219 1979 883 219 1042 883 275 1024 868 219 944 800 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.8 17.5 15.8 27.2 19.5 14.8 26.8 22.7 20.7 27.8 25.0 22.4 Incr Delay (d2), s/veh 1.9 0.3 0.2 2.1 3.0 0.1 4.1 1.4 0.3 1.9 3.5 0.2 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 0.7 2.7 0.9 1.0 6.1 0.6 2.0 2.7 0.6 0.7 3.0 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 29.7 17.9 16.0 29.3 22.5 14.9 30.9 24.1 21.0 29.7 28.4 22.6 LnGrp LOS CBBCCBCCCCCC
Approach Vol, veh/h 700 654 412 307
Approach Delay, s/veh 18.5 22.4 25.9 28.1
Approach LOS B C C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 8.9 18.8 9.8 25.4 11.3 16.3 8.9 26.4 Change Period (Y+Rc), s 4.2 * 6 4.2 5.7 4.2 6.0 4.2 5.7 Max Green Setting (Gmax), s 7.8 * 35 7.8 35.3 9.8 32.0 7.8 35.3 Max Q Clear Time (g_c+I1), s 3.8 8.7 4.5 10.0 6.6 9.2 3.8 17.9 Green Ext Time (p_c), s 0.0 1.3 0.0 3.6 0.1 1.1 0.0 2.8 Intersection Summary
HCM 7th Control Delay, s/veh 22.6
HCM 7th LOS C
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 1 7 t 7 1 7 + 7
3286
AGENDA ITEM NO. 17.

HCM 7th Signalized Intersection Summary Existing plus Project PM Peak 7: Clovis Avenue & Shepherd Avenue 04/08/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 46 401 105 67 392 56 154 94 57 40 45 21 Future Volume (veh/h) 46 401 105 67 392 56 154 94 57 40 45 21 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 53 461 121 77 451 64 177 108 66 46 52 24 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 277 772 344 348 845 377 248 797 355 251 560 249 Arrive On Green 0.08 0.22 0.22 0.10 0.24 0.24 0.14 0.23 0.23 0.07 0.16 0.16 Sat Flow, veh/h 3428 3526 1572 3428 3526 1572 1767 3526 1570 3428 3526 1570 Grp Volume(v), veh/h 53 461 121 77 451 64 177 108 66 46 52 24 Grp Sat Flow(s),veh/h/ln1714 1763 1572 1714 1763 1572 1767 1763 1570 1714 1763 1570 Q Serve(g_s), s 0.7 6.0 3.3 1.1 5.7 1.6 4.9 1.2 1.7 0.6 0.6 0.7 Cycle Q Clear(g_c), s 0.7 6.0 3.3 1.1 5.7 1.6 4.9 1.2 1.7 0.6 0.6 0.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 277 772 344 348 845 377 248 797 355 251 560 249 V/C Ratio(X) 0.19 0.60 0.35 0.22 0.53 0.17 0.71 0.14 0.19 0.18 0.09 0.10 Avail Cap(c_a), veh/h 524 2557 1140 524 2557 1140 305 2626 1170 524 2557 1138 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 21.9 17.9 16.9 21.1 16.9 15.4 20.9 15.8 16.0 22.2 18.3 18.3 Incr Delay (d2), s/veh 0.3 0.7 0.6 0.3 0.5 0.2 5.9 0.1 0.3 0.3 0.1 0.2 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/ln0.3 2.0 1.0 0.4 1.9 0.5 2.1 0.4 0.5 0.2 0.2 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 22.2 18.6 17.5 21.4 17.4 15.6 26.9 15.8 16.2 22.6 18.4 18.5 LnGrp LOS C B B C B B C B B C B B
Approach Vol, veh/h 635 592 351 122
Approach Delay, s/veh 18.7 17.7 21.5 20.0
Approach LOS B B C B
Timer - Assigned Phs 1 2 3 4 5678
Phs Duration (G+Y+Rc), s7.9 16.8 9.4 16.9 11.4 13.4 8.3 17.9 Change Period (Y+Rc), s 4.2 5.3 4.2 5.7 4.2 5.3 4.2 5.7 Max Green Setting (Gmax), s 7.8 38.0 7.8 37.0 8.8 37.0 7.8 37.0 Max Q Clear Time (g_c+I1), s 2.6 3.7 3.1 8.0 6.9 2.7 2.7 7.7 Green Ext Time (p_c), s 0.0 0.8 0.1 3.2 0.1 0.3 0.0 2.9 Intersection Summary
HCM 7th Control Delay, s/veh 19.0
HCM 7th LOS B
‘ ft 7 ‘ ++ 7 " ++ 7 ‘ ++ 7
3287
AGENDA ITEM NO. 17.

HCM 7th AWSC Existing plus Project AM Peak
1: Minnewawa Avenue & Behymer Avenue 04/10/2024
Improved Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh 25.2
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 2 150 69 5 198 244 112 231 7 133 226 1 Future Vol, veh/h 2 150 69 5 198 244 112 231 7 133 226 1 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 2 155 71 5 204 252 115 238 7 137 233 1
Number of Lanes 010010110110
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1122
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2211
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2211
HCM Control Delay, s/veh 17.7 40.4 18.2 17.7

HCM LOS C E C C
Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2
Vol Left, % 100% 0% 1% 1% 100% 0%
Vol Thru, % 0% 97% 68% 44% 0% 100%
Vol Right, % 0% 3% 31% 55% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 112 238 221 447 133 227
LT Vol 112 0 2 5 133 0
Through Vol 0 231 150 198 0 226
RT Vol 0 7 69 244 0 1
Lane Flow Rate 115 245 228 461 137 234
Geometry Grp 552255
Degree of Util (X) 0.273 0.544 0.483 0.873 0.324 0.519
Departure Headway (Hd) 8.524 7.985 7.626 6.818 8.51 7.988 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 420 451 472 535 422 452
Service Time 6.29 5.75 5.694 4.818 6.276 5.754
HCM Lane V/C Ratio 0.274 0.543 0.483 0.862 0.325 0.518
HCM Control Delay, s/veh 14.5 19.9 17.7 40.4 15.3 19.1
HCM Lane LOS B C C E C C
HCM 95th-tile Q 1.1 3.2 2.6 9.6 1.4 2.9
4 4 1 "i 1
3288
AGENDA ITEM NO. 17.

HCM 7th AWSC Existing plus Project PM Peak
1: Minnewawa Avenue & Behymer Avenue 04/10/2024
Improved Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh 25.4
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 3 184 54 3 173 191 69 216 14 164 195 6 Future Vol, veh/h 3 184 54 3 173 191 69 216 14 164 195 6 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 3 211 62 3 199 220 79 248 16 189 224 7
Number of Lanes 010010110110
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1122
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2211
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2211
HCM Control Delay, s/veh 22 37.5 20.8 19.1

HCM LOS C E C C
Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2
Vol Left, % 100% 0% 1% 1% 100% 0%
Vol Thru, % 0% 94% 76% 47% 0% 97%
Vol Right, % 0% 6% 22% 52% 0% 3%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 69 230 241 367 164 201
LT Vol 69 0 3 3 164 0
Through Vol 0 216 184 173 0 195
RT Vol 0 14 54 191 0 6
Lane Flow Rate 79 264 277 422 189 231
Geometry Grp 552255
Degree of Util (X) 0.194 0.605 0.6 0.839 0.454 0.522
Departure Headway (Hd) 8.798 8.234 7.798 7.158 8.678 8.137 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 407 439 463 506 415 441
Service Time 6.566 6.002 5.872 5.219 6.449 5.908
HCM Lane V/C Ratio 0.194 0.601 0.598 0.834 0.455 0.524
HCM Control Delay, s/veh 13.7 22.9 22 37.5 18.5 19.5
HCM Lane LOS B C C E C C
HCM 95th-tile Q 0.7 3.9 3.9 8.5 2.3 2.9
4 4 1 "i 1
3289
AGENDA ITEM NO. 17.

Queuing and Blocking Report Existing plus Project AM Peak Improved 04/10/2024
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 1: Minnewawa Avenue & Behymer Avenue
Movement EB WB NB NB SB SB
Directions Served LTR LTR L TR L TR
Maximum Queue (ft) 110 161 89 118 54 115
Average Queue (ft) 62 88 41 59 32 58
95th Queue (ft) 97 139 69 99 47 98
Link Distance (ft) 2602 3212 2594 2594
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 2: Minnewawa Avenue & Perrin Avenue
Movement EB WB NB SB
Directions Served LTR LTR LTR LTR
Maximum Queue (ft) 31 96 26 158
Average Queue (ft) 5 36 1 28
95th Queue (ft) 21 71 8 91
Link Distance (ft) 4816 1433 2579 2594
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 4: Clovis Avenue & Baron Avenue
Movement WB NB
Directions Served L U
Maximum Queue (ft) 24 31
Average Queue (ft) 1 3
95th Queue (ft) 8 16
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100 140
Storage Blk Time (%)
Queuing Penalty (veh)
3290
AGENDA ITEM NO. 17.

Queuing and Blocking Report Existing plus Project AM Peak Improved 04/10/2024
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 5: Peach Avenue & Shepherd Avenue
Movement EB WB NB NB
Directions Served R L L R
Maximum Queue (ft) 41 75 47 46
Average Queue (ft) 1 29 16 21
95th Queue (ft) 13 61 41 37
Link Distance (ft) 2538
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100 250 220
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 6: Minnewawa Avenue & Shepherd Avenue
Movement EB EB EB EB WB WB WB B17 NB NB NB SB
Directions Served L T T R L T R T L T R L
Maximum Queue (ft) 71 114 116 142 340 433 250 56 211 176 59 91 Average Queue (ft) 22 67 78 35 79 200 59 2 85 90 14 50
95th Queue (ft) 55 101 123 76 182 322 199 18 165 155 38 89 Link Distance (ft) 2549 2549 1269 1207 2555 2555
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 240 50 220 190 230 260
Storage Blk Time (%) 27 1 12 0
Queuing Penalty (veh) 30 2 23 0
Intersection: 6: Minnewawa Avenue & Shepherd Avenue
Movement SB SB
Directions Served T R
Maximum Queue (ft) 201 44
Average Queue (ft) 98 13
95th Queue (ft) 168 41
Link Distance (ft) 2579
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 15
Storage Blk Time (%) 51 3
Queuing Penalty (veh) 45 8
3291
AGENDA ITEM NO. 17.

Queuing and Blocking Report Existing plus Project AM Peak Improved 04/10/2024
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 7: Clovis Avenue & Shepherd Avenue
Movement EB EB EB EB EB WB WB WB WB WB NB NB
Directions Served L L T T R L L T T R L T
Maximum Queue (ft) 64 116 174 187 107 72 136 234 227 33 126 47 Average Queue (ft) 22 19 86 51 32 18 48 120 93 12 61 27 95th Queue (ft) 51 58 161 119 88 51 83 203 192 28 109 55 Link Distance (ft) 1207 1207 2012 2012 2554
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250 50 250 250 175 230
Storage Blk Time (%) 4 1 0 0
Queuing Penalty (veh) 5 2 0 0
Intersection: 7: Clovis Avenue & Shepherd Avenue
Movement NB NB SB SB SB SB SB
Directions Served T R L L T T R
Maximum Queue (ft) 63 20 89 46 81 82 62
Average Queue (ft) 13 8 26 15 28 19 16
95th Queue (ft) 38 23 64 37 63 54 42
Link Distance (ft) 2554 1269 1269
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 50 250 250 100
Storage Blk Time (%) 0 0
Queuing Penalty (veh) 0 0
Network Summary
Network wide Queuing Penalty: 116
3292
AGENDA ITEM NO. 17.

Queuing and Blocking Report Existing plus Project PM Peak Improved 04/10/2024
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 1: Minnewawa Avenue & Behymer Avenue
Movement EB WB NB NB SB SB
Directions Served LTR LTR L TR L TR
Maximum Queue (ft) 76 199 68 78 77 75
Average Queue (ft) 45 67 31 49 41 44
95th Queue (ft) 67 125 55 72 64 68
Link Distance (ft) 2602 3212 2594 2594
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 2: Minnewawa Avenue & Perrin Avenue
Movement EB WB NB SB
Directions Served LTR LTR LTR LTR
Maximum Queue (ft) 24 54 21 31
Average Queue (ft) 2 30 1 13
95th Queue (ft) 11 51 7 35
Link Distance (ft) 4816 1429 2579 2594
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 4: Clovis Avenue & Baron Avenue
Movement WB NB
Directions Served L U
Maximum Queue (ft) 24 27
Average Queue (ft) 13 2
95th Queue (ft) 32 12
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100 140
Storage Blk Time (%)
Queuing Penalty (veh)
3293
AGENDA ITEM NO. 17.

Queuing and Blocking Report Existing plus Project PM Peak Improved 04/10/2024
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 5: Peach Avenue & Shepherd Avenue
Movement EB WB NB NB
Directions Served R L L R
Maximum Queue (ft) 20 72 91 43
Average Queue (ft) 1 17 32 22
95th Queue (ft) 7 50 71 37
Link Distance (ft) 2538
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100 250 220
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 6: Minnewawa Avenue & Shepherd Avenue
Movement EB EB EB EB WB WB WB NB NB NB SB SB
Directions Served L T T R L T R L T R L T
Maximum Queue (ft) 88 158 162 144 339 627 250 134 150 79 70 227 Average Queue (ft) 36 89 103 36 82 208 38 71 68 15 29 87 95th Queue (ft) 68 143 164 100 251 441 156 123 128 40 64 165 Link Distance (ft) 2549 2549 1269 2555 2555 2579
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 240 50 220 190 230 260
Storage Blk Time (%) 34 1 11 46
Queuing Penalty (veh) 30 3 14 33
Intersection: 6: Minnewawa Avenue & Shepherd Avenue
Movement SB
Directions Served R
Maximum Queue (ft) 40
Average Queue (ft) 14
95th Queue (ft) 41
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 15
Storage Blk Time (%) 3
Queuing Penalty (veh) 8
3294
AGENDA ITEM NO. 17.

Queuing and Blocking Report Existing plus Project PM Peak Improved 04/10/2024
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 7: Clovis Avenue & Shepherd Avenue
Movement EB EB EB EB EB WB WB WB WB WB NB NB
Directions Served L L T T R L L T T R L T
Maximum Queue (ft) 48 46 206 225 110 47 46 200 156 44 197 83 Average Queue (ft) 21 20 95 72 31 11 24 95 63 13 99 34
95th Queue (ft) 45 44 188 174 86 33 51 175 138 32 171 69 Link Distance (ft) 1207 1207 2012 2012 2554
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250 50 250 250 175 230
Storage Blk Time (%) 14 1 0
Queuing Penalty (veh) 15 1 0
Intersection: 7: Clovis Avenue & Shepherd Avenue
Movement NB NB SB SB SB SB SB
Directions Served T R L L T T R
Maximum Queue (ft) 42 59 67 65 23 42 20
Average Queue (ft) 7 11 20 12 13 6 5
95th Queue (ft) 25 30 48 41 28 23 17
Link Distance (ft) 2554 1268 1268
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 50 250 250 100
Storage Blk Time (%) 0 0
Queuing Penalty (veh) 0 0
Network Summary
Network wide Queuing Penalty: 103
3295
AGENDA ITEM NO. 17.

HCS7 Two-Lane Highway Report
Project Information
Analyst JLB Traffic Engineering, Inc. Date 4/8/2024
Agency JLB Traffic Engineering, Inc. Analysis Year Existing plus Project Traffic Conditions
Jurisdiction City of Clovis Time Analyzed AM Peak
Project Description Minnewawa Avenue
between Behymer Avenue
and Perrin Avenue
Units U.S. Customary
Segment 1
Vehicle Inputs
Segment Type Passing Zone Length, ft 5280
Lane Width, ft 12 Shoulder Width, ft 0
Speed Limit, mi/h 55 Access Point Density, pts/mi 0.0
Demand and Capacity
Directional Demand Flow Rate, veh/h 410 Opposing Demand Flow Rate, veh/h 346 Peak Hour Factor 0.94 Total Trucks, % 3.00
Segment Capacity, veh/h 1700 Demand/Capacity (D/C) 0.24 Intermediate Results
Segment Vertical Class 1 Free-Flow Speed, mi/h 58.4
Speed Slope Coefficient 3.51673 Speed Power Coefficient 0.50625 PF Slope Coefficient -1.24714 PF Power Coefficient 0.79636 In Passing Lane Effective Length? No Total Segment Density, veh/mi/ln 3.3 %Improved % Followers 0.0 % Improved Avg Speed 0.0
Subsegment Data
# Segment Type Length, ft Radius, ft Superelevation, % Average Speed, mi/h 1 Tangent 5280 - - 56.5
Vehicle Results
Average Speed, mi/h 56.5 Percent Followers, % 45.8
Segment Travel Time, minutes 1.06 Follower Density, followers/mi/ln 3.3 Vehicle LOS B
Facility Results
T Follower Density, followers/mi/ln LOS
1 3.3 B
Copyright © 2024 University of Florida. All Rights Reserved. HCS™ Two-Lane Version 7.9.6 Generated: 04/09/2024 09:34:35 21 AM.xuf
3296
AGENDA ITEM NO. 17.

HCS7 Two-Lane Highway Report
Project Information
Analyst JLB Traffic Engineering, Inc. Date 4/8/2024
Agency JLB Traffic Engineering, Inc. Analysis Year Existing plus Project Traffic Conditions
Jurisdiction City of Clovis Time Analyzed PM Peak
Project Description Minnewawa Avenue
between Behymer Avenue
and Perrin Avenue
Units U.S. Customary
Segment 1
Vehicle Inputs
Segment Type Passing Zone Length, ft 5280
Lane Width, ft 12 Shoulder Width, ft 0
Speed Limit, mi/h 55 Access Point Density, pts/mi 0.0
Demand and Capacity
Directional Demand Flow Rate, veh/h 487 Opposing Demand Flow Rate, veh/h 316 Peak Hour Factor 0.87 Total Trucks, % 3.00
Segment Capacity, veh/h 1700 Demand/Capacity (D/C) 0.29 Intermediate Results
Segment Vertical Class 1 Free-Flow Speed, mi/h 58.4
Speed Slope Coefficient 3.50828 Speed Power Coefficient 0.51194 PF Slope Coefficient -1.24222 PF Power Coefficient 0.79806 In Passing Lane Effective Length? No Total Segment Density, veh/mi/ln 4.4 %Improved % Followers 0.0 % Improved Avg Speed 0.0
Subsegment Data
# Segment Type Length, ft Radius, ft Superelevation, % Average Speed, mi/h 1 Tangent 5280 - - 56.2
Vehicle Results
Average Speed, mi/h 56.2 Percent Followers, % 50.3
Segment Travel Time, minutes 1.07 Follower Density, followers/mi/ln 4.4 Vehicle LOS C
Facility Results
T Follower Density, followers/mi/ln LOS
1 4.4 C
Copyright © 2024 University of Florida. All Rights Reserved. HCS™ Two-Lane Version 7.9.6 Generated: 04/09/2024 09:35:16 21 PM.xuf
3297
AGENDA ITEM NO. 17.

HCS7 Two-Lane Highway Report
Project Information
Analyst JLB Traffic Engineering, Inc. Date 4/8/2024
Agency JLB Traffic Engineering, Inc. Analysis Year Existing plus Project Traffic Conditions
Jurisdiction City of Clovis Time Analyzed AM Peak
Project Description Minnewawa Avenue
between Perrin Avenue
and Shepherd Avenue
Units U.S. Customary
Segment 1
Vehicle Inputs
Segment Type Passing Zone Length, ft 5280
Lane Width, ft 12 Shoulder Width, ft 0
Speed Limit, mi/h 55 Access Point Density, pts/mi 0.0
Demand and Capacity
Directional Demand Flow Rate, veh/h 327 Opposing Demand Flow Rate, veh/h 301 Peak Hour Factor 0.94 Total Trucks, % 3.00
Segment Capacity, veh/h 1700 Demand/Capacity (D/C) 0.19 Intermediate Results
Segment Vertical Class 1 Free-Flow Speed, mi/h 58.4
Speed Slope Coefficient 3.50385 Speed Power Coefficient 0.51498 PF Slope Coefficient -1.23957 PF Power Coefficient 0.79896 In Passing Lane Effective Length? No Total Segment Density, veh/mi/ln 2.3 %Improved % Followers 0.0 % Improved Avg Speed 0.0
Subsegment Data
# Segment Type Length, ft Radius, ft Superelevation, % Average Speed, mi/h 1 Tangent 5280 - - 56.8
Vehicle Results
Average Speed, mi/h 56.8 Percent Followers, % 39.8
Segment Travel Time, minutes 1.06 Follower Density, followers/mi/ln 2.3 Vehicle LOS B
Facility Results
T Follower Density, followers/mi/ln LOS
1 2.3 B
Copyright © 2024 University of Florida. All Rights Reserved. HCS™ Two-Lane Version 7.9.6 Generated: 04/09/2024 09:37:45 22 AM.xuf
3298
AGENDA ITEM NO. 17.

HCS7 Two-Lane Highway Report
Project Information
Analyst JLB Traffic Engineering, Inc. Date 4/8/2024
Agency JLB Traffic Engineering, Inc. Analysis Year Existing plus Project Traffic Conditions
Jurisdiction City of Clovis Time Analyzed PM Peak
Project Description Minnewawa Avenue
between Perrin Avenue
and Shepherd Avenue
Units U.S. Customary
Segment 1
Vehicle Inputs
Segment Type Passing Zone Length, ft 5280
Lane Width, ft 12 Shoulder Width, ft 0
Speed Limit, mi/h 55 Access Point Density, pts/mi 0.0
Demand and Capacity
Directional Demand Flow Rate, veh/h 428 Opposing Demand Flow Rate, veh/h 278 Peak Hour Factor 0.88 Total Trucks, % 3.00
Segment Capacity, veh/h 1700 Demand/Capacity (D/C) 0.25 Intermediate Results
Segment Vertical Class 1 Free-Flow Speed, mi/h 58.4
Speed Slope Coefficient 3.49695 Speed Power Coefficient 0.51981 PF Slope Coefficient -1.23537 PF Power Coefficient 0.80037 In Passing Lane Effective Length? No Total Segment Density, veh/mi/ln 3.5 %Improved % Followers 0.0 % Improved Avg Speed 0.0
Subsegment Data
# Segment Type Length, ft Radius, ft Superelevation, % Average Speed, mi/h 1 Tangent 5280 - - 56.4
Vehicle Results
Average Speed, mi/h 56.4 Percent Followers, % 46.6
Segment Travel Time, minutes 1.06 Follower Density, followers/mi/ln 3.5 Vehicle LOS B
Facility Results
T Follower Density, followers/mi/ln LOS
1 3.5 B
Copyright © 2024 University of Florida. All Rights Reserved. HCS™ Two-Lane Version 7.9.6 Generated: 04/09/2024 10:45:39 22 PM.xuf
3299
AGENDA ITEM NO. 17.

