Based on the following facts, SB 610 does not apply to the Proposed Project. • The City has determined that the Proposed Project is subject to the California Environmental Quality Act (CEQA) and that an Environmental Impact Report (EIR) is required. • The Project does not meet any of the definitions listed above.
However, the City has requested that a WSA be prepared to document projected water demand and available water supply.
The Proposed Project has not been the subject of a previously adopted WSA and has not been included in an adopted WSA for a larger project.
3.2 Who is the Identified Public Water System?
10910(b) The city or county, at the time that it determines whether an environmental impact report, a negative declaration, or a mitigated negative declaration is required for any project subject to the California Environmental Quality Act pursuant to Section 21080.1 of the Public Resources Code, shall identify any water system that is, or may become as a result of supplying water to the project identified pursuant to this subdivision, a public water system, as defined by Section 10912, that may supply water for the project 10912 (c) “Public water system” means a system for the provision of piped water to the public for human consumption that has 3,000 or more service connections… As shown on Figure 2-1, the Proposed Project is located within the City limits. The City’s water system service area includes most areas within the City Limits. Therefore, the City is the identified public water system for the Proposed Project.
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3.3 Does the City have an adopted Urban Water Management Plan (UWMP) and does the UWMP include the projected water
demand for the Proposed Project?
10910(c)(1) The city or county, at the time it makes the determination required under Section 21080.1 of the Public Resources Code, shall request each public water system identified pursuant to subdivision (b) to determine whether the projected water demand associated with a proposed project was included as part of the most recently adopted urban water management plan adopted pursuant to Part 2.6 (commencing with Section 10610).
The City’s most recently adopted UWMP was adopted by the City’s Council in June 2016 and is incorporated by reference into this WSA3. The City’s 2015 UWMP included water demand projections for current water demands within the City (baseline demand) and anticipated water demands associated with future development projects and planning areas within the City’s General Plan SOI through 2040.
Water demands for the Proposed Project are not specifically designated in the City’s 2015 UWMP.
However, General Plan land uses were used to forecast water demand in the UWMP, and the Proposed Project is included in the General Plan. Therefore, the proposed project was accounted for in the City’s 2015 UWMP. The City’s ability to meet the projected water demands for the Proposed Project is described in Section 7.0 of this WSA.
It should be noted that the City is also including the projected water demands for the Proposed Project in its 2020 UWMP Update that is currently being prepared.
3 City of Fresno 2015 Urban Water Management Plan, prepared by Provost & Pritchard, June 2016.
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CITY OF FRESNO WATER SERVICE AREA
4.1 Water Service Area
The City is located in San Joaquin Valley in Fresno County, California, and was incorporated in 1885. The existing incorporated area of the City encompasses approximately 128 square miles (2015 UWMP). The City’s General Plan includes the City’s SOI, the area outside of the City limits that the City expects to annex and urbanize in the future.
With a few exceptions, the City’s water service area is coterminous with the City limits. As future developments within the SOI, but outside the City limits, are approved, they will be annexed into the City and served by the City water system. Figure 2-1 illustrates the current City Limits and the SOI.
4.2 Population
The City was founded in 1885 in the heart of the nation’s richest agricultural county and has historically been one of the fastest growing cities in the United States. According to the U.S. Census, the City’s population was 354,282 in 1990, 427,652 in 2000, and 494,665 in 2010. The water service area though does not completely coincide with the City’s annexed boundaries, so the Water Division developed a service area population tracking spreadsheet around 2002 based on 2000 census tract data and projected population growth based on Department of Finance annual increases for the City. The tracking spreadsheet had service area populations of 438,381 in 2000, and 503,127 in 2010. The service area population in 2015 was 517,748 and moving forward, the annual growth rate is projected to average approximately 1.85 percent, with the City’s population projected to reach 824,000 by 2040.
Table 4-1 shows the City’s projected population in five-year increments to the year 2040.
Table 4-1. City of Fresno Existing and Projected Population Years 2015 2020 2025 2030 2035 2040
Population Projection(a) 517,748(b) 575,034 629,146 688,351 753,128 824,000 (a) From the City of Fresno 2015 UWMP, Table 3-3.