HCS7 Two-Lane Highway Report
Project Information
Analyst JLB Traffic Engineering, Inc. Date 4/8/2024
Agency JLB Traffic Engineering, Inc. Analysis Year Existing plus Project Traffic Conditions
Jurisdiction City of Clovis Time Analyzed AM Peak
Project Description Shepherd Avenue between
Willow Avenue and Peach
Avenue
Units U.S. Customary
Segment 1
Vehicle Inputs
Segment Type Passing Constrained Length, ft 5280
Lane Width, ft 12 Shoulder Width, ft 0
Speed Limit, mi/h 50 Access Point Density, pts/mi 4.0
Demand and Capacity
Directional Demand Flow Rate, veh/h 576 Opposing Demand Flow Rate, veh/h - Peak Hour Factor 0.88 Total Trucks, % 3.00
Segment Capacity, veh/h 1700 Demand/Capacity (D/C) 0.34 Intermediate Results
Segment Vertical Class 1 Free-Flow Speed, mi/h 51.7
Speed Slope Coefficient 3.36232 Speed Power Coefficient 0.41674 PF Slope Coefficient -1.35765 PF Power Coefficient 0.73804 In Passing Lane Effective Length? No Total Segment Density, veh/mi/ln 7.0 %Improved % Followers 0.0 % Improved Avg Speed 0.0
Subsegment Data
# Segment Type Length, ft Radius, ft Superelevation, % Average Speed, mi/h 1 Tangent 5280 - - 49.2
Vehicle Results
Average Speed, mi/h 49.2 Percent Followers, % 59.5
Segment Travel Time, minutes 1.22 Follower Density, followers/mi/ln 7.0 Vehicle LOS C
Facility Results
T Follower Density, followers/mi/ln LOS
1 7.0 C
Copyright © 2024 University of Florida. All Rights Reserved. HCS™ Two-Lane Version 7.9.6 Generated: 04/09/2024 11:37:24 23 AM.xuf
3300
AGENDA ITEM NO. 17.

HCS7 Two-Lane Highway Report
Project Information
Analyst JLB Traffic Engineering, Inc. Date 4/8/2024
Agency JLB Traffic Engineering, Inc. Analysis Year Existing plus Project Traffic Conditions
Jurisdiction City of Clovis Time Analyzed PM Peak
Project Description Shepherd Avenue between
Willow Avenue and Peach
Avenue
Units U.S. Customary
Segment 1
Vehicle Inputs
Segment Type Passing Constrained Length, ft 5280
Lane Width, ft 12 Shoulder Width, ft 0
Speed Limit, mi/h 50 Access Point Density, pts/mi 4.0
Demand and Capacity
Directional Demand Flow Rate, veh/h 581 Opposing Demand Flow Rate, veh/h - Peak Hour Factor 0.88 Total Trucks, % 3.00
Segment Capacity, veh/h 1700 Demand/Capacity (D/C) 0.34 Intermediate Results
Segment Vertical Class 1 Free-Flow Speed, mi/h 51.7
Speed Slope Coefficient 3.36232 Speed Power Coefficient 0.41674 PF Slope Coefficient -1.35765 PF Power Coefficient 0.73804 In Passing Lane Effective Length? No Total Segment Density, veh/mi/ln 7.0 %Improved % Followers 0.0 % Improved Avg Speed 0.0
Subsegment Data
# Segment Type Length, ft Radius, ft Superelevation, % Average Speed, mi/h 1 Tangent 5280 - - 49.2
Vehicle Results
Average Speed, mi/h 49.2 Percent Followers, % 59.7
Segment Travel Time, minutes 1.22 Follower Density, followers/mi/ln 7.0 Vehicle LOS C
Facility Results
T Follower Density, followers/mi/ln LOS
1 7.0 C
Copyright © 2024 University of Florida. All Rights Reserved. HCS™ Two-Lane Version 7.9.6 Generated: 04/09/2024 11:37:43 23 PM.xuf
3301
AGENDA ITEM NO. 17.

HCS7 Two-Lane Highway Report
Project Information
Analyst JLB Traffic Engineering, Inc. Date 4/8/2024
Agency JLB Traffic Engineering, Inc. Analysis Year Existing plus Project Traffic Conditions
Jurisdiction City of Clovis Time Analyzed AM Peak
Project Description Shepherd Avenue between
Peach Avenue and
Minnewawa Avenue
Units U.S. Customary
Segment 1
Vehicle Inputs
Segment Type Passing Constrained Length, ft 5280
Lane Width, ft 12 Shoulder Width, ft 0
Speed Limit, mi/h 50 Access Point Density, pts/mi 4.0
Demand and Capacity
Directional Demand Flow Rate, veh/h 779 Opposing Demand Flow Rate, veh/h - Peak Hour Factor 0.89 Total Trucks, % 3.00
Segment Capacity, veh/h 1700 Demand/Capacity (D/C) 0.46 Intermediate Results
Segment Vertical Class 1 Free-Flow Speed, mi/h 51.7
Speed Slope Coefficient 3.36232 Speed Power Coefficient 0.41674 PF Slope Coefficient -1.35765 PF Power Coefficient 0.73804 In Passing Lane Effective Length? No Total Segment Density, veh/mi/ln 10.8 %Improved % Followers 0.0 % Improved Avg Speed 0.0
Subsegment Data
# Segment Type Length, ft Radius, ft Superelevation, % Average Speed, mi/h 1 Tangent 5280 - - 48.8
Vehicle Results
Average Speed, mi/h 48.8 Percent Followers, % 67.7
Segment Travel Time, minutes 1.23 Follower Density, followers/mi/ln 10.8 Vehicle LOS D
Facility Results
T Follower Density, followers/mi/ln LOS
1 10.8 D
Copyright © 2024 University of Florida. All Rights Reserved. HCS™ Two-Lane Version 7.9.6 Generated: 04/09/2024 11:38:03 24 AM.xuf
3302
AGENDA ITEM NO. 17.

HCS7 Two-Lane Highway Report
Project Information
Analyst JLB Traffic Engineering, Inc. Date 4/8/2024
Agency JLB Traffic Engineering, Inc. Analysis Year Existing plus Project Traffic Conditions
Jurisdiction City of Clovis Time Analyzed PM Peak
Project Description Shepherd Avenue between
Peach Avenue and
Minnewawa Avenue
Units U.S. Customary
Segment 1
Vehicle Inputs
Segment Type Passing Constrained Length, ft 5280
Lane Width, ft 12 Shoulder Width, ft 0
Speed Limit, mi/h 50 Access Point Density, pts/mi 4.0
Demand and Capacity
Directional Demand Flow Rate, veh/h 680 Opposing Demand Flow Rate, veh/h - Peak Hour Factor 0.87 Total Trucks, % 3.00
Segment Capacity, veh/h 1700 Demand/Capacity (D/C) 0.40 Intermediate Results
Segment Vertical Class 1 Free-Flow Speed, mi/h 51.7
Speed Slope Coefficient 3.36232 Speed Power Coefficient 0.41674 PF Slope Coefficient -1.35765 PF Power Coefficient 0.73804 In Passing Lane Effective Length? No Total Segment Density, veh/mi/ln 8.9 %Improved % Followers 0.0 % Improved Avg Speed 0.0
Subsegment Data
# Segment Type Length, ft Radius, ft Superelevation, % Average Speed, mi/h 1 Tangent 5280 - - 49.0
Vehicle Results
Average Speed, mi/h 49.0 Percent Followers, % 64.0
Segment Travel Time, minutes 1.22 Follower Density, followers/mi/ln 8.9 Vehicle LOS C
Facility Results
T Follower Density, followers/mi/ln LOS
1 8.9 C
Copyright © 2024 University of Florida. All Rights Reserved. HCS™ Two-Lane Version 7.9.6 Generated: 04/09/2024 11:38:21 24 PM.xuf
3303
AGENDA ITEM NO. 17.
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 App | G
(559) 570-8991
Appendix G: Near Term plus Project Traffic Conditions
3304
AGENDA ITEM NO. 17.

HCM 7th AWSC Near Term plus Project AM Peak
1: Minnewawa Avenue & Behymer Avenue 04/08/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh 107.1
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 2 159 84 6 219 259 147 299 9 147 291 1 Future Vol, veh/h 2 159 84 6 219 259 147 299 9 147 291 1 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 2 164 87 6 226 267 152 308 9 152 300 1
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay, s/veh 32.7 127.9 122.4 110

HCM LOSD F F F
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 32% 1% 1% 33%
Vol Thru, % 66% 65% 45% 66%
Vol Right, % 2% 34% 54% 0%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 455 245 484 439
LT Vol 147 2 6 147
Through Vol 299 159 219 291
RT Vol 9 84 259 1
Lane Flow Rate 469 253 499 453
Geometry Grp 1111
Degree of Util (X) 1.143 0.663 1.165 1.105
Departure Headway (Hd) 9.676 10.793 9.158 9.78
Convergence, Y/N Yes Yes Yes Yes
Cap 380 338 399 376
Service Time 7.676 8.793 7.158 7.78
HCM Lane V/C Ratio 1.234 0.749 1.251 1.205
HCM Control Delay, s/veh 122.4 32.7 127.9 110
HCM Lane LOS F D F F
HCM 95th-tile Q 16.4 4.5 17.8 15
4 4 4 4
3305
AGENDA ITEM NO. 17.

HCM 7th TWSC Near Term plus Project AM Peak
2: Minnewawa Avenue & Perrin Avenue 04/08/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 1 0 7 12 0 131 5 358 10 82 324 1
Future Vol, veh/h 1 0 7 12 0 131 5 358 10 82 324 1
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94
Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 1 0 7 13 0 139 5 381 11 87 345 1
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 911 922 345 916 917 386 346 0 0 391 0 0 Stage 1 520 520 - 397 397 -------
Stage 2 391 402 - 519 520 -------
Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 - - - - - - - Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 - - - - - - - Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - - Pot Cap-1 Maneuver 254 269 695 252 271 659 1208 - - 1162 - - Stage 1 538 531 - 627 602 -------
Stage 2 631 599 - 538 530 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 181 243 695 225 244 659 1208 - - 1162 - - Mov Cap-2 Maneuver 181 243 - 225 244 -------
Stage 1 488 481 - 623 598 -------
Stage 2 495 595 - 483 481 -------
Approach EB WB NB SB
HCM Control Delay, s/v12.14 13.65 0.11 1.68

HCM LOS B B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 24 - - 513 567 362 - -
HCM Lane V/C Ratio 0.004 - - 0.017 0.268 0.075 - -
HCM Control Delay (s/veh) 8 0 - 12.1 13.7 8.4 0 -
HCM Lane LOS A A - BBAA -
HCM 95th %tile Q(veh) 0 - - 0.1 1.1 0.2 - -
4 4. 4* 4
3306
AGENDA ITEM NO. 17.

HCM 7th TWSC Near Term plus Project AM Peak
4: Clovis Avenue & Baron Avenue 04/08/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 12.1
Movement WBL WBR NBU NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 428 37 38 117 208 6 175
Future Vol, veh/h 428 37 38 117 208 6 175
Conflicting Peds, #/hr 0 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free Free
RT Channelized - None - - None - None
Storage Length 100 0 140 ----
Veh in Median Storage, # 0 - - 0 - - 0
Grade, % 0 - - 0 - - 0
Peak Hour Factor 86 86 86 86 86 86 86
Heavy Vehicles, % 3 3 3 3 3 3 3
Mvmt Flow 498 43 44 136 242 7 203
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 353 136 - 0 0 378 0
Stage 1 136 ------
Stage 2 217 ------
Critical Hdwy 6.43 6.23 - - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - - -
Critical Hdwy Stg 2 5.43 - - - - - -
Follow-up Hdwy 3.527 3.327 - - - 2.227 -
Pot Cap-1 Maneuver 642 910 - - - 1175 -
Stage 1 888 ------
Stage 2 816 ------
Platoon blocked, % - - -
Mov Cap-1 Maneuver 638 910 - - - 1175 -
Mov Cap-2 Maneuver 638 ------
Stage 1 888 ------
Stage 2 811 ------
Approach WB NB SB
HCM Control Delay, s/v26.24 0.27

HCM LOS D
Minor Lane/Major Mvmt NBU NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - - 638 910 60 -
HCM Lane V/C Ratio - - - 0.78 0.047 0.006 -
HCM Control Delay (s/veh) - - - 27.7 9.2 8.1 0
HCM Lane LOS - - - D A A A
HCM 95th %tile Q(veh) - - - 7.5 0.1 0 -
7 7 fl 4
3307
AGENDA ITEM NO. 17.

HCM 7th TWSC Near Term plus Project AM Peak
5: Peach Avenue & Shepherd Avenue 04/08/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 6.5
Movement EBU EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 0 950 105 99 836 30 86
Future Vol, veh/h 0 950 105 99 836 30 86
Conflicting Peds, #/hr 0 0 1 1 0 0 0
Sign Control Free Free Free Free Free Stop Stop
RT Channelized - - None - None - None
Storage Length 250 - 100 250 - 220 -
Veh in Median Storage, # - 0 - - 0 0 -
Grade, % - 0 - - 0 0 -
Peak Hour Factor 88 88 88 88 88 88 88
Heavy Vehicles, % 3 3 3 3 3 3 3
Mvmt Flow 0 1080 119 113 950 34 98
Major/Minor Major1 Major2 Minor1
Conflicting Flow All - 0 0 1200 0 2256 541
Stage 1 - ---- 1081 -
Stage 2 - ---- 1175 -
Critical Hdwy - - - 4.145 - 6.645 6.945
Critical Hdwy Stg 1 - - - - - 5.845 -
Critical Hdwy Stg 2 - - - - - 5.445 -
Follow-up Hdwy - - - 2.2285 - 3.5285 3.3285
Pot Cap-1 Maneuver - - - 575 - 39 484
Stage 1 - - - - - 286 -
Stage 2 - - - - - 291 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - 574 - ~ 32 484
Mov Cap-2 Maneuver - - - - - ~ 32 -
Stage 1 - - - - - 286 -
Stage 2 - - - - - 234 -
Approach EB WB NB
HCM Control Delay, s/v 0 1.35 106.66

HCM LOS F
Minor Lane/Major Mvmt NBLn1 NBLn2 EBU EBT EBR WBL WBT
Capacity (veh/h) 32 484 - - - 574 -
HCM Lane V/C Ratio 1.077 0.202 - - - 0.196 -
HCM Control Delay (s/veh) $ 371.4 14.3 0 - - 12.8 -
HCM Lane LOS F B A - - B -
HCM 95th %tile Q(veh) 3.7 0.7 - - - 0.7 -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon fl * 7 + 7
3308
AGENDA ITEM NO. 17.

HCM 7th Signalized Intersection Summary Near Term plus Project AM Peak 6: Minnewawa Avenue & Shepherd Avenue 04/08/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 40 850 125 201 858 117 142 174 70 123 234 55 Future Volume (veh/h) 40 850 125 201 858 117 142 174 70 123 234 55 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 43 904 133 214 913 124 151 185 74 131 249 59 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, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 324 1622 724 234 734 622 123 231 195 166 294 249 Arrive On Green 0.18 0.46 0.46 0.13 0.40 0.40 0.07 0.12 0.12 0.09 0.16 0.16 Sat Flow, veh/h 1767 3526 1572 1767 1856 1572 1767 1856 1572 1767 1856 1572 Grp Volume(v), veh/h 43 904 133 214 913 124 151 185 74 131 249 59 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1767 1856 1572 1767 1856 1572 1767 1856 1572 Q Serve(g_s), s 2.3 20.9 5.6 13.4 44.3 5.8 7.8 10.9 3.6 8.1 14.6 2.4 Cycle Q Clear(g_c), s 2.3 20.9 5.6 13.4 44.3 5.8 7.8 10.9 3.6 8.1 14.6 2.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 324 1622 724 234 734 622 123 231 195 166 294 249 V/C Ratio(X) 0.13 0.56 0.18 0.92 1.24 0.20 1.23 0.80 0.38 0.79 0.85 0.24 Avail Cap(c_a), veh/h 324 1622 724 234 734 622 123 542 459 166 530 449 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 38.3 22.0 17.8 48.0 33.8 22.2 52.1 47.7 25.5 49.6 45.8 17.8 Incr Delay (d2), s/veh 0.2 1.4 0.6 37.0 121.1 0.7 154.4 6.4 1.2 21.7 6.6 0.5 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 1.0 8.2 2.0 8.0 42.9 2.1 8.6 5.3 1.9 4.4 6.9 1.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 38.5 23.3 18.4 85.0 155.0 22.9 206.5 54.1 26.7 71.3 52.4 18.3 LnGrp LOS D C B F F C F D C E D B
Approach Vol, veh/h 1080 1251 410 439
Approach Delay, s/veh 23.3 129.9 105.3 53.5
Approach LOS C F F D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 16.5 19.2 19.0 57.2 12.0 23.8 26.2 50.0 Change Period (Y+Rc), s 6.0 * 5.3 4.2 5.7 4.2 6.0 5.7 * 5.7 Max Green Setting (Gmax), s 7.8 * 33 14.8 37.3 7.8 32.0 7.8 * 44 Max Q Clear Time (g_c+I1), s 10.1 12.9 15.4 22.9 9.8 16.6 4.3 46.3 Green Ext Time (p_c), s 0.0 1.1 0.0 5.2 0.0 1.2 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 80.0
HCM 7th LOS E
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 1 7 t 7 1 7 + 7
3309
AGENDA ITEM NO. 17.

HCM 7th Signalized Intersection Summary Near Term plus Project AM Peak 7: Clovis Avenue & Shepherd Avenue 04/08/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 110 763 156 218 813 80 151 174 81 158 354 169 Future Volume (veh/h) 110 763 156 218 813 80 151 174 81 158 354 169 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 124 857 175 245 913 90 170 196 91 178 398 190 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 234 991 442 929 1754 782 170 329 147 542 581 258 Arrive On Green 0.07 0.28 0.28 0.27 0.50 0.50 0.10 0.09 0.09 0.16 0.16 0.16 Sat Flow, veh/h 3428 3526 1572 3428 3526 1572 1767 3526 1572 3428 3526 1567 Grp Volume(v), veh/h 124 857 175 245 913 90 170 196 91 178 398 190 Grp Sat Flow(s),veh/h/ln1714 1763 1572 1714 1763 1572 1767 1763 1572 1714 1763 1567 Q Serve(g_s), s 3.9 25.9 7.5 6.3 19.7 1.7 10.8 6.0 6.2 5.2 11.9 12.9 Cycle Q Clear(g_c), s 3.9 25.9 7.5 6.3 19.7 1.7 10.8 6.0 6.2 5.2 11.9 12.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 234 991 442 929 1754 782 170 329 147 542 581 258 V/C Ratio(X) 0.53 0.86 0.40 0.26 0.52 0.12 1.00 0.60 0.62 0.33 0.69 0.74 Avail Cap(c_a), veh/h 239 1133 505 929 1754 782 170 1165 519 542 1165 518 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 50.4 38.2 18.0 32.0 19.1 3.6 50.6 48.7 48.9 41.9 44.0 44.5 Incr Delay (d2), s/veh 2.1 10.0 2.6 0.1 1.1 0.3 68.2 1.7 4.2 0.4 1.4 4.1 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/ln1.7 11.9 3.9 2.5 7.6 1.1 7.8 2.6 2.5 2.2 5.1 5.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 52.6 48.2 20.6 32.2 20.2 3.9 118.8 50.5 53.1 42.2 45.5 48.5 LnGrp LOS D D C C C A F D D D D D
Approach Vol, veh/h 1156 1248 457 766
Approach Delay, s/veh 44.5 21.4 76.4 45.5
Approach LOS D C E D
Timer - Assigned Phs 1 2 3 4 5678
Phs Duration (G+Y+Rc), s23.0 15.8 36.1 37.2 15.0 23.8 11.8 61.4 Change Period (Y+Rc), s 5.3 * 5.3 5.7 * 5.7 4.2 5.3 4.2 5.7 Max Green Setting (Gmax), s 10.8 * 37 8.8 * 36 10.8 37.0 7.8 37.0 Max Q Clear Time (g_c+I1), s 7.2 8.2 8.3 27.9 12.8 14.9 5.9 21.7 Green Ext Time (p_c), s 0.2 1.4 0.0 3.6 0.0 2.9 0.1 5.3 Intersection Summary
HCM 7th Control Delay, s/veh 40.8
HCM 7th LOS D
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. ‘ ft 7 ‘ ++ 7 " ++ 7 ‘ ++ 7
3310
AGENDA ITEM NO. 17.