(b) Actual 2015 Population in UWMP based on Department of Water Resources correspondence.
4.3 Climate
The City has cool, humid winters, and hot, dry summers. Based on the historical data obtained from the California Irrigation Management Information System, the City’s average monthly temperature ranges from
50.4 to 76.5°F, over the time period from 1988 to 2015. The rainy season typically begins in November and ends in March. Average monthly precipitation during the winter months is about 1 to 2 inches, and the total annual average of 10.9 inches. Water demands during the winter are low relative to summer months (May to September). The combination of hot and dry weather during the summer results in high water demands during these periods. Landscape irrigation, including turf irrigation in the summer, significantly contributes to the higher summer demands.
Evapotranspiration records, which measure the loss of water from the soil both by evaporation and by transpiration from the plants growing thereon, indicate average monthly values ranging from 1.07 inches during December to 8.71 inches in July.
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Table 4-2 summarizes the City’s average temperature and rainfall data, which was obtained from the City’s 2015 UWMP.
Table 4-2. City of Fresno Climate Data(a)
Month
Average ETo,
inches
Average Rainfall,
inches
Average Min
Temperature, F
Average Max
Temperature, F
January 1.14 2.09 37.6 54.6
February 1.92 1.90 40.7 61.5
March 3.68 1.89 43.8 67.0
April 5.36 1.03 48.0 74.4
May 7.34 0.36 54.3 83.5
June 8.32 0.16 60.5 91.7
July 8.71 0.01 65.7 98.3
August 7.74 0.01 64.0 96.4
September 5.62 0.15 59.7 90.8
October 3.62 0.53 51.2 79.7
November 1.79 1.13 42.4 65.3
December 1.07 1.64 37.3 54.7
Annual Totals/Average 56.31 10.90(b) 50.4 76.5
(a) From the City of Fresno 2015 UWMP, Table 3-2.
(b) Due to rounding, value differs slightly from UWMP.
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CITY OF FRESNO WATER DEMANDS
10910(c)(2) If the projected water demand associated with the proposed project was accounted for in the most recently adopted urban water management plan, the public water system may incorporate the requested information from the urban water management plan in preparing the elements of the assessment required to comply with subdivisions (d), (e), (f), and (g).
The descriptions provided below for the City’s water demands have been taken, for the most part, from the City’s 2015 UWMP, which was adopted in June 2016. Supplemental information from other available reports has been included to provide the most recent data available and to meet the specific requirements of SB 610.
5.1 Historical and Existing Water Demand
In recent years, the City’s water demand has decreased as a result of the economic downturn of 2008 through 2011, water use reductions in response to recent drought conditions, and metering of residential properties. Table 5-1 shows the City’s historical water demands for 2005, 2010, and 2015-2019.
Table 5-1. Historical Water Demand, af/yr
2005(a) 2010(b) 2015(b) 2016(c) 2017(c) 2018(c) 2019(c) Total Potable and
Raw Water Demand 157,278 199,168 132,844 112,269 121,079 120,065 115,544 (a) Historical Water Delivery data for 2005 is from the City of Fresno Water Master Plan, Table 3-6 Footnote (b). (b) Historical Water Delivery data for 2010 and 2015 is from the City of Fresno 2015 UWMP, Table 4-2, Table 4-3, and Table 6-10. (c) Historical Water Delivery data for 2016-2019 was provided by City staff 2/25/2021.
5.2 Future Water Demand
As shown in Table 5-2, the City’s water demand is projected to increase by over 20 percent through 2040.
Table 5-2. Projected Future Water Demand, af/yr
Demand Projection Source 2020 2025 2030 2035 2040
2015 UWMP 214,500 229,600 239,700 254,300 262,500
Source: City of Fresno 2015 UWMP, Table 4-4, June 2016.
5.3 Dry Year Water Demand
As shown in Table 5-1, the City’s 2015 water demand was significantly lower than the 2010 demand in response to the drought and the Governor’s April 2015 Executive Order B-29-15 mandating 25 percent water conservation statewide. To reduce water use by 25 percent statewide, the SWRCB adopted a regulation which placed each urban water supplier into one of nine tiers which are assigned a conservation standard, ranging between 4 percent and 36 percent. Each month, the SWRCB compared every urban water suppliers’ water use with their use for the same month in 2013 to determine if they were on track for meeting their conservation standard. The City was initially placed into Tier 7 with a water conservation Southeast Fresno Regional Park and Soccer Complex
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standard of 28 percent as compared to 2013 use (the City’s conservation standard was reduced to 25 percent in early 2016) (SWRCB, 2015; SWRCB, 2016).
The City has adopted a set of restrictions on water usage that helps promote water conservation and overall water use consumption. The City Municipal Code contains sections on water conservation that are to take place under normal water supply conditions. These measures are mandated year round, and can be found in detail in Section 6-520(a) of the City’s Municipal Code. The City’s Water Shortage Contingency Plan, outlined in Section 8 of the City’s 2015 UWMP, includes a four-stage plan describing specific actions to reduce water demand by up to 50 percent in the event of a water supply shortage or emergency.
Demand is expected to decrease as the City implements water conservation measures in response to multiple dry years or other supply changes. (City of Fresno 2015 UWMP).
Table 5-3 presents the projected future dry year potable water demand.
Table 5-3. Projected Future Dry Year Water Demand, af/yr Hydrologic Condition 2020 2025 2030 2035 2040
Single Dry Year(a) 179,900 205,400 212,900 229,100 234,500 Multiple Dry Years First Year(b) 213,800 217,800 229,300 229,100 234,500 Multiple Dry Years Second Year(b) 225,100 229,200 240,900 231,800 241,400 Multiple Dry Years Third Year(b) 179,900 205,400 212,900 229,100 234,500 Multiple Dry Years Fourth Year(b) 179,900 205,400 212,900 229,100 234,500 (a) From the City of Fresno 2015 UWMP, Table 7-6, which conservatively assumes that the demands are the same as a fourth dry year. (b) From the City of Fresno 2015 UWMP, Table 7-9.
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CITY OF FRESNO WATER SUPPLIES
10910(c)(2) If the projected water demand associated with the proposed project was accounted for in the most recently adopted urban water management plan, the public water system may incorporate the requested information from the urban water management plan in preparing the elements of the assessment required to comply with subdivisions (d), (e), (f) and (g).
10910(d)(1) The assessment required by this section shall include an identification of any existing water supply entitlements, water rights, or water service contracts relevant to the identified water supply for the proposed project, and a description of the quantities of water received in prior years by the public water system, or the city or county if either is required to comply with this part pursuant to subdivision (b), under the existing water supply entitlements, water rights, or water service contracts 10910(d)(2) An identification of existing water supply entitlements, water rights, or water service contracts held by the public water system, or the city or county if either is required to comply with this part pursuant to subdivision (b), shall be demonstrated by providing information related to all of the following:
(A) Written contracts or other proof of entitlement to an identified water supply. (B) Copies of a capital outlay program for financing the delivery of a water supply that has been adopted by the public water system.
(C) Federal, state, and local permits for construction of necessary infrastructure associated with delivering the water supply.
(D) Any necessary regulatory approvals that are required in order to be able to convey or deliver the water supply.
10910(e) If no water has been received in prior years by the public water system, or the city or county if either is required to comply with this part pursuant to subdivision (b), under the existing water supply entitlements, water rights, or water service contracts, the public water system, or the city or county if either is required to comply with this part pursuant to subdivision (b), shall also include in its water supply assessment pursuant to subdivision (c), an identification of the other public water systems or water service contract-holders that receive a water supply or have existing water supply entitlements, water rights, or water service contracts, to the same source of water as the public water system, or the city or county if either is required to comply with this part pursuant to subdivision (b), has identified as a source of water supply within its water supply assessments.