HCM 7th AWSC Near Term plus Project PM Peak
1: Minnewawa Avenue & Behymer Avenue 04/08/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh 146.9
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 3 208 75 5 188 210 91 304 16 184 266 6 Future Vol, veh/h 3 208 75 5 188 210 91 304 16 184 266 6 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 3 239 86 6 216 241 105 349 18 211 306 7
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay, s/veh 57.9 130.5 155.5 209.4

HCM LOSF F F F
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 22% 1% 1% 40%
Vol Thru, % 74% 73% 47% 58%
Vol Right, % 4% 26% 52% 1%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 411 286 403 456
LT Vol 91 3 5 184
Through Vol 304 208 188 266
RT Vol 16 75 210 6
Lane Flow Rate 472 329 463 524
Geometry Grp 1111
Degree of Util (X) 1.221 0.86 1.155 1.362
Departure Headway (Hd) 10.865 11.804 10.594 10.544
Convergence, Y/N Yes Yes Yes Yes
Cap 340 309 347 351
Service Time 8.865 9.804 8.594 8.544
HCM Lane V/C Ratio 1.388 1.065 1.334 1.493
HCM Control Delay, s/veh 155.5 57.9 130.5 209.4
HCM Lane LOS FFFF
HCM 95th-tile Q 17.7 7.6 15.9 23
4 4 4 4
3311
AGENDA ITEM NO. 17.

HCM 7th TWSC Near Term plus Project PM Peak
2: Minnewawa Avenue & Perrin Avenue 04/08/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 2.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 1 0 1 17 1 94 2 441 18 76 293 0
Future Vol, veh/h 1 0 1 17 1 94 2 441 18 76 293 0
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88
Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 1 0 1 19 1 107 2 501 20 86 333 0
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1012 1032 333 1022 1022 511 333 0 0 522 0 0 Stage 1 506 506 - 516 516 -------
Stage 2 506 526 - 506 506 -------
Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 - - - - - - - Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 - - - - - - - Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - - Pot Cap-1 Maneuver 217 232 707 214 235 560 1221 - - 1040 - - Stage 1 547 538 - 540 533 -------
Stage 2 547 527 - 547 538 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 156 208 707 191 211 560 1221 - - 1040 - - Mov Cap-2 Maneuver 156 208 - 191 211 -------
Stage 1 491 483 - 539 531 -------
Stage 2 440 526 - 491 483 -------
Approach EB WB NB SB
HCM Control Delay, s/v19.18 16.92 0.03 1.81

HCM LOS C C
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 8 - - 256 428 371 - -
HCM Lane V/C Ratio 0.002 - - 0.009 0.297 0.083 - -
HCM Control Delay (s/veh) 8 0 - 19.2 16.9 8.8 0 -
HCM Lane LOS A A - C C A A -
HCM 95th %tile Q(veh) 0 - - 0 1.2 0.3 - -
4 4. 4* 4
3312
AGENDA ITEM NO. 17.

HCM 7th TWSC Near Term plus Project PM Peak
4: Clovis Avenue & Baron Avenue 04/08/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 7.6
Movement WBL WBR NBU NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 319 14 23 202 482 22 130
Future Vol, veh/h 319 14 23 202 482 22 130
Conflicting Peds, #/hr 0 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free Free
RT Channelized - None - - None - None
Storage Length 100 0 140 - 0 0 -
Veh in Median Storage, # 0 - - 0 - - 0
Grade, % 0 - - 0 - - 0
Peak Hour Factor 82 82 82 82 82 82 82
Heavy Vehicles, % 3 3 3 3 3 3 3
Mvmt Flow 389 17 28 246 588 27 159
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 459 246 - 0 0 834 0
Stage 1 246 ------
Stage 2 212 ------
Critical Hdwy 6.43 6.23 - - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - - -
Critical Hdwy Stg 2 5.43 - - - - - -
Follow-up Hdwy 3.527 3.327 - - - 2.227 -
Pot Cap-1 Maneuver 559 790 - - - 795 -
Stage 1 792 ------
Stage 2 821 ------
Platoon blocked, % - - -
Mov Cap-1 Maneuver 538 790 - - - 795 -
Mov Cap-2 Maneuver 538 ------
Stage 1 792 ------
Stage 2 790 ------
Approach WB NB SB
HCM Control Delay, s/v 26.5 1.4

HCM LOS D
Minor Lane/Major Mvmt NBU NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - - 538 790 261 -
HCM Lane V/C Ratio - - - 0.723 0.022 0.034 -
HCM Control Delay (s/veh) - - - 27.2 9.7 9.7 0
HCM Lane LOS - - - D A A A
HCM 95th %tile Q(veh) - - - 5.9 0.1 0.1 -
7 7 fl 4
3313
AGENDA ITEM NO. 17.

HCM 7th TWSC Near Term plus Project PM Peak
5: Peach Avenue & Shepherd Avenue 04/08/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 29.8
Movement EBU EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 2 1187 82 52 1036 60 77
Future Vol, veh/h 2 1187 82 52 1036 60 77
Conflicting Peds, #/hr 0 0 2 2 0 0 0
Sign Control Free Free Free Free Free Stop Stop
RT Channelized - - None - None - None
Storage Length 250 - 100 250 - 220 -
Veh in Median Storage, # - 0 - - 0 0 -
Grade, % - 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3 3
Mvmt Flow 2 1290 89 57 1126 65 84
Major/Minor Major1 Major2 Minor1
Conflicting Flow All - 0 0 1381 0 2536 647
Stage 1 - ---- 1297 -
Stage 2 - ---- 1239 -
Critical Hdwy - - - 4.145 - 6.645 6.945
Critical Hdwy Stg 1 - - - - - 5.845 -
Critical Hdwy Stg 2 - - - - - 5.445 -
Follow-up Hdwy - - - 2.2285 - 3.5285 3.3285
Pot Cap-1 Maneuver - - - 490 - ~ 26 412
Stage 1 - - - - - 220 -
Stage 2 - - - - - 270 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - 489 - ~ 23 412
Mov Cap-2 Maneuver - - - - - ~ 23 -
Stage 1 - - - - - 219 -
Stage 2 - - - - - 239 -
Approach EB WB NB
HCM Control Delay, s/v 0.64 $ 537.75

HCM LOS F
Minor Lane/Major Mvmt NBLn1 NBLn2 EBU EBT EBR WBL WBT
Capacity (veh/h) 23 412 - - - 489 -
HCM Lane V/C Ratio 2.88 0.203 - - - 0.116 -
HCM Control Delay (s/veh) $ 1207.4 16 - - - 13.3 -
HCM Lane LOS F C - - - B -
HCM 95th %tile Q(veh) 8.3 0.8 - - - 0.4 -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon fl * 7 + 7
3314
AGENDA ITEM NO. 17.

HCM 7th Signalized Intersection Summary Near Term plus Project PM Peak 6: Minnewawa Avenue & Shepherd Avenue 04/08/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 75 944 106 128 985 116 139 233 151 97 225 45 Future Volume (veh/h) 75 944 106 128 985 116 139 233 151 97 225 45 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 85 1073 120 145 1119 132 158 265 172 110 256 51 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 225 1813 809 170 875 741 120 309 262 106 311 263 Arrive On Green 0.13 0.51 0.51 0.10 0.47 0.47 0.07 0.17 0.17 0.06 0.17 0.17 Sat Flow, veh/h 1767 3526 1572 1767 1856 1572 1767 1856 1572 1767 1856 1572 Grp Volume(v), veh/h 85 1073 120 145 1119 132 158 265 172 110 256 51 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1767 1856 1572 1767 1856 1572 1767 1856 1572 Q Serve(g_s), s 5.7 27.6 5.2 10.5 61.3 6.3 8.8 18.0 10.6 7.8 17.3 2.7 Cycle Q Clear(g_c), s 5.7 27.6 5.2 10.5 61.3 6.3 8.8 18.0 10.6 7.8 17.3 2.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 225 1813 809 170 875 741 120 309 262 106 311 263 V/C Ratio(X) 0.38 0.59 0.15 0.85 1.28 0.18 1.32 0.86 0.66 1.04 0.82 0.19 Avail Cap(c_a), veh/h 225 1813 809 188 875 741 120 481 408 106 457 387 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.0 22.0 16.6 57.9 34.3 19.8 60.6 52.7 32.2 61.1 52.3 25.4 Incr Delay (d2), s/veh 1.0 1.4 0.4 28.1 134.3 0.5 191.1 9.0 2.8 97.8 7.7 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 2.5 11.0 1.9 5.9 58.0 2.3 10.2 9.0 4.1 6.3 8.4 1.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 53.1 23.5 17.0 86.0 168.7 20.3 251.7 61.7 35.0 158.9 59.9 25.8 LnGrp LOS D C B F F C F E C F E C
Approach Vol, veh/h 1278 1396 595 417
Approach Delay, s/veh 24.8 146.1 104.4 81.9
Approach LOS C F F F
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.8 27.0 16.7 72.6 13.0 27.8 22.2 67.0 Change Period (Y+Rc), s 6.0 * 5.3 4.2 5.7 4.2 6.0 5.7 * 5.7 Max Green Setting (Gmax), s 7.8 * 34 13.8 55.3 8.8 32.0 7.8 * 61 Max Q Clear Time (g_c+I1), s 9.8 20.0 12.5 29.6 10.8 19.3 7.7 63.3 Green Ext Time (p_c), s 0.0 1.6 0.0 8.0 0.0 1.1 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 90.1
HCM 7th LOS F
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 1 7 t 7 1 7 + 7
3315
AGENDA ITEM NO. 17.

HCM 7th Signalized Intersection Summary Near Term plus Project PM Peak 7: Clovis Avenue & Shepherd Avenue 04/08/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 222 778 137 151 909 159 205 392 182 109 245 118 Future Volume (veh/h) 222 778 137 151 909 159 205 392 182 109 245 118 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 255 894 157 174 1045 183 236 451 209 125 282 136 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 285 1030 459 957 1762 786 260 735 328 203 426 189 Arrive On Green 0.08 0.29 0.29 0.28 0.50 0.50 0.15 0.21 0.21 0.06 0.12 0.12 Sat Flow, veh/h 3428 3526 1572 3428 3526 1572 1767 3526 1570 3428 3526 1569 Grp Volume(v), veh/h 255 894 157 174 1045 183 236 451 209 125 282 136 Grp Sat Flow(s),veh/h/ln1714 1763 1572 1714 1763 1572 1767 1763 1570 1714 1763 1569 Q Serve(g_s), s 9.6 31.3 7.0 5.0 27.4 8.6 17.1 15.1 8.5 4.6 9.9 10.9 Cycle Q Clear(g_c), s 9.6 31.3 7.0 5.0 27.4 8.6 17.1 15.1 8.5 4.6 9.9 10.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 285 1030 459 957 1762 786 260 735 328 203 426 189 V/C Ratio(X) 0.90 0.87 0.34 0.18 0.59 0.23 0.91 0.61 0.64 0.61 0.66 0.72 Avail Cap(c_a), veh/h 285 1220 544 957 1762 786 269 1302 580 232 1003 446 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 59.0 43.6 17.0 35.6 23.1 18.4 54.6 46.7 13.7 59.7 54.6 55.0 Incr Delay (d2), s/veh 28.2 9.9 2.0 0.1 1.5 0.7 31.2 0.8 2.1 3.8 1.8 5.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln5.2 14.5 3.9 2.0 11.0 3.1 9.7 6.5 5.7 2.1 4.4 4.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 87.3 53.5 19.0 35.7 24.6 19.1 85.8 47.5 15.8 63.5 56.4 60.1 LnGrp LOS F D B D C B F D B E E E
Approach Vol, veh/h 1306 1402 896 543
Approach Delay, s/veh 56.0 25.3 50.2 58.9
Approach LOS E C D E
Timer - Assigned Phs 1 2 3 4 5678
Phs Duration (G+Y+Rc), s11.9 32.4 42.0 43.7 23.3 21.0 15.0 70.7 Change Period (Y+Rc), s 4.2 5.3 5.7 * 5.7 4.2 5.3 4.2 5.7 Max Green Setting (Gmax), s 8.8 48.0 8.8 * 45 19.8 37.0 10.8 43.0 Max Q Clear Time (g_c+I1), s 6.6 17.1 7.0 33.3 19.1 12.9 11.6 29.4 Green Ext Time (p_c), s 0.1 3.6 0.1 4.7 0.1 2.0 0.0 6.0 Intersection Summary
HCM 7th Control Delay, s/veh 44.7
HCM 7th LOS D
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. ‘ ft 7 ‘ ++ 7 " ++ 7 ‘ ++ 7
3316
AGENDA ITEM NO. 17.

HCM 7th Signalized Intersection Summary Near Term plus Project AM Peak 1: Minnewawa Avenue & Behymer Avenue 04/10/2024
Improved Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 2 159 84 6 219 259 147 299 9 147 291 1 Future Volume (veh/h) 2 159 84 6 219 259 147 299 9 147 291 1 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 2 164 87 6 226 267 152 308 9 152 300 1 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 8 370 196 22 258 304 206 392 11 206 404 1
Arrive On Green 0.00 0.32 0.32 0.01 0.33 0.33 0.12 0.22 0.22 0.12 0.22 0.22 Sat Flow, veh/h 1767 1141 605 1767 775 916 1767 1794 52 1767 1848 6 Grp Volume(v), veh/h 2 0 251 6 0 493 152 0 317 152 0 301 Grp Sat Flow(s),veh/h/ln 1767 0 1747 1767 0 1691 1767 0 1846 1767 0 1854 Q Serve(g_s), s 0.1 0.0 7.0 0.2 0.0 17.1 5.2 0.0 10.1 5.2 0.0 9.4 Cycle Q Clear(g_c), s 0.1 0.0 7.0 0.2 0.0 17.1 5.2 0.0 10.1 5.2 0.0 9.4 Prop In Lane 1.00 0.35 1.00 0.54 1.00 0.03 1.00 0.00
Lane Grp Cap(c), veh/h 8 0 567 22 0 562 206 0 404 206 0 406 V/C Ratio(X) 0.27 0.00 0.44 0.27 0.00 0.88 0.74 0.00 0.78 0.74 0.00 0.74 Avail Cap(c_a), veh/h 222 0 730 222 0 707 250 0 802 250 0 805 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 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 30.9 0.0 16.6 30.4 0.0 19.6 26.6 0.0 22.9 26.6 0.0 22.6 Incr Delay (d2), s/veh 17.7 0.0 0.5 6.6 0.0 10.1 8.9 0.0 3.4 8.9 0.0 2.7 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 0.1 0.0 2.3 0.1 0.0 6.8 2.4 0.0 4.0 2.4 0.0 3.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 48.6 0.0 17.1 37.0 0.0 29.7 35.4 0.0 26.3 35.4 0.0 25.3 LnGrp LOS D B D C D C D C
Approach Vol, veh/h 253 499 469 453
Approach Delay, s/veh 17.4 29.8 29.3 28.7
Approach LOS B C C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.4 19.6 5.0 26.2 11.4 19.6 4.5 26.7 Change Period (Y+Rc), s 4.2 6.0 4.2 6.0 4.2 6.0 4.2 6.0 Max Green Setting (Gmax), s 8.8 27.0 7.8 26.0 8.8 27.0 7.8 26.0 Max Q Clear Time (g_c+I1), s 7.2 12.1 2.2 9.0 7.2 11.4 2.1 19.1 Green Ext Time (p_c), s 0.1 1.3 0.0 1.1 0.1 1.2 0.0 1.6 Intersection Summary
HCM 7th Control Delay, s/veh 27.5
HCM 7th LOS C
1 1 1 1
3317
AGENDA ITEM NO. 17.

HCM 7th Signalized Intersection Summary Near Term plus Project AM Peak 5: Peach Avenue & Shepherd Avenue 04/10/2024
Improved Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBU EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 0 950 105 99 836 30 86
Future Volume (veh/h) 0 950 105 99 836 30 86
Initial Q (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 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 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 1080 119 112 950 34 98
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88
Percent Heavy Veh, % 3 3 3 3 3 3
Cap, veh/h 1271 566 752 2933 140 125
Arrive On Green 0.36 0.36 0.85 1.00 0.08 0.08
Sat Flow, veh/h 3618 1570 1767 3618 1767 1572
Grp Volume(v), veh/h 1080 119 112 950 34 98
Grp Sat Flow(s),veh/h/ln 1763 1570 1767 1763 1767 1572
Q Serve(g_s), s 35.0 6.5 1.3 0.0 2.2 7.6
Cycle Q Clear(g_c), s 35.0 6.5 1.3 0.0 2.2 7.6
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1271 566 752 2933 140 125
V/C Ratio(X) 0.85 0.21 0.15 0.32 0.24 0.79
Avail Cap(c_a), veh/h 1686 751 752 2933 466 415
HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.74 0.74 1.00 1.00
Uniform Delay (d), s/veh 36.5 27.4 5.4 0.0 53.6 56.1
Incr Delay (d2), s/veh 7.2 0.8 0.1 0.2 0.9 10.4
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 15.5 2.5 0.5 0.1 1.0 3.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 43.8 28.3 5.5 0.2 54.5 66.4
LnGrp LOS D C A A D E
Approach Vol, veh/h 1199 1062 132
Approach Delay, s/veh 42.2 0.8 63.4
Approach LOS D A E
Timer - Assigned Phs 2 3 4 8
Phs Duration (G+Y+Rc), s 15.1 58.5 50.4 108.9
Change Period (Y+Rc), s 5.3 5.7 * 5.7 5.7
Max Green Setting (Gmax), s 32.7 16.8 * 59 68.3
Max Q Clear Time (g_c+I1), s 9.6 3.3 37.0 2.0
Green Ext Time (p_c), s 0.3 0.2 7.7 7.3
Intersection Summary
HCM 7th Control Delay, s/veh 25.0
HCM 7th LOS C
Notes
User approved ignoring U-Turning movement.
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 3 fl ft 7 " ++ 7
3318
AGENDA ITEM NO. 17.

HCM 7th Signalized Intersection Summary Near Term plus Project AM Peak 6: Minnewawa Avenue & Shepherd Avenue 04/10/2024
Improved Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 40 850 125 201 858 117 142 174 70 123 234 55 Future Volume (veh/h) 40 850 125 201 858 117 142 174 70 123 234 55 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 43 904 133 214 913 124 151 185 74 131 249 59 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, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 418 1572 701 240 1040 141 177 311 263 156 289 245 Arrive On Green 0.47 0.89 0.89 0.14 0.33 0.33 0.10 0.17 0.17 0.09 0.16 0.16 Sat Flow, veh/h 1767 3526 1572 1767 3119 424 1767 1856 1572 1767 1856 1572 Grp Volume(v), veh/h 43 904 133 214 516 521 151 185 74 131 249 59 Grp Sat Flow(s),veh/h/ln1767 1763 1572 1767 1763 1779 1767 1856 1572 1767 1856 1572 Q Serve(g_s), s 1.7 7.1 1.4 14.8 34.2 34.2 10.4 11.4 5.1 9.0 16.2 2.5 Cycle Q Clear(g_c), s 1.7 7.1 1.4 14.8 34.2 34.2 10.4 11.4 5.1 9.0 16.2 2.5 Prop In Lane 1.00 1.00 1.00 0.24 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 418 1572 701 240 588 593 177 311 263 156 289 245 V/C Ratio(X) 0.10 0.57 0.19 0.89 0.88 0.88 0.85 0.60 0.28 0.84 0.86 0.24 Avail Cap(c_a), veh/h 418 1572 701 268 715 722 197 504 427 182 479 406 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.88 0.88 0.88 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 25.4 4.1 3.8 52.7 38.9 39.0 54.9 47.7 45.1 55.6 51.0 17.0 Incr Delay (d2), s/veh 0.1 1.4 0.5 26.9 16.9 16.7 26.9 1.8 0.6 24.7 8.4 0.5 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/ln0.7 1.7 0.5 8.1 16.8 16.9 5.8 5.3 2.0 5.0 7.9 1.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 25.5 5.4 4.3 79.6 55.8 55.7 81.8 49.6 45.7 80.4 59.4 17.5 LnGrp LOS C A A E E E F D D F E B
Approach Vol, veh/h 1080 1251 410 439
Approach Delay, s/veh 6.1 59.8 60.7 60.0
Approach LOSAEEE
Timer - Assigned Phs 1 2 3 4 5678
Phs Duration (G+Y+Rc), s15.2 26.8 21.1 61.0 16.6 25.3 35.0 47.0 Change Period (Y+Rc), s 4.2 * 6 4.2 5.7 4.2 6.0 5.7 * 5.7 Max Green Setting (Gmax), s 12.8 * 34 18.8 39.3 13.8 32.0 7.8 * 50 Max Q Clear Time (g_c+I1), s 11.0 13.4 16.8 9.1 12.4 18.2 3.7 36.2 Green Ext Time (p_c), s 0.0 1.1 0.1 6.8 0.0 1.1 0.0 5.1 Intersection Summary
HCM 7th Control Delay, s/veh 41.7
HCM 7th LOS D
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. " ++ 7 " *1 1 7 + 7
3319
AGENDA ITEM NO. 17.

HCM 7th Signalized Intersection Summary Near Term plus Project PM Peak 1: Minnewawa Avenue & Behymer Avenue 04/10/2024
Improved Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 3 208 75 5 188 210 91 304 16 184 266 6 Future Volume (veh/h) 3 208 75 5 188 210 91 304 16 184 266 6 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 3 239 86 6 216 241 105 349 18 211 306 7 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 11 392 141 22 246 274 176 420 22 253 512 12
Arrive On Green 0.01 0.30 0.30 0.01 0.31 0.31 0.10 0.24 0.24 0.14 0.28 0.28 Sat Flow, veh/h 1767 1302 469 1767 801 894 1767 1749 90 1767 1807 41 Grp Volume(v), veh/h 3 0 325 6 0 457 105 0 367 211 0 313 Grp Sat Flow(s),veh/h/ln 1767 0 1771 1767 0 1695 1767 0 1839 1767 0 1848 Q Serve(g_s), s 0.1 0.0 10.5 0.2 0.0 17.2 3.8 0.0 12.7 7.8 0.0 9.8 Cycle Q Clear(g_c), s 0.1 0.0 10.5 0.2 0.0 17.2 3.8 0.0 12.7 7.8 0.0 9.8 Prop In Lane 1.00 0.26 1.00 0.53 1.00 0.05 1.00 0.02
Lane Grp Cap(c), veh/h 11 0 533 22 0 520 176 0 441 253 0 523 V/C Ratio(X) 0.27 0.00 0.61 0.28 0.00 0.88 0.60 0.00 0.83 0.83 0.00 0.60 Avail Cap(c_a), veh/h 205 0 686 205 0 656 205 0 712 258 0 771 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 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 33.2 0.0 20.1 32.9 0.0 22.1 28.9 0.0 24.2 28.0 0.0 20.8 Incr Delay (d2), s/veh 12.3 0.0 1.1 6.7 0.0 10.9 3.5 0.0 4.6 20.2 0.0 1.1 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 0.1 0.0 3.8 0.1 0.0 7.2 1.6 0.0 5.2 4.3 0.0 3.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 45.5 0.0 21.2 39.6 0.0 33.0 32.4 0.0 28.8 48.2 0.0 21.9 LnGrp LOS D CD CC CD C
Approach Vol, veh/h 328 463 472 524
Approach Delay, s/veh 21.5 33.1 29.6 32.5
Approach LOS CCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.8 22.1 5.0 26.2 10.9 25.0 4.6 26.6 Change Period (Y+Rc), s 4.2 6.0 4.2 6.0 4.2 6.0 4.2 6.0 Max Green Setting (Gmax), s 9.8 26.0 7.8 26.0 7.8 28.0 7.8 26.0 Max Q Clear Time (g_c+I1), s 9.8 14.7 2.2 12.5 5.8 11.8 2.1 19.2 Green Ext Time (p_c), s 0.0 1.4 0.0 1.3 0.0 1.3 0.0 1.4 Intersection Summary
HCM 7th Control Delay, s/veh 29.9
HCM 7th LOS C
1 1 1 1
3320
AGENDA ITEM NO. 17.

HCM 7th Signalized Intersection Summary Near Term plus Project PM Peak 5: Peach Avenue & Shepherd Avenue 04/10/2024
Improved Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBU EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 2 1187 82 52 1036 60 77
Future Volume (veh/h) 2 1187 82 52 1036 60 77
Initial Q (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 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 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 1290 89 57 1126 65 84
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 3 3 3 3 3 3
Cap, veh/h 1502 668 650 2962 126 112
Arrive On Green 0.43 0.43 0.74 1.00 0.07 0.07
Sat Flow, veh/h 3618 1569 1767 3618 1767 1572
Grp Volume(v), veh/h 1290 89 57 1126 65 84
Grp Sat Flow(s),veh/h/ln 1763 1569 1767 1763 1767 1572
Q Serve(g_s), s 41.1 4.3 1.1 0.0 4.4 6.5
Cycle Q Clear(g_c), s 41.1 4.3 1.1 0.0 4.4 6.5
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1502 668 650 2962 126 112
V/C Ratio(X) 0.86 0.13 0.09 0.38 0.52 0.75
Avail Cap(c_a), veh/h 1913 851 650 2962 466 415
HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.60 0.60 1.00 1.00
Uniform Delay (d), s/veh 32.2 21.6 10.5 0.0 55.5 56.5
Incr Delay (d2), s/veh 6.6 0.4 0.0 0.2 3.2 9.6
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 17.6 1.6 0.4 0.1 2.0 2.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 38.8 22.1 10.5 0.2 58.8 66.1
LnGrp LOS DCBAEE
Approach Vol, veh/h 1379 1183 149
Approach Delay, s/veh 37.7 0.7 62.9
Approach LOS D A E
Timer - Assigned Phs 2 3 4 8
Phs Duration (G+Y+Rc), s 14.1 51.3 58.5 109.9
Change Period (Y+Rc), s 5.3 5.7 * 5.7 5.7
Max Green Setting (Gmax), s 32.7 8.8 * 67 68.3
Max Q Clear Time (g_c+I1), s 8.5 3.1 43.1 2.0
Green Ext Time (p_c), s 0.4 0.0 9.8 9.4
Intersection Summary
HCM 7th Control Delay, s/veh 23.0
HCM 7th LOS C
Notes
User approved ignoring U-Turning movement.
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 3 fl ft 7 " ++ 7
3321
AGENDA ITEM NO. 17.

HCM 7th Signalized Intersection Summary Near Term plus Project PM Peak 6: Minnewawa Avenue & Shepherd Avenue 04/10/2024
Improved Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 75 944 106 128 985 116 139 233 151 97 225 45 Future Volume (veh/h) 75 944 106 128 985 116 139 233 151 97 225 45 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 85 1073 120 145 1119 132 158 265 172 110 256 51 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 313 1688 753 170 1225 144 182 312 265 151 296 251 Arrive On Green 0.24 0.64 0.64 0.10 0.39 0.39 0.10 0.17 0.17 0.09 0.16 0.16 Sat Flow, veh/h 1767 3526 1572 1767 3177 374 1767 1856 1572 1767 1856 1572 Grp Volume(v), veh/h 85 1073 120 145 620 631 158 265 172 110 256 51 Grp Sat Flow(s),veh/h/ln1767 1763 1572 1767 1763 1788 1767 1856 1572 1767 1856 1572 Q Serve(g_s), s 4.9 23.0 3.8 10.0 41.3 41.5 10.9 17.2 10.0 7.5 16.7 2.4 Cycle Q Clear(g_c), s 4.9 23.0 3.8 10.0 41.3 41.5 10.9 17.2 10.0 7.5 16.7 2.4 Prop In Lane 1.00 1.00 1.00 0.21 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 313 1688 753 170 680 690 182 312 265 151 296 251 V/C Ratio(X) 0.27 0.64 0.16 0.85 0.91 0.91 0.87 0.85 0.65 0.73 0.86 0.20 Avail Cap(c_a), veh/h 313 1688 753 182 729 740 182 519 440 154 479 406 HCM Platoon Ratio 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.84 0.84 0.84 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.8 15.9 12.4 55.1 36.1 36.1 54.8 50.0 30.2 55.3 50.8 20.7 Incr Delay (d2), s/veh 0.4 1.5 0.4 28.6 18.6 18.8 32.7 6.8 2.7 15.7 9.1 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/ln2.1 7.1 1.3 5.7 20.1 20.5 6.4 8.3 3.8 3.9 8.2 1.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 41.2 17.5 12.8 83.8 54.7 54.9 87.5 56.8 32.9 71.0 60.0 21.1 LnGrp LOS D B B F D D F E C E E C
Approach Vol, veh/h 1278 1396 595 417
Approach Delay, s/veh 18.6 57.8 58.0 58.1
Approach LOSBEEE
Timer - Assigned Phs 1 2 3 4 5678
Phs Duration (G+Y+Rc), s16.6 26.2 16.2 65.1 17.0 25.8 27.7 53.5 Change Period (Y+Rc), s 6.0 * 5.3 4.2 5.7 4.2 6.0 5.7 * 5.7 Max Green Setting (Gmax), s 10.8 * 35 12.8 46.3 12.8 32.0 7.8 * 51 Max Q Clear Time (g_c+I1), s 9.5 19.2 12.0 25.0 12.9 18.7 6.9 43.5 Green Ext Time (p_c), s 0.0 1.7 0.0 7.5 0.0 1.1 0.0 4.3 Intersection Summary
HCM 7th Control Delay, s/veh 44.3
HCM 7th LOS D
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. " ++ 7 " *1 1 7 + 7
3322
AGENDA ITEM NO. 17.

Queuing and Blocking Report Near Term plus Project AM Peak Improved 04/10/2024
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 1: Minnewawa Avenue & Behymer Avenue
Movement EB EB WB WB NB NB SB SB
Directions Served L TR L TR L TR L TR
Maximum Queue (ft) 23 128 31 374 182 249 181 204
Average Queue (ft) 1 69 8 177 75 113 95 96
95th Queue (ft) 9 109 28 309 130 191 158 163
Link Distance (ft) 2601 3212 2588 2588
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250 250 250
Storage Blk Time (%) 3 0
Queuing Penalty (veh) 0 0
Intersection: 2: Minnewawa Avenue & Perrin Avenue
Movement EB WB SB
Directions Served LTR LTR LTR
Maximum Queue (ft) 25 94 85
Average Queue (ft) 5 41 22
95th Queue (ft) 22 70 61
Link Distance (ft) 4816 1433 2588
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 4: Clovis Avenue & Baron Avenue
Movement WB WB NB SB
Directions Served L R U LT
Maximum Queue (ft) 200 379 31 50
Average Queue (ft) 107 44 8 3
95th Queue (ft) 193 184 29 19
Link Distance (ft) 1517 1658
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100 140
Storage Blk Time (%) 15
Queuing Penalty (veh) 6
3323
AGENDA ITEM NO. 17.

Queuing and Blocking Report Near Term plus Project AM Peak Improved 04/10/2024
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 5: Peach Avenue & Shepherd Avenue
Movement EB EB EB WB WB WB NB NB
Directions Served T T R L T T L R
Maximum Queue (ft) 323 340 180 159 186 199 109 64
Average Queue (ft) 96 100 29 76 48 60 25 25
95th Queue (ft) 218 228 101 139 148 166 72 53
Link Distance (ft) 2694 2694 2549 2549 2538
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100 250 220
Storage Blk Time (%) 1 6
Queuing Penalty (veh) 0 7
Intersection: 6: Minnewawa Avenue & Shepherd Avenue
Movement EB EB EB EB WB WB WB NB NB NB SB SB
Directions Served L T T R L T TR L T R L T
Maximum Queue (ft) 113 348 411 150 339 363 368 241 235 84 160 310 Average Queue (ft) 36 176 198 63 147 138 145 102 103 28 93 174 95th Queue (ft) 85 305 340 158 262 303 300 180 186 62 139 266 Link Distance (ft) 2549 2549 1269 1269 2555 2555 2578
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 240 50 220 230 260
Storage Blk Time (%) 3 39206 00 60
Queuing Penalty (veh) 1 49 7 2 12 0 0 107
Intersection: 6: Minnewawa Avenue & Shepherd Avenue
Movement SB
Directions Served R
Maximum Queue (ft) 45
Average Queue (ft) 27
95th Queue (ft) 46
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 15
Storage Blk Time (%) 6
Queuing Penalty (veh) 22
3324
AGENDA ITEM NO. 17.

Queuing and Blocking Report Near Term plus Project AM Peak Improved 04/10/2024
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 7: Clovis Avenue & Shepherd Avenue
Movement EB EB EB EB EB WB WB WB WB WB NB NB
Directions Served L L T T R L L T T R L T
Maximum Queue (ft) 96 302 405 392 110 185 237 317 296 275 219 139 Average Queue (ft) 41 67 133 96 38 76 100 175 174 32 112 59 95th Queue (ft) 88 155 293 258 101 129 163 286 286 140 179 113 Link Distance (ft) 1207 1207 2012 2012 2554
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250 50 250 250 175 230
Storage Blk Time (%) 0 2 10 2 0 1 8 0
Queuing Penalty (veh) 0 2 16 8 0 3 7 0
Intersection: 7: Clovis Avenue & Shepherd Avenue
Movement NB NB SB SB SB SB SB
Directions Served T R L L T T R
Maximum Queue (ft) 175 100 182 187 187 192 91
Average Queue (ft) 60 28 56 48 112 117 47
95th Queue (ft) 116 69 111 104 170 172 83
Link Distance (ft) 2554 1269 1269
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 50 250 250 100
Storage Blk Time (%) 16 1 15 0
Queuing Penalty (veh) 13 1 26 1
Network Summary
Network wide Queuing Penalty: 289
3325
AGENDA ITEM NO. 17.

Queuing and Blocking Report Near Term plus Project PM Peak Improved 04/10/2024
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 1: Minnewawa Avenue & Behymer Avenue
Movement EB EB WB WB NB NB SB SB
Directions Served L TR L TR L TR L TR
Maximum Queue (ft) 30 181 53 204 118 310 186 202
Average Queue (ft) 4 88 5 100 53 125 100 82
95th Queue (ft) 20 150 27 172 97 210 171 154
Link Distance (ft) 2601 3212 2588 2588
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250 250 250
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Intersection: 2: Minnewawa Avenue & Perrin Avenue
Movement EB WB SB
Directions Served LTR LTR LTR
Maximum Queue (ft) 23 96 131
Average Queue (ft) 1 43 30
95th Queue (ft) 8 79 89
Link Distance (ft) 4816 1429 2588
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 4: Clovis Avenue & Baron Avenue
Movement WB WB NB NB SB
Directions Served L R U R LT
Maximum Queue (ft) 172 20 29 22 74
Average Queue (ft) 75 9 4 2 21
95th Queue (ft) 133 24 21 13 65
Link Distance (ft) 1505 1268 1679
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100 140
Storage Blk Time (%) 4
Queuing Penalty (veh) 0
3326
AGENDA ITEM NO. 17.

Queuing and Blocking Report Near Term plus Project PM Peak Improved 04/10/2024
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 5: Peach Avenue & Shepherd Avenue
Movement EB EB EB EB WB WB WB NB NB
Directions Served U T T R L T T L R
Maximum Queue (ft) 28 334 348 180 369 448 441 94 87
Average Queue (ft) 2 143 137 18 52 83 107 44 28
95th Queue (ft) 14 267 270 73 163 253 270 85 57
Link Distance (ft) 2694 2694 2549 2549 2538
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 100 250 220
Storage Blk Time (%) 2 13 1
Queuing Penalty (veh) 0 10 1
Intersection: 6: Minnewawa Avenue & Shepherd Avenue
Movement EB EB EB EB WB WB WB NB NB NB SB SB
Directions Served L T T R L T TR L T R L T
Maximum Queue (ft) 359 420 459 150 159 461 441 213 268 150 199 284 Average Queue (ft) 66 181 185 52 94 162 180 113 130 51 93 143 95th Queue (ft) 179 359 358 143 149 305 325 193 220 110 176 226 Link Distance (ft) 2549 2549 1269 1269 2555 2555 2578
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 240 50 220 230 260
Storage Blk Time (%) 3 34 1 4 0 0 25
Queuing Penalty (veh) 3 36 3 5 0 1 36
Intersection: 6: Minnewawa Avenue & Shepherd Avenue
Movement SB
Directions Served R
Maximum Queue (ft) 200
Average Queue (ft) 42
95th Queue (ft) 146
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100
Storage Blk Time (%)
Queuing Penalty (veh)
3327
AGENDA ITEM NO. 17.

Queuing and Blocking Report Near Term plus Project PM Peak Improved 04/10/2024
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 7: Clovis Avenue & Shepherd Avenue
Movement EB EB EB EB EB WB WB WB WB WB NB NB
Directions Served L L T T R L L T T R L T
Maximum Queue (ft) 244 364 601 563 110 110 128 375 319 275 287 348 Average Queue (ft) 134 157 195 170 37 46 68 217 215 86 166 130 95th Queue (ft) 226 279 375 352 103 90 105 315 313 232 263 245 Link Distance (ft) 1207 1207 2012 2012 2554
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250 50 250 250 175 230
Storage Blk Time (%) 0 0 7 25 1 4 15 3 0
Queuing Penalty (veh) 1 2 15 34 4 6 24 7 1
Intersection: 7: Clovis Avenue & Shepherd Avenue
Movement NB NB SB SB SB SB SB
Directions Served T R L L T T R
Maximum Queue (ft) 353 100 90 112 147 148 89
Average Queue (ft) 152 73 43 44 69 71 33
95th Queue (ft) 272 130 75 88 122 130 71
Link Distance (ft) 2554 1268 1268
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 50 250 250 100
Storage Blk Time (%) 36 5 3 0
Queuing Penalty (veh) 66 10 4 0
Network Summary
Network wide Queuing Penalty: 268
3328
AGENDA ITEM NO. 17.

HCS7 Two-Lane Highway Report
Project Information
Analyst JLB Traffic Engineering, Inc. Date 4/8/2024
Agency JLB Traffic Engineering, Inc. Analysis Year Near Term plus Project Traffic Conditions
Jurisdiction City of Clovis Time Analyzed AM Peak
Project Description Minnewawa Avenue
between Behymer Avenue
and Perrin Avenue
Units U.S. Customary
Segment 1
Vehicle Inputs
Segment Type Passing Zone Length, ft 5280
Lane Width, ft 12 Shoulder Width, ft 0
Speed Limit, mi/h 55 Access Point Density, pts/mi 0.0
Demand and Capacity
Directional Demand Flow Rate, veh/h 521 Opposing Demand Flow Rate, veh/h 433 Peak Hour Factor 0.94 Total Trucks, % 3.00
Segment Capacity, veh/h 1700 Demand/Capacity (D/C) 0.31 Intermediate Results
Segment Vertical Class 1 Free-Flow Speed, mi/h 58.4
Speed Slope Coefficient 3.53968 Speed Power Coefficient 0.49163 PF Slope Coefficient -1.25964 PF Power Coefficient 0.79182 In Passing Lane Effective Length? No Total Segment Density, veh/mi/ln 4.9 %Improved % Followers 0.0 % Improved Avg Speed 0.0
Subsegment Data
# Segment Type Length, ft Radius, ft Superelevation, % Average Speed, mi/h 1 Tangent 5280 - - 56.1
Vehicle Results
Average Speed, mi/h 56.1 Percent Followers, % 52.9
Segment Travel Time, minutes 1.07 Follower Density, followers/mi/ln 4.9 Vehicle LOS C
Facility Results
T Follower Density, followers/mi/ln LOS
1 4.9 C
Copyright © 2024 University of Florida. All Rights Reserved. HCS™ Two-Lane Version 7.9.6 Generated: 04/09/2024 10:22:03 31 AM.xuf
3329
AGENDA ITEM NO. 17.

HCS7 Two-Lane Highway Report
Project Information
Analyst JLB Traffic Engineering, Inc. Date 4/8/2024
Agency JLB Traffic Engineering, Inc. Analysis Year Near Term plus Project Traffic Conditions
Jurisdiction City of Clovis Time Analyzed PM Peak
Project Description Minnewawa Avenue
between Behymer Avenue
and Perrin Avenue
Units U.S. Customary
Segment 1
Vehicle Inputs
Segment Type Passing Zone Length, ft 5280
Lane Width, ft 12 Shoulder Width, ft 0
Speed Limit, mi/h 55 Access Point Density, pts/mi 0.0
Demand and Capacity
Directional Demand Flow Rate, veh/h 616 Opposing Demand Flow Rate, veh/h 424 Peak Hour Factor 0.87 Total Trucks, % 3.00
Segment Capacity, veh/h 1700 Demand/Capacity (D/C) 0.36 Intermediate Results
Segment Vertical Class 1 Free-Flow Speed, mi/h 58.4
Speed Slope Coefficient 3.53747 Speed Power Coefficient 0.49299 PF Slope Coefficient -1.25849 PF Power Coefficient 0.79226 In Passing Lane Effective Length? No Total Segment Density, veh/mi/ln 6.4 %Improved % Followers 0.0 % Improved Avg Speed 0.0
Subsegment Data
# Segment Type Length, ft Radius, ft Superelevation, % Average Speed, mi/h 1 Tangent 5280 - - 55.8
Vehicle Results
Average Speed, mi/h 55.8 Percent Followers, % 57.6
Segment Travel Time, minutes 1.07 Follower Density, followers/mi/ln 6.4 Vehicle LOS C
Facility Results
T Follower Density, followers/mi/ln LOS
1 6.4 C
Copyright © 2024 University of Florida. All Rights Reserved. HCS™ Two-Lane Version 7.9.6 Generated: 04/09/2024 10:22:59 31 PM.xuf
3330
AGENDA ITEM NO. 17.

HCS7 Two-Lane Highway Report
Project Information
Analyst JLB Traffic Engineering, Inc. Date 4/8/2024
Agency JLB Traffic Engineering, Inc. Analysis Year Near Term plus Project Traffic Conditions
Jurisdiction City of Clovis Time Analyzed AM Peak
Project Description Minnewawa Avenue
between Perrin Avenue
and Shepherd Avenue
Units U.S. Customary
Segment 1
Vehicle Inputs
Segment Type Passing Zone Length, ft 5280
Lane Width, ft 12 Shoulder Width, ft 0
Speed Limit, mi/h 55 Access Point Density, pts/mi 0.0
Demand and Capacity
Directional Demand Flow Rate, veh/h 438 Opposing Demand Flow Rate, veh/h 352 Peak Hour Factor 0.94 Total Trucks, % 3.00
Segment Capacity, veh/h 1700 Demand/Capacity (D/C) 0.26 Intermediate Results
Segment Vertical Class 1 Free-Flow Speed, mi/h 58.4
Speed Slope Coefficient 3.51850 Speed Power Coefficient 0.50508 PF Slope Coefficient -1.24815 PF Power Coefficient 0.79601 In Passing Lane Effective Length? No Total Segment Density, veh/mi/ln 3.7 %Improved % Followers 0.0 % Improved Avg Speed 0.0
Subsegment Data
# Segment Type Length, ft Radius, ft Superelevation, % Average Speed, mi/h 1 Tangent 5280 - - 56.4
Vehicle Results
Average Speed, mi/h 56.4 Percent Followers, % 47.7
Segment Travel Time, minutes 1.06 Follower Density, followers/mi/ln 3.7 Vehicle LOS B
Facility Results
T Follower Density, followers/mi/ln LOS
1 3.7 B
Copyright © 2024 University of Florida. All Rights Reserved. HCS™ Two-Lane Version 7.9.6 Generated: 04/09/2024 10:23:59 32 AM.xuf
3331
AGENDA ITEM NO. 17.