It is anticipated that the Proposed Project, if approved by the City, would be served from City’s existing and future portfolio of water supplies. The inclusion of existing and planned future water supplies is specifically allowed by the Water Code:
Water Code section 10631(b): Identify and quantify, to the extent practicable, the existing and planned sources of water available to the supplier over the same five-year increments described in subdivision (a).
The water supply for the Proposed Project will have the same water supply reliability and water quality as the water supply available to the City’s other existing and future water customers. Proponents of individual developments within the Proposed Project area will provide their proportionate share of required funding to the City for the acquisition and delivery of treated potable and recycled water supplies to the Proposed Project area.
The water supplies needed to serve the Proposed Project (together with existing water demands and planned future uses) are described in the City’s 2015 UWMP. Therefore, the descriptions provided below for the City’s water supplies have been taken, for the most part, from the City’s 2015 UWMP, which was Southeast Fresno Regional Park and Soccer Complex
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adopted in June 2016. Supplemental information from other available reports has also been included to provide the most recent data available and to meet the specific requirements of SB 610.
6.1 Existing Water Supplies
The City currently receives potable water supplies from four sources:
• Surface water contract water that is delivered to the City by two separate sources:
— Fresno Irrigation District (FID) Agreement for Kings River water. — United State Bureau of Reclamation (USBR) Central Valley Project (CVP) Friant Division Contract for San Joaquin River water.
• Groundwater that is pumped from groundwater wells located within the City.
Each of these existing supplies is described below. It should be noted the City also has a recycled water supply that will not be utilized by the Proposed Project.
6.1.1 Surface Water Contracts
The cumulative supply these contracts bring to the City provide the opportunity to construct surface water treatment facilities and optimize the use of these supplies. This conjunctive use approach continues the process of allowing the groundwater system to recover. Each of the surface water supplies is summarized in the following sections. (City of Fresno 2015 UWMP)
6.1.1.1 Surface Water Supplies through FID Agreement
In May of 1976 the City and FID executed an agreement that stipulated that as land is annexed to the City, the City will receive a pro rata share of FID’s Kings River entitlement; this agreement was revised, amended and restated in December, 20164. The pro rata share is based on the area annexed to the City, and within FID’s boundaries, as compared to the total area of FID’s water service area. The agreement stipulates the allocation amount will be reviewed each year by the two agencies to address new annexations to the City.
So, as the City annexes new areas the allocation will increase up to the limits stipulated in the 2016 agreement. Utilizing GIS, it is estimated that there will be approximately 71,925 acres of land within the SOI and within FID’s water service boundaries at SOI buildout, excluding Bakman Water Company, Pinedale County Water District, CSU Fresno, and County islands. In 2015 the City was projected to receive 110,500 af but was actually allocated 42,935 af; supply capacity was significantly hindered by drought conditions and the ongoing construction of the 80 mgd Southeast Fresno Surface Water Treatment Facility, which has since been completed. The City is predicted to receive 137,900 af in 2040 based on the City’s projected future percentages. (City of Fresno 2015 UWMP)
6.1.1.2 Surface Water Supplies through USBR Contract
The City, through an agreement originally executed in January of 1961, secured a surface water supply from USBR CVP - Friant Division. This agreement, for an annual water supply of 60,000 af of Class 1 water, was last renewed in 2010 as a Section 9(d) Contract that provides water from the San Joaquin River in perpetuity. The USBR CVP – Friant Division facilities generally include the following: Friant Dam 4 Revised, Amended, and Restated Cooperative Agreement between Fresno Irrigation District and City of Fresno for Water Utilization and Conveyance, dated December 20, 2016.
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(Millerton Reservoir); the Friant Kern Canal; and the Madera Canal. The Friant-Kern Canal is maintained and operated by the Friant Water Authority. The USBR water supply is a wholesale supply.
Class 1 water was intended to be a supply that would be dependable in practically every year, regardless of the type of hydrologic water year. Class 2 water is essentially excess water available as determined by USBR and less reliable than Class 1 water. Class 1 water has historically been very reliable until the San Joaquin River Restoration Settlement and more recently by the restrictions on diversions from the Delta due to concerns over the declining health of Delta ecosystem. (City of Fresno 2015 UWMP)
6.1.2 Groundwater
10910(f) If a water supply for a proposed project includes groundwater, the following additional information shall be included in the water supply assessment.