HCS7 Two-Lane Highway Report
Project Information
Analyst JLB Traffic Engineering, Inc. Date 4/8/2024
Agency JLB Traffic Engineering, Inc. Analysis Year Near Term plus Project Traffic Conditions
Jurisdiction City of Clovis Time Analyzed PM Peak
Project Description Minnewawa Avenue
between Perrin Avenue
and Shepherd Avenue
Units U.S. Customary
Segment 1
Vehicle Inputs
Segment Type Passing Zone Length, ft 5280
Lane Width, ft 12 Shoulder Width, ft 0
Speed Limit, mi/h 55 Access Point Density, pts/mi 0.0
Demand and Capacity
Directional Demand Flow Rate, veh/h 482 Opposing Demand Flow Rate, veh/h 417 Peak Hour Factor 0.88 Total Trucks, % 3.00
Segment Capacity, veh/h 1700 Demand/Capacity (D/C) 0.28 Intermediate Results
Segment Vertical Class 1 Free-Flow Speed, mi/h 58.4
Speed Slope Coefficient 3.53568 Speed Power Coefficient 0.49409 PF Slope Coefficient -1.25755 PF Power Coefficient 0.79261 In Passing Lane Effective Length? No Total Segment Density, veh/mi/ln 4.3 %Improved % Followers 0.0 % Improved Avg Speed 0.0
Subsegment Data
# Segment Type Length, ft Radius, ft Superelevation, % Average Speed, mi/h 1 Tangent 5280 - - 56.2
Vehicle Results
Average Speed, mi/h 56.2 Percent Followers, % 50.6
Segment Travel Time, minutes 1.07 Follower Density, followers/mi/ln 4.3 Vehicle LOS C
Facility Results
T Follower Density, followers/mi/ln LOS
1 4.3 C
Copyright © 2024 University of Florida. All Rights Reserved. HCS™ Two-Lane Version 7.9.6 Generated: 04/09/2024 10:45:11 32 PM.xuf
3332
AGENDA ITEM NO. 17.

HCS7 Two-Lane Highway Report
Project Information
Analyst JLB Traffic Engineering, Inc. Date 4/8/2024
Agency JLB Traffic Engineering, Inc. Analysis Year Near Term plus Project Traffic Conditions
Jurisdiction City of Clovis Time Analyzed AM Peak
Project Description Shepherd Avenue between
Willow Avenue and Peach
Avenue
Units U.S. Customary
Segment 1
Vehicle Inputs
Segment Type Passing Constrained Length, ft 5280
Lane Width, ft 12 Shoulder Width, ft 0
Speed Limit, mi/h 50 Access Point Density, pts/mi 4.0
Demand and Capacity
Directional Demand Flow Rate, veh/h 984 Opposing Demand Flow Rate, veh/h - Peak Hour Factor 0.88 Total Trucks, % 3.00
Segment Capacity, veh/h 1700 Demand/Capacity (D/C) 0.58 Intermediate Results
Segment Vertical Class 1 Free-Flow Speed, mi/h 51.7
Speed Slope Coefficient 3.36232 Speed Power Coefficient 0.41674 PF Slope Coefficient -1.35765 PF Power Coefficient 0.73804 In Passing Lane Effective Length? No Total Segment Density, veh/mi/ln 15.0 %Improved % Followers 0.0 % Improved Avg Speed 0.0
Subsegment Data
# Segment Type Length, ft Radius, ft Superelevation, % Average Speed, mi/h 1 Tangent 5280 - - 48.5
Vehicle Results
Average Speed, mi/h 48.5 Percent Followers, % 73.9
Segment Travel Time, minutes 1.24 Follower Density, followers/mi/ln 15.0 Vehicle LOS D
Facility Results
T Follower Density, followers/mi/ln LOS
1 15.0 D
Copyright © 2024 University of Florida. All Rights Reserved. HCS™ Two-Lane Version 7.9.6 Generated: 04/09/2024 11:35:36 33 AM.xuf
3333
AGENDA ITEM NO. 17.

HCS7 Two-Lane Highway Report
Project Information
Analyst JLB Traffic Engineering, Inc. Date 4/8/2024
Agency JLB Traffic Engineering, Inc. Analysis Year Near Term plus Project Traffic Conditions
Jurisdiction City of Clovis Time Analyzed PM Peak
Project Description Shepherd Avenue between
Willow Avenue and Peach
Avenue
Units U.S. Customary
Segment 1
Vehicle Inputs
Segment Type Passing Constrained Length, ft 5280
Lane Width, ft 12 Shoulder Width, ft 0
Speed Limit, mi/h 50 Access Point Density, pts/mi 4.0
Demand and Capacity
Directional Demand Flow Rate, veh/h 1248 Opposing Demand Flow Rate, veh/h - Peak Hour Factor 0.88 Total Trucks, % 3.00
Segment Capacity, veh/h 1700 Demand/Capacity (D/C) 0.73 Intermediate Results
Segment Vertical Class 1 Free-Flow Speed, mi/h 51.7
Speed Slope Coefficient 3.36232 Speed Power Coefficient 0.41674 PF Slope Coefficient -1.35765 PF Power Coefficient 0.73804 In Passing Lane Effective Length? No Total Segment Density, veh/mi/ln 20.7 %Improved % Followers 0.0 % Improved Avg Speed 0.0
Subsegment Data
# Segment Type Length, ft Radius, ft Superelevation, % Average Speed, mi/h 1 Tangent 5280 - - 48.1
Vehicle Results
Average Speed, mi/h 48.1 Percent Followers, % 79.8
Segment Travel Time, minutes 1.25 Follower Density, followers/mi/ln 20.7 Vehicle LOS E
Facility Results
T Follower Density, followers/mi/ln LOS
1 20.7 E
Copyright © 2024 University of Florida. All Rights Reserved. HCS™ Two-Lane Version 7.9.6 Generated: 04/09/2024 11:36:01 33 PM.xuf
3334
AGENDA ITEM NO. 17.

HCS7 Two-Lane Highway Report
Project Information
Analyst JLB Traffic Engineering, Inc. Date 4/8/2024
Agency JLB Traffic Engineering, Inc. Analysis Year Near Term plus Project Traffic Conditions
Jurisdiction City of Clovis Time Analyzed AM Peak
Project Description Shepherd Avenue between
Peach Avenue and
Minnewawa Avenue
Units U.S. Customary
Segment 1
Vehicle Inputs
Segment Type Passing Constrained Length, ft 5280
Lane Width, ft 12 Shoulder Width, ft 0
Speed Limit, mi/h 50 Access Point Density, pts/mi 4.0
Demand and Capacity
Directional Demand Flow Rate, veh/h 1185 Opposing Demand Flow Rate, veh/h - Peak Hour Factor 0.89 Total Trucks, % 3.00
Segment Capacity, veh/h 1700 Demand/Capacity (D/C) 0.70 Intermediate Results
Segment Vertical Class 1 Free-Flow Speed, mi/h 51.7
Speed Slope Coefficient 3.36232 Speed Power Coefficient 0.41674 PF Slope Coefficient -1.35765 PF Power Coefficient 0.73804 In Passing Lane Effective Length? No Total Segment Density, veh/mi/ln 19.3 %Improved % Followers 0.0 % Improved Avg Speed 0.0
Subsegment Data
# Segment Type Length, ft Radius, ft Superelevation, % Average Speed, mi/h 1 Tangent 5280 - - 48.2
Vehicle Results
Average Speed, mi/h 48.2 Percent Followers, % 78.5
Segment Travel Time, minutes 1.24 Follower Density, followers/mi/ln 19.3 Vehicle LOS E
Facility Results
T Follower Density, followers/mi/ln LOS
1 19.3 E
Copyright © 2024 University of Florida. All Rights Reserved. HCS™ Two-Lane Version 7.9.6 Generated: 04/09/2024 11:36:32 34 AM.xuf
3335
AGENDA ITEM NO. 17.

HCS7 Two-Lane Highway Report
Project Information
Analyst JLB Traffic Engineering, Inc. Date 4/8/2024
Agency JLB Traffic Engineering, Inc. Analysis Year Near Term plus Project Traffic Conditions
Jurisdiction City of Clovis Time Analyzed PM Peak
Project Description Shepherd Avenue between
Peach Avenue and
Minnewawa Avenue
Units U.S. Customary
Segment 1
Vehicle Inputs
Segment Type Passing Constrained Length, ft 5280
Lane Width, ft 12 Shoulder Width, ft 0
Speed Limit, mi/h 50 Access Point Density, pts/mi 4.0
Demand and Capacity
Directional Demand Flow Rate, veh/h 1344 Opposing Demand Flow Rate, veh/h - Peak Hour Factor 0.87 Total Trucks, % 3.00
Segment Capacity, veh/h 1700 Demand/Capacity (D/C) 0.79 Intermediate Results
Segment Vertical Class 1 Free-Flow Speed, mi/h 51.7
Speed Slope Coefficient 3.36232 Speed Power Coefficient 0.41674 PF Slope Coefficient -1.35765 PF Power Coefficient 0.73804 In Passing Lane Effective Length? No Total Segment Density, veh/mi/ln 22.8 %Improved % Followers 0.0 % Improved Avg Speed 0.0
Subsegment Data
# Segment Type Length, ft Radius, ft Superelevation, % Average Speed, mi/h 1 Tangent 5280 - - 48.0
Vehicle Results
Average Speed, mi/h 48.0 Percent Followers, % 81.5
Segment Travel Time, minutes 1.25 Follower Density, followers/mi/ln 22.8 Vehicle LOS E
Facility Results
T Follower Density, followers/mi/ln LOS
1 22.8 E
Copyright © 2024 University of Florida. All Rights Reserved. HCS™ Two-Lane Version 7.9.6 Generated: 04/09/2024 11:36:55 34 PM.xuf
3336
AGENDA ITEM NO. 17.

HCS7 Multilane Highway Report
Project Information
Analyst JLB Traffic Engineering, Inc. Date 4/10/2024
Agency JLB Traffic Engineering, Inc. Analysis Year Near Term plus Project Traffic Conditions
Jurisdiction City of Clovis Time Analyzed AM Peak
Project Description Shepherd Avenue between
Willow Avenue and Peach
Avenue
Units U.S. Customary
Direction 1 Geometric Data
Direction 1 Eastbound
Number of Lanes (N), ln 2 Terrain Type Level
Segment Length (L), ft - Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 55.0 Access Point Density, pts/mi 4.0 Lane Width, ft 12 Left-Side Lateral Clearance (LCR), ft 6 Median Type Divided Total Lateral Clearance (TLC), ft 12 Free-Flow Speed (FFS), mi/h 54.0
Direction 1 Adjustment Factors
Driver Population Mostly Familiar Final Speed Adjustment Factor (SAF) 0.975 Driver Population SAF 0.975 Final Capacity Adjustment Factor (CAF) 0.968 Driver Population CAF 0.968
Direction 1 Demand and Capacity
Volume(V) veh/h 1055 Heavy Vehicle Adjustment Factor (fHV) 0.971 Peak Hour Factor 0.88 Flow Rate (Vp), pc/h/ln 618
Total Trucks, % 3.00 Capacity (c), pc/h/ln 2052
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 1986 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.31 Direction 1 Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 52.6 Total Lateral Clearance Adj. (fLLC) 0.0 Density (D ), pc/mi/ln 11.7 Median Type Adjustment (fM) 0.0 Level of Service (LOS) B Access Point Density Adjustment (fA) 1.0
Direction 1 Bicycle LOS
Flow Rate in Outside Lane (vOL),veh/h 599 Effective Speed Factor (St) 4.62 Effective Width of Volume (Wv), ft 18 Bicyle LOS Score (BLOS) 3.15 Average Effective Width (We), ft 24 Bicycle Level of Service (LOS) C 3337
AGENDA ITEM NO. 17.

Direction 2 Geometric Data
Direction 2 Westbound
Number of Lanes (N), ln 2 Terrain Type Level
Segment Length (L), ft - Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 55.0 Access Point Density, pts/mi 4.0 Lane Width, ft 12 Left-Side Lateral Clearance (LCR), ft 6 Median Type Divided Total Lateral Clearance (TLC), ft 12 Free-Flow Speed (FFS), mi/h 54.0
Direction 2 Adjustment Factors
Driver Population Mostly Familiar Final Speed Adjustment Factor (SAF) 0.975 Driver Population SAF 0.975 Final Capacity Adjustment Factor (CAF) 0.968 Driver Population CAF 0.968
Direction 2 Demand and Capacity
Volume(V) veh/h 866 Heavy Vehicle Adjustment Factor (fHV) 0.971 Peak Hour Factor 0.88 Flow Rate (Vp), pc/h/ln 506
Total Trucks, % 3.00 Capacity (c), pc/h/ln 2052
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 1986 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.25 Direction 2 Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 52.6 Total Lateral Clearance Adj. (fLLC) 0.0 Density (D ), pc/mi/ln 9.6 Median Type Adjustment (fM) 0.0 Level of Service (LOS) A Access Point Density Adjustment (fA) 1.0
Direction 2 Bicycle LOS
Flow Rate in Outside Lane (vOL),veh/h 599 Effective Speed Factor (St) 4.62 Effective Width of Volume (Wv), ft 18 Bicyle LOS Score (BLOS) 3.15 Average Effective Width (We), ft 24 Bicycle Level of Service (LOS) C Copyright © 2024 University of Florida. All Rights Reserved. HCS™ Multilane Version 7.9.6 Generated: 04/10/2024 08:43:41 33 AM - Improved.xuf
3338
AGENDA ITEM NO. 17.

HCS7 Multilane Highway Report
Project Information
Analyst JLB Traffic Engineering, Inc. Date 4/10/2024
Agency JLB Traffic Engineering, Inc. Analysis Year Near Term plus Project Traffic Conditions
Jurisdiction City of Clovis Time Analyzed PM Peak
Project Description Shepherd Avenue between
Willow Avenue and Peach
Avenue
Units U.S. Customary
Direction 1 Geometric Data
Direction 1 Eastbound
Number of Lanes (N), ln 2 Terrain Type Level
Segment Length (L), ft - Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 55.0 Access Point Density, pts/mi 4.0 Lane Width, ft 12 Left-Side Lateral Clearance (LCR), ft 6 Median Type Divided Total Lateral Clearance (TLC), ft 12 Free-Flow Speed (FFS), mi/h 54.0
Direction 1 Adjustment Factors
Driver Population Mostly Familiar Final Speed Adjustment Factor (SAF) 0.975 Driver Population SAF 0.975 Final Capacity Adjustment Factor (CAF) 0.968 Driver Population CAF 0.968
Direction 1 Demand and Capacity
Volume(V) veh/h 1271 Heavy Vehicle Adjustment Factor (fHV) 0.971 Peak Hour Factor 0.88 Flow Rate (Vp), pc/h/ln 744
Total Trucks, % 3.00 Capacity (c), pc/h/ln 2052
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 1986 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.37 Direction 1 Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 52.6 Total Lateral Clearance Adj. (fLLC) 0.0 Density (D ), pc/mi/ln 14.1 Median Type Adjustment (fM) 0.0 Level of Service (LOS) B Access Point Density Adjustment (fA) 1.0
Direction 1 Bicycle LOS
Flow Rate in Outside Lane (vOL),veh/h 722 Effective Speed Factor (St) 4.62 Effective Width of Volume (Wv), ft 18 Bicyle LOS Score (BLOS) 3.25 Average Effective Width (We), ft 24 Bicycle Level of Service (LOS) C 3339
AGENDA ITEM NO. 17.

Direction 2 Geometric Data
Direction 2 Westbound
Number of Lanes (N), ln 2 Terrain Type Level
Segment Length (L), ft - Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 55.0 Access Point Density, pts/mi 4.0 Lane Width, ft 12 Left-Side Lateral Clearance (LCR), ft 6 Median Type Divided Total Lateral Clearance (TLC), ft 12 Free-Flow Speed (FFS), mi/h 54.0
Direction 2 Adjustment Factors
Driver Population Mostly Familiar Final Speed Adjustment Factor (SAF) 0.975 Driver Population SAF 0.975 Final Capacity Adjustment Factor (CAF) 0.968 Driver Population CAF 0.968
Direction 2 Demand and Capacity
Volume(V) veh/h 1098 Heavy Vehicle Adjustment Factor (fHV) 0.971 Peak Hour Factor 0.88 Flow Rate (Vp), pc/h/ln 642
Total Trucks, % 3.00 Capacity (c), pc/h/ln 2052
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 1986 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.32 Direction 2 Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 52.6 Total Lateral Clearance Adj. (fLLC) 0.0 Density (D ), pc/mi/ln 12.2 Median Type Adjustment (fM) 0.0 Level of Service (LOS) B Access Point Density Adjustment (fA) 1.0
Direction 2 Bicycle LOS
Flow Rate in Outside Lane (vOL),veh/h 722 Effective Speed Factor (St) 4.62 Effective Width of Volume (Wv), ft 18 Bicyle LOS Score (BLOS) 3.25 Average Effective Width (We), ft 24 Bicycle Level of Service (LOS) C Copyright © 2024 University of Florida. All Rights Reserved. HCS™ Multilane Version 7.9.6 Generated: 04/10/2024 08:45:10 33 PM - Improved.xuf
3340
AGENDA ITEM NO. 17.

HCS7 Multilane Highway Report
Project Information
Analyst JLB Traffic Engineering, Inc. Date 4/10/2024
Agency JLB Traffic Engineering, Inc. Analysis Year Near Term plus Project Traffic Conditions
Jurisdiction City of Clovis Time Analyzed AM Peak
Project Description Shepherd Avenue between
Peach Avenue and
Minnewawa Avenue
Units U.S. Customary
Direction 1 Geometric Data
Direction 1 Eastbound
Number of Lanes (N), ln 2 Terrain Type Level
Segment Length (L), ft - Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 55.0 Access Point Density, pts/mi 4.0 Lane Width, ft 12 Left-Side Lateral Clearance (LCR), ft 6 Median Type Divided Total Lateral Clearance (TLC), ft 12 Free-Flow Speed (FFS), mi/h 54.0
Direction 1 Adjustment Factors
Driver Population Mostly Familiar Final Speed Adjustment Factor (SAF) 0.975 Driver Population SAF 0.975 Final Capacity Adjustment Factor (CAF) 0.968 Driver Population CAF 0.968
Direction 1 Demand and Capacity
Volume(V) veh/h 1015 Heavy Vehicle Adjustment Factor (fHV) 0.971 Peak Hour Factor 0.89 Flow Rate (Vp), pc/h/ln 588
Total Trucks, % 3.00 Capacity (c), pc/h/ln 2052
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 1986 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.30 Direction 1 Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 52.6 Total Lateral Clearance Adj. (fLLC) 0.0 Density (D ), pc/mi/ln 11.2 Median Type Adjustment (fM) 0.0 Level of Service (LOS) B Access Point Density Adjustment (fA) 1.0
Direction 1 Bicycle LOS
Flow Rate in Outside Lane (vOL),veh/h 570 Effective Speed Factor (St) 4.62 Effective Width of Volume (Wv), ft 18 Bicyle LOS Score (BLOS) 3.13 Average Effective Width (We), ft 24 Bicycle Level of Service (LOS) C 3341
AGENDA ITEM NO. 17.

Direction 2 Geometric Data
Direction 2 Westbound
Number of Lanes (N), ln 2 Terrain Type Level
Segment Length (L), ft - Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 55.0 Access Point Density, pts/mi 4.0 Lane Width, ft 12 Left-Side Lateral Clearance (LCR), ft 6 Median Type Divided Total Lateral Clearance (TLC), ft 12 Free-Flow Speed (FFS), mi/h 54.0
Direction 2 Adjustment Factors
Driver Population Mostly Familiar Final Speed Adjustment Factor (SAF) 0.975 Driver Population SAF 0.975 Final Capacity Adjustment Factor (CAF) 0.968 Driver Population CAF 0.968
Direction 2 Demand and Capacity
Volume(V) veh/h 1055 Heavy Vehicle Adjustment Factor (fHV) 0.971 Peak Hour Factor 0.89 Flow Rate (Vp), pc/h/ln 610
Total Trucks, % 3.00 Capacity (c), pc/h/ln 2052
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 1986 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.31 Direction 2 Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 52.6 Total Lateral Clearance Adj. (fLLC) 0.0 Density (D ), pc/mi/ln 11.6 Median Type Adjustment (fM) 0.0 Level of Service (LOS) B Access Point Density Adjustment (fA) 1.0
Direction 2 Bicycle LOS
Flow Rate in Outside Lane (vOL),veh/h 570 Effective Speed Factor (St) 4.62 Effective Width of Volume (Wv), ft 18 Bicyle LOS Score (BLOS) 3.13 Average Effective Width (We), ft 24 Bicycle Level of Service (LOS) C Copyright © 2024 University of Florida. All Rights Reserved. HCS™ Multilane Version 7.9.6 Generated: 04/10/2024 08:46:49 34 AM - Improved.xuf
3342
AGENDA ITEM NO. 17.

HCS7 Multilane Highway Report
Project Information
Analyst JLB Traffic Engineering, Inc. Date 4/10/2024
Agency JLB Traffic Engineering, Inc. Analysis Year Near Term plus Project Traffic Conditions
Jurisdiction City of Clovis Time Analyzed PM Peak
Project Description Shepherd Avenue between
Peach Avenue and
Minnewawa Avenue
Units U.S. Customary
Direction 1 Geometric Data
Direction 1 Eastbound
Number of Lanes (N), ln 2 Terrain Type Level
Segment Length (L), ft - Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 55.0 Access Point Density, pts/mi 4.0 Lane Width, ft 12 Left-Side Lateral Clearance (LCR), ft 6 Median Type Divided Total Lateral Clearance (TLC), ft 12 Free-Flow Speed (FFS), mi/h 54.0
Direction 1 Adjustment Factors
Driver Population Mostly Familiar Final Speed Adjustment Factor (SAF) 0.975 Driver Population SAF 0.975 Final Capacity Adjustment Factor (CAF) 0.968 Driver Population CAF 0.968
Direction 1 Demand and Capacity
Volume(V) veh/h 1125 Heavy Vehicle Adjustment Factor (fHV) 0.971 Peak Hour Factor 0.87 Flow Rate (Vp), pc/h/ln 666
Total Trucks, % 3.00 Capacity (c), pc/h/ln 2052
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 1986 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.34 Direction 1 Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 52.6 Total Lateral Clearance Adj. (fLLC) 0.0 Density (D ), pc/mi/ln 12.7 Median Type Adjustment (fM) 0.0 Level of Service (LOS) B Access Point Density Adjustment (fA) 1.0
Direction 1 Bicycle LOS
Flow Rate in Outside Lane (vOL),veh/h 647 Effective Speed Factor (St) 4.62 Effective Width of Volume (Wv), ft 18 Bicyle LOS Score (BLOS) 3.19 Average Effective Width (We), ft 24 Bicycle Level of Service (LOS) C 3343
AGENDA ITEM NO. 17.

Direction 2 Geometric Data
Direction 2 Westbound
Number of Lanes (N), ln 2 Terrain Type Level
Segment Length (L), ft - Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 55.0 Access Point Density, pts/mi 4.0 Lane Width, ft 12 Left-Side Lateral Clearance (LCR), ft 6 Median Type Divided Total Lateral Clearance (TLC), ft 12 Free-Flow Speed (FFS), mi/h 54.0
Direction 2 Adjustment Factors
Driver Population Mostly Familiar Final Speed Adjustment Factor (SAF) 0.975 Driver Population SAF 0.975 Final Capacity Adjustment Factor (CAF) 0.968 Driver Population CAF 0.968
Direction 2 Demand and Capacity
Volume(V) veh/h 1169 Heavy Vehicle Adjustment Factor (fHV) 0.971 Peak Hour Factor 0.87 Flow Rate (Vp), pc/h/ln 692
Total Trucks, % 3.00 Capacity (c), pc/h/ln 2052
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 1986 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.35 Direction 2 Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 52.6 Total Lateral Clearance Adj. (fLLC) 0.0 Density (D ), pc/mi/ln 13.2 Median Type Adjustment (fM) 0.0 Level of Service (LOS) B Access Point Density Adjustment (fA) 1.0
Direction 2 Bicycle LOS
Flow Rate in Outside Lane (vOL),veh/h 647 Effective Speed Factor (St) 4.62 Effective Width of Volume (Wv), ft 18 Bicyle LOS Score (BLOS) 3.19 Average Effective Width (We), ft 24 Bicycle Level of Service (LOS) C Copyright © 2024 University of Florida. All Rights Reserved. HCS™ Multilane Version 7.9.6 Generated: 04/10/2024 08:48:50 34 PM - Improved.xuf
3344
AGENDA ITEM NO. 17.
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 App | H
(559) 570-8991
Appendix H: Cumulative Year 2046 plus Project Traffic Conditions 3345
AGENDA ITEM NO. 17.

HCM 7th AWSC Cumulative Year 2046 plus Project AM Peak
1: Minnewawa Avenue & Behymer Avenue 04/08/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh 181.4
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 3 219 111 6 272 298 147 313 13 153 292 5 Future Vol, veh/h 3 219 111 6 272 298 147 313 13 153 292 5 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 3 226 114 6 280 307 152 323 13 158 301 5
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay, s/veh 68.4 265.7 180.2 158.2

HCM LOSF F F F
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 31% 1% 1% 34%
Vol Thru, % 66% 66% 47% 65%
Vol Right, % 3% 33% 52% 1%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 473 333 576 450
LT Vol 147 3 6 153
Through Vol 313 219 272 292
RT Vol 13 111 298 5
Lane Flow Rate 488 343 594 464
Geometry Grp 1111
Degree of Util (X) 1.278 0.901 1.498 1.218
Departure Headway (Hd) 11.633 12.669 10.519 11.84
Convergence, Y/N Yes Yes Yes Yes
Cap 317 288 350 311
Service Time 9.633 10.669 8.519 9.84
HCM Lane V/C Ratio 1.539 1.191 1.697 1.492
HCM Control Delay, s/veh 180.2 68.4 265.7 158.2
HCM Lane LOS FFFF
HCM 95th-tile Q 18.7 8.2 28.1 16.6
4 4 4 4
3346
AGENDA ITEM NO. 17.

HCM 7th TWSC Cumulative Year 2046 plus Project AM Peak
2: Minnewawa Avenue & Perrin Avenue 04/08/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 7.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 23 30 159 12 42 49 33 440 10 25 428 26 Future Vol, veh/h 23 30 159 12 42 49 33 440 10 25 428 26 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94
Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 24 32 169 13 45 52 35 468 11 27 455 28
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1083 1071 469 1068 1080 473 483 0 0 479 0 0 Stage 1 522 522 - 544 544 -------
Stage 2 561 549 - 524 536 -------
Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 - - - - - - - Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 - - - - - - - Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - - Pot Cap-1 Maneuver 194 220 592 199 217 589 1075 - - 1078 - - Stage 1 536 529 - 522 518 -------
Stage 2 511 515 - 534 522 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 129 203 592 112 201 589 1075 - - 1078 - - Mov Cap-2 Maneuver 129 203 - 112 201 -------
Stage 1 518 511 - 498 495 -------
Stage 2 405 492 - 346 504 -------
Approach EB WB NB SB
HCM Control Delay, s/v30.97 28.97 0.58 0.44

HCM LOS D D
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 122 - - 356 257 93 - -
HCM Lane V/C Ratio 0.033 - - 0.633 0.426 0.025 - -
HCM Control Delay (s/veh) 8.5 0 - 31 29 8.4 0 -
HCM Lane LOS A A - D D A A -
HCM 95th %tile Q(veh) 0.1 - - 4.1 2 0.1 - -
4 4. 4* 4
3347
AGENDA ITEM NO. 17.

HCM 7th TWSC Cumulative Year 2046 plus Project AM Peak
3: Clovis Avenue & Perrin Avenue 04/08/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 1.9
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 25 41 42 378 915 16
Future Vol, veh/h 25 41 42 378 915 16
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 27 45 46 411 995 17
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1505 1003 1012 0 - 0
Stage 1 1003 -----
Stage 2 502 -----
Critical Hdwy 6.43 6.23 4.13 - - -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 2.227 - - -
Pot Cap-1 Maneuver 133 292 681 - - -
Stage 1 353 -----
Stage 2 606 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 121 292 681 - - -
Mov Cap-2 Maneuver 121 -----
Stage 1 322 -----
Stage 2 606 -----
Approach EB NB SB
HCM Control Delay, s/v 34.9 1.07 0

HCM LOS D
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 180 - 190 - -
HCM Lane V/C Ratio 0.067 - 0.377 - -
HCM Control Delay (s/veh) 10.7 0 34.9 - -
HCM Lane LOS B A D - -
HCM 95th %tile Q(veh) 0.2 - 1.6 - -
*Y 4 1
3348
AGENDA ITEM NO. 17.

HCM 7th TWSC Cumulative Year 2046 plus Project AM Peak
4: Clovis Avenue & Baron Avenue 04/08/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 236.8
Movement WBL WBR NBU NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 428 37 38 373 208 6 964
Future Vol, veh/h 428 37 38 373 208 6 964
Conflicting Peds, #/hr 0 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free Free
RT Channelized - None - - None - None
Storage Length 100 0 140 ----
Veh in Median Storage, # 0 - - 0 - - 0
Grade, % 0 - - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3 3
Mvmt Flow 465 40 41 405 226 7 1048
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1466 405 - 0 0 632 0
Stage 1 405 ------
Stage 2 1061 ------
Critical Hdwy 6.43 6.23 - - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - - -
Critical Hdwy Stg 2 5.43 - - - - - -
Follow-up Hdwy 3.527 3.327 - - - 2.227 -
Pot Cap-1 Maneuver ~ 140 643 - - - 946 -
Stage 1 671 ------
Stage 2 ~ 331 ------
Platoon blocked, % - - -
Mov Cap-1 Maneuver ~ 138 643 - - - 946 -
Mov Cap-2 Maneuver ~ 138 ------
Stage 1 671 ------
Stage 2 ~ 326 ------
Approach WB NB SB
HCM Control Delay, s/v $ 1045.92 0.05

HCM LOS F
Minor Lane/Major Mvmt NBU NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - - 138 643 11 -
HCM Lane V/C Ratio - - - 3.374 0.063 0.007 -
HCM Control Delay (s/veh) - - -$ 1135.4 11 8.8 0
HCM Lane LOS - - - F B A A
HCM 95th %tile Q(veh) - - - 44.8 0.2 0 -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 7 7 fl 4
3349
AGENDA ITEM NO. 17.

HCM 7th TWSC Cumulative Year 2046 plus Project AM Peak
5: Peach Avenue & Shepherd Avenue 04/08/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 527.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 18 950 149 224 836 50 30 49 86 117 74 176 Future Vol, veh/h 18 950 149 224 836 50 30 49 86 117 74 176 Conflicting Peds, #/hr 0 0 1 1 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 250 - 100 250 - - 220 - - 220 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 20 1033 162 243 909 54 33 53 93 127 80 191
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 963 0 0 1196 0 0 2509 2523 517 2005 2658 936 Stage 1 ------ 1073 1073 - 1423 1423 -
Stage 2 ------ 1436 1450 - 582 1235 -
Critical Hdwy 4.145 - - 4.145 - - 7.345 6.545 6.945 7.345 6.545 6.245 Critical Hdwy Stg 1 - - - - - - 6.545 5.545 - 6.145 5.545 - Critical Hdwy Stg 2 - - - - - - 6.145 5.545 - 6.545 5.545 - Follow-up Hdwy 2.2285 - - 2.2285 - - 3.5285 4.0285 3.3285 3.5285 4.0285 3.3285 Pot Cap-1 Maneuver 708 - - 577 - - ~ 16 ~ 27 502 ~ 39 ~ 22 319 Stage 1 - - - - - - 235 294 - 167 200 -
Stage 2 - - - - - - 164 194 - 465 246 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 708 - - 577 - - ~ 4 ~ 15 501 ~ 18 ~ 13 319 Mov Cap-2 Maneuver - - - - - - ~ 4 ~ 15 - ~ 18 ~ 13 -
Stage 1 - - - - - - 228 286 - ~ 96 115 -
Stage 2 - - - - - - ~ 11 112 - 299 239 -
Approach EB WB NB SB
HCM Control Delay, s/v 0.16 3.17 $ 2130.04 $ 2997.77

HCM LOS F F
Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 4 40 708 - - 577 - - 18 39
HCM Lane V/C Ratio 8.85 3.659 0.028 - - 0.422 - - 7.134 7.017 HCM Control Delay (s/veh) $ 5395.8$ 1404.3 10.2 - - 15.7 - -$ 3184.9$ 2910.2 HCM Lane LOS F F B - - C - - F F
HCM 95th %tile Q(veh) 5.7 16.6 0.1 - - 2.1 - - 16.6 32.3 Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon s 1 7 " 1 " 1 "i 1
3350
AGENDA ITEM NO. 17.

HCM 7th Signalized Intersection Summary Cumulative Year 2046 plus Project AM Peak 6: Minnewawa Avenue & Shepherd Avenue 04/08/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 40 850 269 201 910 199 143 190 70 181 432 110 Future Volume (veh/h) 40 850 269 201 910 199 143 190 70 181 432 110 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 43 904 286 214 968 212 152 202 74 193 460 117 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, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 90 1279 570 240 808 685 140 243 206 352 483 409 Arrive On Green 0.05 0.36 0.36 0.14 0.44 0.44 0.08 0.13 0.13 0.20 0.26 0.26 Sat Flow, veh/h 1767 3526 1572 1767 1856 1572 1767 1856 1572 1767 1856 1572 Grp Volume(v), veh/h 43 904 286 214 968 212 152 202 74 193 460 117 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1767 1856 1572 1767 1856 1572 1767 1856 1572 Q Serve(g_s), s 2.9 27.3 17.6 14.8 54.0 10.9 9.8 13.2 4.0 12.2 30.2 5.9 Cycle Q Clear(g_c), s 2.9 27.3 17.6 14.8 54.0 10.9 9.8 13.2 4.0 12.2 30.2 5.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 90 1279 570 240 808 685 140 243 206 352 483 409 V/C Ratio(X) 0.48 0.71 0.50 0.89 1.20 0.31 1.09 0.83 0.36 0.55 0.95 0.29 Avail Cap(c_a), veh/h 111 1279 570 268 808 685 140 479 406 352 483 410 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 57.2 33.9 30.8 52.7 35.0 22.8 57.1 52.5 28.0 44.6 45.1 23.7 Incr Delay (d2), s/veh 3.8 3.3 3.1 26.9 101.0 1.2 101.8 7.2 1.1 1.8 29.3 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 1.4 11.6 6.8 8.1 45.1 4.1 8.2 6.5 2.1 5.3 17.1 2.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 61.1 37.2 33.9 79.6 136.0 24.0 158.9 59.7 29.1 46.4 74.4 24.0 LnGrp LOS E D C E F C F E C D E C
Approach Vol, veh/h 1233 1394 428 770
Approach Delay, s/veh 37.3 110.3 89.6 59.7
Approach LOS D F F E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 30.7 21.5 21.1 50.7 14.0 38.3 12.0 59.7 Change Period (Y+Rc), s 6.0 * 5.3 4.2 5.7 4.2 6.0 5.7 * 5.7 Max Green Setting (Gmax), s 10.8 * 32 18.8 43.0 9.8 32.3 7.8 * 54 Max Q Clear Time (g_c+I1), s 14.2 15.2 16.8 29.3 11.8 32.2 4.9 56.0 Green Ext Time (p_c), s 0.0 1.1 0.1 5.6 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 74.3
HCM 7th LOS E
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 1 7 t 7 1 7 + 7
3351
AGENDA ITEM NO. 17.

HCM 7th Signalized Intersection Summary Cumulative Year 2046 plus Project AM Peak 7: Clovis Avenue & Shepherd Avenue 04/08/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 110 792 185 247 854 149 192 347 81 401 820 169 Future Volume (veh/h) 110 792 185 247 854 149 192 347 81 401 820 169 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 120 861 201 268 928 162 209 377 88 436 891 184 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, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 212 967 431 490 1295 578 236 507 226 897 990 441 Arrive On Green 0.06 0.27 0.27 0.14 0.37 0.37 0.13 0.14 0.14 0.26 0.28 0.28 Sat Flow, veh/h 3428 3526 1572 3428 3526 1572 1767 3526 1572 3428 3526 1569 Grp Volume(v), veh/h 120 861 201 268 928 162 209 377 88 436 891 184 Grp Sat Flow(s),veh/h/ln1714 1763 1572 1714 1763 1572 1767 1763 1572 1714 1763 1569 Q Serve(g_s), s 4.2 29.1 9.3 9.0 28.0 4.0 14.4 12.7 6.3 13.3 30.2 11.8 Cycle Q Clear(g_c), s 4.2 29.1 9.3 9.0 28.0 4.0 14.4 12.7 6.3 13.3 30.2 11.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 212 967 431 490 1295 578 236 507 226 897 990 441 V/C Ratio(X) 0.57 0.89 0.47 0.55 0.72 0.28 0.89 0.74 0.39 0.49 0.90 0.42 Avail Cap(c_a), veh/h 216 1052 469 490 1295 578 268 1052 469 897 1052 468 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.5 43.2 18.7 49.4 33.7 5.5 52.8 50.9 48.2 38.7 42.9 36.3 Incr Delay (d2), s/veh 3.3 12.1 3.6 1.3 3.4 1.2 26.0 2.2 1.1 0.4 10.1 0.6 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/ln1.9 13.7 3.6 3.8 12.0 3.2 7.9 5.6 2.5 5.5 14.0 4.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 59.8 55.3 22.3 50.7 37.1 6.7 78.8 53.1 49.3 39.1 53.0 36.9 LnGrp LOS E E C D D A E D D D D D
Approach Vol, veh/h 1182 1358 674 1511
Approach Delay, s/veh 50.2 36.2 60.6 47.0
Approach LOS D D E D
Timer - Assigned Phs 1 2 3 4 5678
Phs Duration (G+Y+Rc), s37.8 23.1 23.4 39.7 20.7 40.1 11.9 51.3 Change Period (Y+Rc), s 5.3 * 5.3 5.7 * 5.7 4.2 5.3 4.2 5.7 Max Green Setting (Gmax), s 18.8 * 37 11.8 * 37 18.8 37.0 7.8 41.0 Max Q Clear Time (g_c+I1), s 15.3 14.7 11.0 31.1 16.4 32.2 6.2 30.0 Green Ext Time (p_c), s 0.6 2.5 0.1 2.9 0.1 2.6 0.0 4.7 Intersection Summary
HCM 7th Control Delay, s/veh 46.6
HCM 7th LOS D
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. ‘ ft 7 ‘ ++ 7 " ++ 7 ‘ ++ 7
3352
AGENDA ITEM NO. 17.

HCM 7th AWSC Cumulative Year 2046 plus Project PM Peak
1: Minnewawa Avenue & Behymer Avenue 04/08/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Intersection Delay, s/veh 174.8
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 97 228 105 5 201 222 97 304 16 184 274 6 Future Vol, veh/h 97 228 105 5 201 222 97 304 16 184 274 6 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 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 105 248 114 5 218 241 105 330 17 200 298 7
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay, s/veh 166.8 154.5 159.9 214.2

HCM LOSF F F F
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 23% 23% 1% 40%
Vol Thru, % 73% 53% 47% 59%
Vol Right, % 4% 24% 52% 1%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 417 430 428 464
LT Vol 97 97 5 184
Through Vol 304 228 201 274
RT Vol 16 105 222 6
Lane Flow Rate 453 467 465 504
Geometry Grp 1111
Degree of Util (X) 1.218 1.239 1.207 1.362
Departure Headway (Hd) 12.275 12.036 11.93 11.846
Convergence, Y/N Yes Yes Yes Yes
Cap 299 304 307 313
Service Time 10.275 10.036 9.93 9.846
HCM Lane V/C Ratio 1.515 1.536 1.515 1.61
HCM Control Delay, s/veh 159.9 166.8 154.5 214.2
HCM Lane LOS FFFF
HCM 95th-tile Q 16.2 17.1 16.2 21.1
4 4 4 4
3353
AGENDA ITEM NO. 17.

HCM 7th TWSC Cumulative Year 2046 plus Project PM Peak
2: Minnewawa Avenue & Perrin Avenue 04/08/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 10.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 23 68 47 17 14 32 67 508 39 32 357 62 Future Vol, veh/h 23 68 47 17 14 32 67 508 39 32 357 62 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 25 74 51 18 15 35 73 552 42 35 388 67
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1197 1232 422 1214 1244 573 455 0 0 595 0 0 Stage 1 491 491 - 719 719 -------
Stage 2 705 740 - 495 525 -------
Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 - - - - - - - Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 - - - - - - - Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - - Pot Cap-1 Maneuver 162 176 630 158 173 517 1100 - - 977 - - Stage 1 557 546 - 418 431 -------
Stage 2 425 422 - 555 528 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 118 151 630 68 149 517 1100 - - 977 - - Mov Cap-2 Maneuver 118 151 - 68 149 -------
Stage 1 530 520 - 376 388 -------
Stage 2 343 380 - 416 502 -------
Approach EB WB NB SB
HCM Control Delay, s/v69.62 45.22 0.93 0.63

HCM LOS F E
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 194 - - 192 155 124 - -
HCM Lane V/C Ratio 0.066 - - 0.782 0.44 0.036 - -
HCM Control Delay (s/veh) 8.5 0 - 69.6 45.2 8.8 0 -
HCM Lane LOS A A - F E A A -
HCM 95th %tile Q(veh) 0.2 - - 5.3 2 0.1 - -
4 4. 4* 4
3354
AGENDA ITEM NO. 17.

HCM 7th TWSC Cumulative Year 2046 plus Project PM Peak
3: Clovis Avenue & Perrin Avenue 04/08/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 3.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 49 58 54 771 416 13
Future Vol, veh/h 49 58 54 771 416 13
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 53 63 59 838 452 14
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1415 459 466 0 - 0
Stage 1 459 -----
Stage 2 955 -----
Critical Hdwy 6.43 6.23 4.13 - - -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 2.227 - - -
Pot Cap-1 Maneuver 151 600 1090 - - -
Stage 1 634 -----
Stage 2 372 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 136 600 1090 - - -
Mov Cap-2 Maneuver 136 -----
Stage 1 570 -----
Stage 2 372 -----
Approach EB NB SB
HCM Control Delay, s/v34.79 0.56 0

HCM LOS D
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 118 - 234 - -
HCM Lane V/C Ratio 0.054 - 0.498 - -
HCM Control Delay (s/veh) 8.5 0 34.8 - -
HCM Lane LOS A A D - -
HCM 95th %tile Q(veh) 0.2 - 2.5 - -
*Y 4 1
3355
AGENDA ITEM NO. 17.

HCM 7th TWSC Cumulative Year 2046 plus Project PM Peak
4: Clovis Avenue & Baron Avenue 04/08/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 111.6
Movement WBL WBR NBU NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 319 14 23 774 482 22 489
Future Vol, veh/h 319 14 23 774 482 22 489
Conflicting Peds, #/hr 0 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free Free
RT Channelized - None - - None - None
Storage Length 100 0 140 - 0 0 -
Veh in Median Storage, # 0 - - 0 - - 0
Grade, % 0 - - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3 3
Mvmt Flow 347 15 25 841 524 24 532
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1421 841 - 0 0 1365 0
Stage 1 841 ------
Stage 2 579 ------
Critical Hdwy 6.43 6.23 - - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - - -
Critical Hdwy Stg 2 5.43 - - - - - -
Follow-up Hdwy 3.527 3.327 - - - 2.227 -
Pot Cap-1 Maneuver ~ 149 363 - - - 500 -
Stage 1 421 ------
Stage 2 558 ------
Platoon blocked, % - - -
Mov Cap-1 Maneuver ~ 139 363 - - - 500 -
Mov Cap-2 Maneuver ~ 139 ------
Stage 1 421 ------
Stage 2 520 ------
Approach WB NB SB
HCM Control Delay, s/v $ 710.75 0.54

HCM LOS F
Minor Lane/Major Mvmt NBU NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - - 139 363 77 -
HCM Lane V/C Ratio - - - 2.488 0.042 0.048 -
HCM Control Delay (s/veh) - - -$ 741.3 15.4 12.6 0
HCM Lane LOS - - - F C B A
HCM 95th %tile Q(veh) - - - 30.2 0.1 0.2 -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 7 7 fl 4
3356
AGENDA ITEM NO. 17.

HCM 7th TWSC Cumulative Year 2046 plus Project PM Peak
5: Peach Avenue & Shepherd Avenue 04/08/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 374.8
Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 2 66 1187 85 67 1036 140 66 84 77 12 63 13 Future Vol, veh/h 2 66 1187 85 67 1036 140 66 84 77 12 63 13 Conflicting Peds, #/hr 0 0 0 2 2 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - - None - - None - - None - - None
Storage Length - 250 - 100 250 - - 220 - - 220 - -
Veh in Median Storage, # - - 0 - - 0 - - 0 - - 0 -
Grade, % - - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 2 72 1290 92 73 1126 152 72 91 84 13 68 14
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All - 1278 0 0 1385 0 0 2746 2864 647 2186 2880 1202 Stage 1 - ------ 1440 1440 - 1348 1348 -
Stage 2 - ------ 1306 1424 - 839 1532 -
Critical Hdwy - 4.145 - - 4.145 - - 7.345 6.545 6.945 7.345 6.545 6.245 Critical Hdwy Stg 1 - - - - - - - 6.545 5.545 - 6.145 5.545 - Critical Hdwy Stg 2 - - - - - - - 6.145 5.545 - 6.545 5.545 - Follow-up Hdwy - 2.2285 - - 2.2285 - - 3.5285 4.0285 3.3285 3.5285 4.0285 3.3285 Pot Cap-1 Maneuver - 537 - - 488 - - ~ 11 ~ 16 412 29 ~ 16 223 Stage 1 - - - - - - - 139 196 - 184 217 -
Stage 2 - - - - - - - 195 199 - 326 176 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver ~ -34 ~ -34 - - 488 - - ~ 7 ~ 12 412 17 ~ 12 223 Mov Cap-2 Maneuver - - - - - - - ~ 7 ~ 12 - 17 ~ 12 -
Stage 1 - - - - - - - 120 168 - 157 185 -
Stage 2 - - - - - - - 98 170 - 102 152 -
Approach EB WB NB SB
HCM Control Delay, s/v 0.74 $ 3833.38 $ 2442.56

HCM LOS F F
Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 7 22 + - - 488 - - 17 14
HCM Lane V/C Ratio 9.634 7.831 - - - 0.149 - - 0.78 5.928 HCM Control Delay (s/veh) $ 4854 $ 3415 - - - 13.7 - -$ 450.3$ 2757.1 HCM Lane LOS F F - - - B - - F F
HCM 95th %tile Q(veh) 10.6 22.1 - - - 0.5 - - 2 11.3
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon s 1 7 " 1 " 1 "i 1
3357
AGENDA ITEM NO. 17.

HCM 7th Signalized Intersection Summary Cumulative Year 2046 plus Project PM Peak 6: Minnewawa Avenue & Shepherd Avenue 04/08/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 75 944 176 128 985 178 301 441 151 141 272 45 Future Volume (veh/h) 75 944 176 128 985 178 301 441 151 141 272 45 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 82 1026 191 139 1071 193 327 479 164 153 296 49 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, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 871 2925 1304 164 775 657 215 507 430 160 466 395 Arrive On Green 0.49 0.83 0.83 0.09 0.42 0.42 0.12 0.27 0.27 0.09 0.25 0.25 Sat Flow, veh/h 1767 3526 1572 1767 1856 1572 1767 1856 1572 1767 1856 1572 Grp Volume(v), veh/h 82 1026 191 139 1071 193 327 479 164 153 296 49 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1767 1856 1572 1767 1856 1572 1767 1856 1572 Q Serve(g_s), s 3.2 9.1 3.1 10.1 54.3 10.6 15.8 32.9 15.3 11.2 18.5 2.6 Cycle Q Clear(g_c), s 3.2 9.1 3.1 10.1 54.3 10.6 15.8 32.9 15.3 11.2 18.5 2.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 871 2925 1304 164 775 657 215 507 430 160 466 395 V/C Ratio(X) 0.09 0.35 0.15 0.85 1.38 0.29 1.52 0.94 0.38 0.95 0.64 0.12 Avail Cap(c_a), veh/h 871 2925 1304 188 775 657 215 524 444 160 466 395 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 17.5 2.7 2.1 58.1 37.9 25.1 57.1 46.3 74.1 58.8 43.4 25.4 Incr Delay (d2), s/veh 0.0 0.3 0.2 26.5 179.9 1.1 257.4 25.8 0.6 57.3 2.8 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 1.3 1.8 0.6 5.6 61.7 4.0 22.2 18.3 6.1 7.4 8.5 1.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 17.6 3.0 2.4 84.5 217.7 26.3 314.5 72.1 74.6 116.1 46.2 25.5 LnGrp LOS BAAFFCFEEFDC
Approach Vol, veh/h 1299 1403 970 498
Approach Delay, s/veh 3.8 178.2 154.2 65.7
Approach LOS A F F E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 17.8 40.8 16.2 115.3 20.0 38.6 71.5 60.0 Change Period (Y+Rc), s 6.0 * 5.3 4.2 5.7 4.2 6.0 5.7 * 5.7 Max Green Setting (Gmax), s 11.8 * 37 13.8 48.3 15.8 32.0 7.8 * 54 Max Q Clear Time (g_c+I1), s 13.2 34.9 12.1 11.1 17.8 20.5 5.2 56.3 Green Ext Time (p_c), s 0.0 0.6 0.1 8.6 0.0 1.2 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 104.9
HCM 7th LOS F
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 1 7 t 7 1 7 + 7
3358
AGENDA ITEM NO. 17.

HCM 7th Signalized Intersection Summary Cumulative Year 2046 plus Project PM Peak 7: Clovis Avenue & Shepherd Avenue 04/08/2024
Baseline Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 222 800 159 151 940 329 236 671 182 268 397 129 Future Volume (veh/h) 222 800 159 151 940 329 236 671 182 268 397 129 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 241 870 173 164 1022 358 257 729 198 291 432 140 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, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 258 999 446 680 1473 657 281 873 389 348 699 312 Arrive On Green 0.08 0.28 0.28 0.20 0.42 0.42 0.16 0.25 0.25 0.10 0.20 0.20 Sat Flow, veh/h 3428 3526 1572 3428 3526 1572 1767 3526 1571 3428 3526 1570 Grp Volume(v), veh/h 241 870 173 164 1022 358 257 729 198 291 432 140 Grp Sat Flow(s),veh/h/ln1714 1763 1572 1714 1763 1572 1767 1763 1571 1714 1763 1570 Q Serve(g_s), s 9.1 30.5 7.7 5.2 30.9 15.2 18.6 25.5 14.1 10.8 14.6 10.2 Cycle Q Clear(g_c), s 9.1 30.5 7.7 5.2 30.9 15.2 18.6 25.5 14.1 10.8 14.6 10.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 258 999 446 680 1473 657 281 873 389 348 699 312 V/C Ratio(X) 0.93 0.87 0.39 0.24 0.69 0.54 0.91 0.84 0.51 0.84 0.62 0.45 Avail Cap(c_a), veh/h 258 1166 520 680 1473 657 296 1139 507 443 1003 447 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 59.8 44.3 16.9 43.9 31.0 13.2 53.8 46.4 42.1 57.3 47.6 45.9 Incr Delay (d2), s/veh 38.1 10.3 2.5 0.2 2.7 3.2 30.2 4.3 1.0 10.6 0.9 1.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln5.2 14.2 4.4 2.2 13.0 5.5 10.4 11.4 5.4 5.1 6.3 4.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 97.9 54.6 19.5 44.1 33.7 16.4 83.9 50.7 43.1 68.0 48.5 46.9 LnGrp LOS F D B D C B F D D E D D
Approach Vol, veh/h 1284 1544 1184 863
Approach Delay, s/veh 58.0 30.8 56.6 54.8
Approach LOS E C E D
Timer - Assigned Phs 1 2 3 4 5678
Phs Duration (G+Y+Rc), s18.5 37.5 31.5 42.5 24.9 31.1 14.0 60.0 Change Period (Y+Rc), s 5.3 * 5.3 5.7 * 5.7 4.2 5.3 4.2 5.7 Max Green Setting (Gmax), s 16.8 * 42 8.8 * 43 21.8 37.0 9.8 42.0 Max Q Clear Time (g_c+I1), s 12.8 27.5 7.2 32.5 20.6 16.6 11.1 32.9 Green Ext Time (p_c), s 0.4 4.5 0.1 4.3 0.1 2.9 0.0 5.0 Intersection Summary
HCM 7th Control Delay, s/veh 48.5
HCM 7th LOS D
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. ‘ ft 7 ‘ ++ 7 " ++ 7 ‘ ++ 7
3359
AGENDA ITEM NO. 17.

HCM 7th Signalized Intersection Summary Cumulative Year 2046 plus Project AM Peak 1: Minnewawa Avenue & Behymer Avenue 04/09/2024
Improved Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 3 219 111 6 272 298 147 313 13 153 292 5 Future Volume (veh/h) 3 219 111 6 272 298 147 313 13 153 292 5 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 3 226 114 6 280 307 152 323 13 158 301 5 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 11 423 214 22 299 328 189 395 16 196 412 7
Arrive On Green 0.01 0.36 0.36 0.01 0.37 0.37 0.11 0.22 0.22 0.11 0.23 0.23 Sat Flow, veh/h 1767 1163 587 1767 809 887 1767 1771 71 1767 1820 30 Grp Volume(v), veh/h 3 0 340 6 0 587 152 0 336 158 0 306 Grp Sat Flow(s),veh/h/ln 1767 0 1750 1767 0 1696 1767 0 1843 1767 0 1850 Q Serve(g_s), s 0.1 0.0 10.8 0.2 0.0 23.4 5.9 0.0 12.2 6.1 0.0 10.8 Cycle Q Clear(g_c), s 0.1 0.0 10.8 0.2 0.0 23.4 5.9 0.0 12.2 6.1 0.0 10.8 Prop In Lane 1.00 0.34 1.00 0.52 1.00 0.04 1.00 0.02
Lane Grp Cap(c), veh/h 11 0 637 22 0 627 189 0 410 196 0 419 V/C Ratio(X) 0.27 0.00 0.53 0.28 0.00 0.94 0.80 0.00 0.82 0.81 0.00 0.73 Avail Cap(c_a), veh/h 196 0 672 196 0 651 221 0 681 221 0 684 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 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 34.8 0.0 17.6 34.4 0.0 21.3 30.7 0.0 26.0 30.5 0.0 25.2 Incr Delay (d2), s/veh 12.4 0.0 0.7 6.7 0.0 20.6 16.6 0.0 4.1 17.6 0.0 2.5 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 0.1 0.0 3.7 0.1 0.0 11.0 3.1 0.0 5.0 3.3 0.0 4.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 47.1 0.0 18.4 41.1 0.0 41.9 47.3 0.0 30.0 48.2 0.0 27.7 LnGrp LOS D B D D D C D C
Approach Vol, veh/h 343 593 488 464
Approach Delay, s/veh 18.6 41.9 35.4 34.6
Approach LOS B D D C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.0 21.7 5.1 31.6 11.7 21.9 4.6 32.0 Change Period (Y+Rc), s 4.2 6.0 4.2 6.0 4.2 6.0 4.2 6.0 Max Green Setting (Gmax), s 8.8 26.0 7.8 27.0 8.8 26.0 7.8 27.0 Max Q Clear Time (g_c+I1), s 8.1 14.2 2.2 12.8 7.9 12.8 2.1 25.4 Green Ext Time (p_c), s 0.0 1.3 0.0 1.5 0.0 1.2 0.0 0.6 Intersection Summary
HCM 7th Control Delay, s/veh 34.2
HCM 7th LOS C
1 1 1 1
3360
AGENDA ITEM NO. 17.

HCM 7th TWSC Cumulative Year 2046 plus Project AM Peak
2: Minnewawa Avenue & Perrin Avenue 04/09/2024
Improved Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 5.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 23 30 159 12 42 49 33 440 10 25 428 26 Future Vol, veh/h 23 30 159 12 42 49 33 440 10 25 428 26 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length 250 - 250 250 - - 250 - - 250 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94
Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 24 32 169 13 45 52 35 468 11 27 455 28
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1083 1071 469 1068 1080 473 483 0 0 479 0 0 Stage 1 522 522 - 544 544 -------
Stage 2 561 549 - 524 536 -------
Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 - - - - - - - Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 - - - - - - - Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - - Pot Cap-1 Maneuver 194 220 592 199 217 589 1075 - - 1078 - - Stage 1 536 529 - 522 518 -------
Stage 2 511 515 - 534 522 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 132 207 592 114 205 589 1075 - - 1078 - - Mov Cap-2 Maneuver 132 207 - 114 205 -------
Stage 1 523 516 - 505 501 -------
Stage 2 410 498 - 349 509 -------
Approach EB WB NB SB
HCM Control Delay, s/v17.89 23.58 0.58 0.44

HCM LOS C C
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2 EBLn3WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1075 - - 132 207 592 114 316 1078 - -
HCM Lane V/C Ratio 0.033 - - 0.185 0.154 0.286 0.112 0.307 0.025 - - HCM Control Delay (s/veh) 8.5 - - 38.4 25.5 13.5 40.5 21.4 8.4 - - HCM Lane LOS A - - E D B E C A - -
HCM 95th %tile Q(veh) 0.1 - - 0.7 0.5 1.2 0.4 1.3 0.1 - - 7 1 1 " 1
3361
AGENDA ITEM NO. 17.

HCM 7th Signalized Intersection Summary Cumulative Year 2046 plus Project AM Peak 4: Clovis Avenue & Baron Avenue 04/09/2024
Improved Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement WBL WBR NBU NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 428 37 38 373 208 6 964
Future Volume (veh/h) 428 37 38 373 208 6 964
Initial Q (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 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 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 465 40 405 226 7 1048
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 3 3 3 3 3 3
Cap, veh/h 490 436 1097 929 24 1189
Arrive On Green 0.28 0.28 1.00 1.00 0.01 0.64
Sat Flow, veh/h 1767 1572 1856 1572 1767 1856
Grp Volume(v), veh/h 465 40 405 226 7 1048
Grp Sat Flow(s),veh/h/ln 1767 1572 1856 1572 1767 1856
Q Serve(g_s), s 29.9 2.2 0.0 0.0 0.5 54.1
Cycle Q Clear(g_c), s 29.9 2.2 0.0 0.0 0.5 54.1
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 490 436 1097 929 24 1189
V/C Ratio(X) 0.95 0.09 0.37 0.24 0.29 0.88
Avail Cap(c_a), veh/h 503 447 1097 929 119 1189
HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.85 0.85 1.00 1.00
Uniform Delay (d), s/veh 41.1 31.1 0.0 0.0 56.7 17.2
Incr Delay (d2), s/veh 27.5 0.1 0.8 0.5 6.5 9.5
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 16.6 0.8 0.2 0.1 0.2 22.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 68.6 31.2 0.8 0.5 63.2 26.7
LnGrp LOS E C A A E C
Approach Vol, veh/h 505 631 1055
Approach Delay, s/veh 65.6 0.7 27.0
Approach LOS E A C
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 5.8 73.9 79.6 36.4
Change Period (Y+Rc), s 4.2 5.3 5.3 4.2
Max Green Setting (Gmax), s 7.8 61.5 61.5 33.0
Max Q Clear Time (g_c+I1), s 2.5 2.0 56.1 31.9
Green Ext Time (p_c), s 0.0 3.2 3.3 0.2
Intersection Summary
HCM 7th Control Delay, s/veh 28.3
HCM 7th LOS C
Notes
User approved ignoring U-Turning movement.
fl
7 A t 7 +
3362
AGENDA ITEM NO. 17.

HCM 7th Signalized Intersection Summary Cumulative Year 2046 plus Project AM Peak 5: Peach Avenue & Shepherd Avenue 04/09/2024
Improved Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 18 950 149 224 836 50 30 49 86 117 74 176 Future Volume (veh/h) 18 950 149 224 836 50 30 49 86 117 74 176 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 20 1033 162 243 909 54 33 53 93 127 80 191 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, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 508 1584 706 268 1059 472 78 66 115 201 91 218 Arrive On Green 0.29 0.45 0.45 0.20 0.40 0.40 0.04 0.11 0.11 0.11 0.19 0.19 Sat Flow, veh/h 1767 3526 1571 1767 3526 1570 1767 604 1060 1767 486 1161 Grp Volume(v), veh/h 20 1033 162 243 909 54 33 0 146 127 0 271 Grp Sat Flow(s),veh/h/ln1767 1763 1571 1767 1763 1570 1767 0 1665 1767 0 1647 Q Serve(g_s), s 0.9 26.5 7.3 15.6 27.3 2.5 2.1 0.0 9.9 8.0 0.0 18.6 Cycle Q Clear(g_c), s 0.9 26.5 7.3 15.6 27.3 2.5 2.1 0.0 9.9 8.0 0.0 18.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.64 1.00 0.70
Lane Grp Cap(c), veh/h 508 1584 706 268 1059 472 78 0 181 201 0 309 V/C Ratio(X) 0.04 0.65 0.23 0.91 0.86 0.11 0.42 0.00 0.81 0.63 0.00 0.88 Avail Cap(c_a), veh/h 508 1584 706 271 1428 636 119 0 459 201 0 483 HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.72 0.72 0.72 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 29.8 24.9 19.6 45.5 32.6 25.1 54.0 0.0 50.5 49.1 0.0 45.8 Incr Delay (d2), s/veh 0.0 2.1 0.8 24.7 6.7 0.4 3.6 0.0 8.2 6.3 0.0 10.9 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/ln0.4 10.6 2.7 8.0 10.9 0.9 1.0 0.0 4.4 3.8 0.0 8.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 29.8 27.0 20.4 70.2 39.2 25.5 57.6 0.0 58.7 55.4 0.0 56.7 LnGrp LOS C C C E D C E E E E
Approach Vol, veh/h 1215 1206 179 398
Approach Delay, s/veh 26.1 44.9 58.5 56.3
Approach LOS C D E E
Timer - Assigned Phs 1 2 3 4 5678
Phs Duration (G+Y+Rc), s18.5 17.9 21.8 57.8 9.3 27.1 39.1 40.6 Change Period (Y+Rc), s 5.3 * 5.3 4.2 5.7 4.2 5.3 5.7 * 5.7 Max Green Setting (Gmax), s 9.8 * 32 17.8 37.0 7.8 34.0 7.8 * 47 Max Q Clear Time (g_c+I1), s 10.0 11.9 17.6 28.5 4.1 20.6 2.9 29.3 Green Ext Time (p_c), s 0.0 0.7 0.0 4.4 0.0 1.2 0.0 5.5 Intersection Summary
HCM 7th Control Delay, s/veh 39.6
HCM 7th LOS D
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 5 ++ 7 " ++ 7 1 1
3363
AGENDA ITEM NO. 17.

HCM 7th Signalized Intersection Summary Cumulative Year 2046 plus Project AM Peak 6: Minnewawa Avenue & Shepherd Avenue 04/09/2024
Improved Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 40 850 269 201 910 199 143 190 70 181 432 110 Future Volume (veh/h) 40 850 269 201 910 199 143 190 70 181 432 110 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 43 904 286 214 968 212 152 202 74 193 460 117 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, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 243 1003 448 300 1116 498 165 471 399 220 500 424 Arrive On Green 0.05 0.09 0.09 0.17 0.32 0.32 0.09 0.25 0.25 0.12 0.27 0.27 Sat Flow, veh/h 1767 3526 1572 1767 3526 1572 1767 1856 1572 1767 1856 1572 Grp Volume(v), veh/h 43 904 286 214 968 212 152 202 74 193 460 117 Grp Sat Flow(s),veh/h/ln1767 1763 1572 1767 1763 1572 1767 1856 1572 1767 1856 1572 Q Serve(g_s), s 2.7 29.4 20.3 13.3 30.0 8.6 9.9 10.6 2.8 12.5 27.9 6.8 Cycle Q Clear(g_c), s 2.7 29.4 20.3 13.3 30.0 8.6 9.9 10.6 2.8 12.5 27.9 6.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 243 1003 448 300 1116 498 165 471 399 220 500 424 V/C Ratio(X) 0.18 0.90 0.64 0.71 0.87 0.43 0.92 0.43 0.19 0.88 0.92 0.28 Avail Cap(c_a), veh/h 243 1033 461 300 1276 569 165 512 434 225 565 479 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.71 0.71 0.71 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.0 50.9 46.8 45.5 37.3 15.0 52.2 36.2 14.9 49.9 41.1 33.4 Incr Delay (d2), s/veh 0.2 9.5 4.9 7.7 9.1 2.7 48.4 0.6 0.2 29.5 19.0 0.3 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/ln1.2 15.1 9.1 6.2 13.6 4.6 6.5 4.7 1.6 7.0 14.6 2.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 49.3 60.5 51.7 53.2 46.5 17.7 100.6 36.9 15.1 79.4 60.2 33.8 LnGrp LOS D E D D D B F D B E E C
Approach Vol, veh/h 1233 1394 428 770
Approach Delay, s/veh 58.1 43.1 55.7 61.0
Approach LOS E D E E
Timer - Assigned Phs 1 2 3 4 5678
Phs Duration (G+Y+Rc), s18.6 34.7 23.9 38.7 16.1 37.3 20.2 42.4 Change Period (Y+Rc), s 4.2 5.3 4.2 5.7 5.3 * 6 4.2 5.7 Max Green Setting (Gmax), s 14.8 32.0 15.8 34.0 10.8 * 35 7.8 42.0 Max Q Clear Time (g_c+I1), s 14.5 12.6 15.3 31.4 11.9 29.9 4.7 32.0 Green Ext Time (p_c), s 0.0 1.1 0.0 1.6 0.0 1.4 0.0 4.7 Intersection Summary
HCM 7th Control Delay, s/veh 52.9
HCM 7th LOS D
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. " ++ 7 " ++ 7 1 7 + 7
3364
AGENDA ITEM NO. 17.

HCM 7th Signalized Intersection Summary Cumulative Year 2046 plus Project PM Peak 1: Minnewawa Avenue & Behymer Avenue 04/09/2024
Improved Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 97 228 105 5 201 222 97 304 16 184 274 6 Future Volume (veh/h) 97 228 105 5 201 222 97 304 16 184 274 6 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 105 248 114 5 218 241 105 330 17 200 298 7 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, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 159 455 209 18 240 265 159 389 20 223 467 11 Arrive On Green 0.09 0.38 0.38 0.01 0.30 0.30 0.09 0.22 0.22 0.13 0.26 0.26 Sat Flow, veh/h 1767 1203 553 1767 805 890 1767 1749 90 1767 1805 42 Grp Volume(v), veh/h 105 0 362 5 0 459 105 0 347 200 0 305 Grp Sat Flow(s),veh/h/ln 1767 0 1756 1767 0 1695 1767 0 1839 1767 0 1848 Q Serve(g_s), s 4.5 0.0 12.5 0.2 0.0 20.2 4.5 0.0 14.0 8.6 0.0 11.4 Cycle Q Clear(g_c), s 4.5 0.0 12.5 0.2 0.0 20.2 4.5 0.0 14.0 8.6 0.0 11.4 Prop In Lane 1.00 0.31 1.00 0.53 1.00 0.05 1.00 0.02
Lane Grp Cap(c), veh/h 159 0 664 18 0 506 159 0 409 223 0 478 V/C Ratio(X) 0.66 0.00 0.55 0.28 0.00 0.91 0.66 0.00 0.85 0.90 0.00 0.64 Avail Cap(c_a), veh/h 178 0 664 178 0 568 178 0 617 223 0 667 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 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 34.1 0.0 18.9 38.1 0.0 26.2 34.1 0.0 28.9 33.4 0.0 25.5 Incr Delay (d2), s/veh 7.5 0.0 0.9 8.0 0.0 17.3 7.5 0.0 7.1 33.6 0.0 1.4 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 2.1 0.0 4.5 0.1 0.0 9.4 2.1 0.0 6.2 5.4 0.0 4.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 41.6 0.0 19.8 46.0 0.0 43.5 41.6 0.0 36.0 67.0 0.0 27.0 LnGrp LOS D B D D D D E C
Approach Vol, veh/h 467 464 452 505
Approach Delay, s/veh 24.7 43.5 37.3 42.8
Approach LOS CDDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 14.0 23.2 5.0 35.3 11.2 26.0 11.2 29.1 Change Period (Y+Rc), s 4.2 6.0 4.2 6.0 4.2 6.0 4.2 6.0 Max Green Setting (Gmax), s 9.8 26.0 7.8 26.0 7.8 28.0 7.8 26.0 Max Q Clear Time (g_c+I1), s 10.6 16.0 2.2 14.5 6.5 13.4 6.5 22.2 Green Ext Time (p_c), s 0.0 1.2 0.0 1.4 0.0 1.2 0.0 0.9 Intersection Summary
HCM 7th Control Delay, s/veh 37.2
HCM 7th LOS D
1 1 1 1
3365
AGENDA ITEM NO. 17.

HCM 7th TWSC Cumulative Year 2046 plus Project PM Peak
2: Minnewawa Avenue & Perrin Avenue 04/09/2024
Improved Synchro 12 Report
JLB Traffic Engineering, Inc.

Intersection
Int Delay, s/veh 5.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 23 68 47 17 14 32 67 508 39 32 357 62 Future Vol, veh/h 23 68 47 17 14 32 67 508 39 32 357 62 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length 250 - 250 250 - - 250 - - 250 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 25 74 51 18 15 35 73 552 42 35 388 67
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1197 1232 422 1214 1244 573 455 0 0 595 0 0 Stage 1 491 491 - 719 719 -------
Stage 2 705 740 - 495 525 -------
Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 - - - - - - - Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 - - - - - - - Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - - Pot Cap-1 Maneuver 162 176 630 158 173 517 1100 - - 977 - - Stage 1 557 546 - 418 431 -------
Stage 2 425 422 - 555 528 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 124 159 630 73 156 517 1100 - - 977 - - Mov Cap-2 Maneuver 124 159 - 73 156 -------
Stage 1 537 527 - 390 403 -------
Stage 2 356 394 - 423 509 -------
Approach EB WB NB SB
HCM Control Delay, s/v33.35 32.92 0.93 0.63

HCM LOS D D
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2 EBLn3WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1100 - - 124 159 630 73 303 977 - -
HCM Lane V/C Ratio 0.066 - - 0.202 0.465 0.081 0.252 0.165 0.036 - - HCM Control Delay (s/veh) 8.5 - - 41.2 46 11.2 70.1 19.2 8.8 - - HCM Lane LOS A - - E E B F C A - -
HCM 95th %tile Q(veh) 0.2 - - 0.7 2.2 0.3 0.9 0.6 0.1 - - 7 1 1 " 1
3366
AGENDA ITEM NO. 17.

HCM 7th Signalized Intersection Summary Cumulative Year 2046 plus Project PM Peak 4: Clovis Avenue & Baron Avenue 04/09/2024
Improved Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement WBL WBR NBU NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 319 14 23 774 482 22 489
Future Volume (veh/h) 319 14 23 774 482 22 489
Initial Q (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 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 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 347 15 841 524 24 532
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 3 3 3 3 3 3
Cap, veh/h 378 337 1142 968 109 1319
Arrive On Green 0.21 0.21 0.62 0.62 0.06 0.71
Sat Flow, veh/h 1767 1572 1856 1572 1767 1856
Grp Volume(v), veh/h 347 15 841 524 24 532
Grp Sat Flow(s),veh/h/ln 1767 1572 1856 1572 1767 1856
Q Serve(g_s), s 24.2 1.0 40.2 24.2 1.6 14.7
Cycle Q Clear(g_c), s 24.2 1.0 40.2 24.2 1.6 14.7
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 378 337 1142 968 109 1319
V/C Ratio(X) 0.92 0.04 0.74 0.54 0.22 0.40
Avail Cap(c_a), veh/h 488 434 1142 968 109 1319
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.61 0.61 1.00 1.00
Uniform Delay (d), s/veh 48.4 39.3 17.0 14.0 56.2 7.4
Incr Delay (d2), s/veh 19.1 0.1 2.6 1.3 1.0 0.9
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 12.6 0.4 16.1 8.1 0.7 5.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 67.6 39.4 19.7 15.3 57.2 8.3
LnGrp LOS ED BBEA
Approach Vol, veh/h 362 1365 556
Approach Delay, s/veh 66.4 18.0 10.4
Approach LOS E B B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 12.0 82.8 94.8 31.2
Change Period (Y+Rc), s 4.2 5.3 5.3 4.2
Max Green Setting (Gmax), s 7.8 69.7 69.7 34.8
Max Q Clear Time (g_c+I1), s 3.6 42.2 16.7 26.2
Green Ext Time (p_c), s 0.0 8.8 3.4 0.8
Intersection Summary
HCM 7th Control Delay, s/veh 23.8
HCM 7th LOS C
Notes
User approved ignoring U-Turning movement.
fl
7 A t 7 +
3367
AGENDA ITEM NO. 17.

HCM 7th Signalized Intersection Summary Cumulative Year 2046 plus Project PM Peak 5: Peach Avenue & Shepherd Avenue 04/09/2024
Improved Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 2 66 1187 85 67 1036 140 66 84 77 12 63 13 Future Volume (veh/h) 2 66 1187 85 67 1036 140 66 84 77 12 63 13 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 72 1290 92 73 1126 152 72 91 84 13 68 14 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, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 101 1427 635 503 2271 1011 129 109 100 40 94 19 Arrive On Green 0.06 0.40 0.40 0.57 1.00 1.00 0.07 0.12 0.12 0.02 0.06 0.06 Sat Flow, veh/h 1767 3526 1569 1767 3526 1570 1767 888 820 1767 1493 307 Grp Volume(v), veh/h 72 1290 92 73 1126 152 72 0 175 13 0 82 Grp Sat Flow(s),veh/h/ln 1767 1763 1569 1767 1763 1570 1767 0 1708 1767 0 1800 Q Serve(g_s), s 5.0 43.3 4.7 2.4 0.0 0.0 5.0 0.0 12.6 0.9 0.0 5.6 Cycle Q Clear(g_c), s 5.0 43.3 4.7 2.4 0.0 0.0 5.0 0.0 12.6 0.9 0.0 5.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.48 1.00 0.17
Lane Grp Cap(c), veh/h 101 1427 635 503 2271 1011 129 0 209 40 0 114 V/C Ratio(X) 0.72 0.90 0.14 0.15 0.50 0.15 0.56 0.00 0.84 0.33 0.00 0.72 Avail Cap(c_a), veh/h 137 1539 685 503 2271 1011 137 0 461 109 0 457 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.46 0.46 0.46 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 58.4 35.2 23.7 20.0 0.0 0.0 56.4 0.0 54.1 60.6 0.0 57.9 Incr Delay (d2), s/veh 10.5 9.7 0.5 0.1 0.4 0.1 4.3 0.0 8.6 4.6 0.0 8.3 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 19.3 1.8 1.0 0.1 0.0 2.3 0.0 5.8 0.5 0.0 2.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 69.0 44.9 24.2 20.0 0.4 0.1 60.8 0.0 62.6 65.2 0.0 66.2 LnGrp LOS EDCCAAE EE E
Approach Vol, veh/h 1454 1351 247 95
Approach Delay, s/veh 44.8 1.4 62.1 66.1
Approach LOS D A E E
Timer - Assigned Phs 1 2 3 4 5678
Phs Duration (G+Y+Rc), s7.1 20.7 41.5 56.7 14.5 13.3 11.4 86.9 Change Period (Y+Rc), s 4.2 5.3 5.7 * 5.7 5.3 * 5.3 4.2 5.7 Max Green Setting (Gmax), s 7.8 34.0 9.8 * 55 9.8 * 32 9.8 55.0 Max Q Clear Time (g_c+I1), s 2.9 14.6 4.4 45.3 7.0 7.6 7.0 2.0 Green Ext Time (p_c), s 0.0 0.8 0.1 5.7 0.0 0.3 0.0 10.1 Intersection Summary
HCM 7th Control Delay, s/veh 28.2
HCM 7th LOS C
Notes
User approved ignoring U-Turning movement.
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 3 s 1 7 " ft 7 " 1 1
3368
AGENDA ITEM NO. 17.

HCM 7th Signalized Intersection Summary Cumulative Year 2046 plus Project PM Peak 6: Minnewawa Avenue & Shepherd Avenue 04/09/2024
Improved Synchro 12 Report
JLB Traffic Engineering, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 75 944 176 128 985 178 301 441 151 141 272 45 Future Volume (veh/h) 75 944 176 128 985 178 301 441 151 141 272 45 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 82 1026 191 139 1071 193 327 479 164 153 296 49 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, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 218 1326 591 151 1151 513 335 526 446 178 335 284 Arrive On Green 0.12 0.38 0.38 0.09 0.33 0.33 0.19 0.28 0.28 0.10 0.18 0.18 Sat Flow, veh/h 1767 3526 1572 1767 3526 1572 1767 1856 1572 1767 1856 1572 Grp Volume(v), veh/h 82 1026 191 139 1071 193 327 479 164 153 296 49 Grp Sat Flow(s),veh/h/ln1767 1763 1572 1767 1763 1572 1767 1856 1572 1767 1856 1572 Q Serve(g_s), s 5.4 32.3 6.0 9.8 37.0 8.7 23.2 31.4 10.5 10.7 19.6 3.3 Cycle Q Clear(g_c), s 5.4 32.3 6.0 9.8 37.0 8.7 23.2 31.4 10.5 10.7 19.6 3.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 218 1326 591 151 1151 513 335 526 446 178 335 284 V/C Ratio(X) 0.38 0.77 0.32 0.92 0.93 0.38 0.98 0.91 0.37 0.86 0.88 0.17 Avail Cap(c_a), veh/h 218 1326 591 151 1184 528 335 629 533 194 471 399 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.75 0.75 0.75 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 50.8 34.6 8.6 57.2 41.0 17.5 50.8 43.6 36.1 55.8 50.3 43.7 Incr Delay (d2), s/veh 0.8 3.4 1.1 49.4 14.3 2.1 42.7 15.8 0.5 28.4 13.6 0.3 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/ln2.4 13.7 3.8 6.3 17.5 0.3 13.9 16.2 4.0 6.0 10.0 1.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 51.6 38.0 9.7 106.6 55.4 19.6 93.4 59.4 36.6 84.1 63.9 44.0 LnGrp LOS D D A F E B F E D F E D
Approach Vol, veh/h 1299 1403 970 498
Approach Delay, s/veh 34.7 55.5 67.0 68.2
Approach LOS C E E E
Timer - Assigned Phs 1 2 3 4 5678
Phs Duration (G+Y+Rc), s16.9 41.0 15.0 53.1 29.2 28.7 21.2 46.8 Change Period (Y+Rc), s 4.2 5.3 4.2 5.7 5.3 * 6 5.7 * 5.7 Max Green Setting (Gmax), s 13.8 42.7 10.8 39.3 23.8 * 32 7.8 * 42 Max Q Clear Time (g_c+I1), s 12.7 33.4 11.8 34.3 25.2 21.6 7.4 39.0 Green Ext Time (p_c), s 0.0 2.3 0.0 3.0 0.0 1.1 0.0 2.1 Intersection Summary
HCM 7th Control Delay, s/veh 53.2
HCM 7th LOS D
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. " ++ 7 " ++ 7 1 7 + 7
3369
AGENDA ITEM NO. 17.

Queuing and Blocking Report Cumulative Year 2046 plus Project AM Peak Improved 04/09/2024
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 1: Minnewawa Avenue & Behymer Avenue
Movement EB EB WB WB NB NB SB SB
Directions Served L TR L TR L TR L TR
Maximum Queue (ft) 30 183 370 593 139 273 162 182
Average Queue (ft) 2 97 20 279 80 136 85 99
95th Queue (ft) 13 167 129 537 144 233 147 175
Link Distance (ft) 2601 3212 2582 2588
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250 250 250
Storage Blk Time (%) 22 1
Queuing Penalty (veh) 1 1
Intersection: 2: Minnewawa Avenue & Perrin Avenue
Movement EB EB EB WB WB NB SB
Directions Served L T R L TR L L
Maximum Queue (ft) 31 52 118 28 52 25 31
Average Queue (ft) 15 25 48 12 30 6 8
95th Queue (ft) 36 47 83 33 40 21 28
Link Distance (ft) 4816 1426
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250 250 250 250
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Clovis Avenue & Perrin Avenue
Movement EB NB
Directions Served LR LT
Maximum Queue (ft) 70 268
Average Queue (ft) 38 70
95th Queue (ft) 65 214
Link Distance (ft) 1426 1658
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
3370
AGENDA ITEM NO. 17.

Queuing and Blocking Report Cumulative Year 2046 plus Project AM Peak Improved 04/09/2024
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 4: Clovis Avenue & Baron Avenue
Movement WB WB NB NB NB SB SB
Directions Served L R U T R L T
Maximum Queue (ft) 200 699 92 194 122 31 1306
Average Queue (ft) 194 445 34 84 36 4 648
95th Queue (ft) 216 732 77 181 84 20 1114
Link Distance (ft) 1517 1269 1269 1658
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100 140 250
Storage Blk Time (%) 65 5 35
Queuing Penalty (veh) 24 2 2
Intersection: 5: Peach Avenue & Shepherd Avenue
Movement EB EB EB EB WB WB WB WB NB NB SB SB
Directions Served UL T T R L T T R L TR L TR
Maximum Queue (ft) 53 359 418 180 370 587 513 370 67 206 199 281 Average Queue (ft) 16 227 238 114 259 203 162 23 26 83 82 131 95th Queue (ft) 49 346 388 232 412 499 407 133 58 175 156 237 Link Distance (ft) 2694 2694 2549 2549 2538 1268
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 100 250 250 220 220
Storage Blk Time (%) 6 35 1 34 4 6 0 3
Queuing Penalty (veh) 1 52 3 142 10 3 0 3
3371
AGENDA ITEM NO. 17.

Queuing and Blocking Report Cumulative Year 2046 plus Project AM Peak Improved 04/09/2024
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 6: Minnewawa Avenue & Shepherd Avenue
Movement EB EB EB EB WB WB WB WB NB NB NB SB
Directions Served L T T R L T T R L T R L
Maximum Queue (ft) 116 528 458 150 243 393 384 370 202 198 64 379 Average Queue (ft) 41 178 200 104 120 170 172 45 125 101 23 156 95th Queue (ft) 93 362 379 190 221 325 325 149 207 179 47 282 Link Distance (ft) 2549 2549 1269 1269 2555 2555
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 240 50 220 250 230 260
Storage Blk Time (%) 4 47 13 2 10 7 0
Queuing Penalty (veh) 2 127 53 8 19 14 1
Intersection: 6: Minnewawa Avenue & Shepherd Avenue
Movement SB SB
Directions Served T R
Maximum Queue (ft) 457 200
Average Queue (ft) 267 94
95th Queue (ft) 423 239
Link Distance (ft) 2548
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100
Storage Blk Time (%) 41 1
Queuing Penalty (veh) 120 4
3372
AGENDA ITEM NO. 17.

Queuing and Blocking Report Cumulative Year 2046 plus Project AM Peak Improved 04/09/2024
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 7: Clovis Avenue & Shepherd Avenue
Movement EB EB EB EB EB WB WB WB WB WB NB NB
Directions Served L L T T R L L T T R L T
Maximum Queue (ft) 91 362 363 367 110 177 262 335 356 275 200 178 Average Queue (ft) 44 57 276 263 88 94 116 216 209 37 112 112 95th Queue (ft) 84 199 353 354 137 166 195 296 302 114 186 178 Link Distance (ft) 1207 1207 2012 2012 2554
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250 50 250 250 175 230
Storage Blk Time (%) 0 9 30 8 0 3 18
Queuing Penalty (veh) 0 10 56 33 0 8 27
Intersection: 7: Clovis Avenue & Shepherd Avenue
Movement NB NB SB SB SB SB SB
Directions Served T R L L T T R
Maximum Queue (ft) 237 100 250 388 390 370 190
Average Queue (ft) 93 41 122 141 256 276 142
95th Queue (ft) 176 96 189 260 342 359 250
Link Distance (ft) 2554 1269 1269
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 50 250 250 100
Storage Blk Time (%) 27 2 0 1 6 40 1
Queuing Penalty (veh) 21 4 0 3 25 67 5
Network Summary
Network wide Queuing Penalty: 855
3373
AGENDA ITEM NO. 17.

Queuing and Blocking Report Cumulative Year 2046 plus Project PM Peak Improved 04/09/2024
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 1: Minnewawa Avenue & Behymer Avenue
Movement EB EB WB WB NB NB SB SB
Directions Served L TR L TR L TR L TR
Maximum Queue (ft) 135 200 31 268 182 332 367 538
Average Queue (ft) 66 110 4 177 79 151 154 124
95th Queue (ft) 113 179 19 261 151 273 281 285
Link Distance (ft) 2601 3212 2582 2588
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250 250 250
Storage Blk Time (%) 1 2 7 0
Queuing Penalty (veh) 0 2 19 0
Intersection: 2: Minnewawa Avenue & Perrin Avenue
Movement EB EB EB WB WB NB NB SB SB
Directions Served L T R L TR L TR L TR
Maximum Queue (ft) 53 114 52 52 53 47 12 31 22
Average Queue (ft) 17 41 22 11 28 15 0 7 1
95th Queue (ft) 42 76 41 35 47 37 4 27 7
Link Distance (ft) 4816 1423 2548 2582
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250 250 250 250
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Clovis Avenue & Perrin Avenue
Movement EB NB
Directions Served LR LT
Maximum Queue (ft) 118 98
Average Queue (ft) 56 25
95th Queue (ft) 107 77
Link Distance (ft) 1423 1679
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
3374
AGENDA ITEM NO. 17.

Queuing and Blocking Report Cumulative Year 2046 plus Project PM Peak Improved 04/09/2024
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 4: Clovis Avenue & Baron Avenue
Movement WB WB NB NB NB SB SB
Directions Served L R U T R L T
Maximum Queue (ft) 199 467 96 415 172 74 354
Average Queue (ft) 175 140 27 108 49 25 141
95th Queue (ft) 231 388 64 252 105 60 274
Link Distance (ft) 1505 1268 1268 1679
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100 140 250
Storage Blk Time (%) 40 0 3 2
Queuing Penalty (veh) 6 0 1 0
Intersection: 5: Peach Avenue & Shepherd Avenue
Movement EB EB EB EB WB WB WB WB NB NB SB SB
Directions Served UL T T R L T T R L TR L TR
Maximum Queue (ft) 369 518 581 180 114 355 377 78 153 324 68 127 Average Queue (ft) 92 231 247 59 59 211 221 39 59 111 11 49 95th Queue (ft) 188 389 409 161 109 341 359 78 116 233 37 109 Link Distance (ft) 2694 2694 2549 2549 2538 1284
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 100 250 250 220 220
Storage Blk Time (%) 8 29 6 8 3
Queuing Penalty (veh) 6 25 4 11 2
3375
AGENDA ITEM NO. 17.

Queuing and Blocking Report Cumulative Year 2046 plus Project PM Peak Improved 04/09/2024
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Intersection: 6: Minnewawa Avenue & Shepherd Avenue
Movement EB EB EB EB WB WB WB WB NB NB NB SB
Directions Served L T T R L T T R L T R L
Maximum Queue (ft) 276 475 567 150 340 451 476 370 350 624 143 264 Average Queue (ft) 91 249 272 98 172 340 343 175 262 310 42 110 95th Queue (ft) 192 435 467 193 321 432 452 391 382 479 98 199 Link Distance (ft) 2549 2549 1269 1269 2555 2555
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 240 50 220 250 230 260
Storage Blk Time (%) 15 50 4 1 31 27 17 19 0
Queuing Penalty (veh) 12 88 20 3 40 49 74 57 1
Intersection: 6: Minnewawa Avenue & Shepherd Avenue
Movement SB SB
Directions Served T R
Maximum Queue (ft) 330 200
Average Queue (ft) 167 42
95th Queue (ft) 295 148
Link Distance (ft) 2548
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100
Storage Blk Time (%) 29 0
Queuing Penalty (veh) 54 0
3376
AGENDA ITEM NO. 17.

Queuing and Blocking Report Cumulative Year 2046 plus Project PM Peak Improved 04/09/2024
Improved SimTraffic Report
JLB Traffic Engineering, Inc.

Clovis City CouncilDecember 16, 2024

Clovis City Council
December 16, 2024