10910(f)(1) A review of any information contained in the urban water management plan relevant to the identified water supply for the proposed project.
10910(f)(2) A description of any groundwater basin or basins from which the proposed project will be supplied.
For those basins for which a court or the board has adjudicated the rights to pump groundwater, a copy of the order or decree adopted by the court or the board and a description of the amount of groundwater the public water system, or the city or county if either is required to comply with this part pursuant to subdivision (b), has the legal right to pump under the order or decree. For basins that have not been adjudicated, information as to whether the department has identified the basin or basins as overdrafted or has projected that the basin will become overdrafted if present management conditions continue, in the most current bulletin of the department that characterizes the condition of the groundwater basin, and a detailed description by the public water system, or the city or county if either is required to comply with this part pursuant to subdivision (b), of the efforts being undertaken in the basin or basins to eliminate the long-term overdraft condition. 10910(f)(3) A detailed description and analysis of the amount and location of groundwater pumped by the public water system, or the city or county if either is required to comply with this part pursuant to subdivision (b), for the past five years from any groundwater basin from which the proposed project will be supplied. The description and analysis shall be based on information that is reasonably available, including, but not limited to, historical use records.
A detailed description and analysis of the amount and location of groundwater that is projected to be pumped by the public water system, or the city or county if either is required to comply with this part pursuant to subdivision (b), from any basin from which the proposed project will be supplied. The description and analysis shall be based on information that is reasonably available, including, but not limited to, historical use records. 10910(f)(4) An analysis of the sufficiency of the groundwater from the basin or basins from which the proposed project will be supplied to meet the projected water demand associated with the proposed project.
A water assessment shall not be required to include the information required by this paragraph if the public water system determines, as part of the review required by paragraph (1), that the sufficiency of groundwater necessary to meet the initial and projected water demand associated with the project was addressed in the description and analysis required by paragraph (4) of subdivision (b) of Section 10631.
6.1.2.1 Groundwater Overview
The City pumps groundwater from a portion of the Kings Subbasin underlying the City. The City’s 2015 UWMP states that the City produces groundwater from about 260 active wells. Groundwater quality is a concern because the groundwater basin has several major contaminant plumes involving organic compounds, inorganic compounds, solvents, pesticides, and other contaminants. A number of the City’s wells are currently being treated or blended to address various contaminants. The total well capacity, when the City’s Water Master Plan was prepared, was approximately 460 million gallons per day (mgd).
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6.1.2.2 Basin Description
The City’s wells are located within the northern part of the Kings Subbasin of the San Joaquin Valley Groundwater Basin. The following section describes the Kings Subbasin, including its water-bearing formations, water levels, and water quality. Much of the following information has been incorporated from the City’s 2015 UWMP. Except where noted, the description of the sub-basin is based largely on information provided in the 2016 DWR Bulletin 118 Interim Update, in which the groundwater basin description was last updated in December 2016.
The Kings Subbasin is not adjudicated and there are no legal restrictions to groundwater pumping. The Kings Subbasin is generally bounded: on the north by the San Joaquin River; on the west by the Fresno Slough; on the south by the Kings River and Cottonwood Creek; and on the east by the Sierra foothills.
The upper several hundred feet within the Kings Subbasin generally consists of highly permeable, coarse-grained deposits, which are termed older alluvium. Coarse-grained stream channel deposits, associated with deposits by the ancestral San Joaquin and Kings Rivers, underlie much of the northwest portions of the City. Below the older alluvium to depths ranging from about 600 to 1,200 feet below ground surface, the finer-grained sediments of the Tertiary-Quaternary continental deposits are typically encountered. Substantial groundwater has been produced and utilized from these depths by the City; however, deeper deposits located in the southeastern and northern portions of the City have produced less groundwater. There are also reduced deposits in the northern and eastern portions of the City, at depths generally below 700 or 800 feet, which are associated with high concentrations of iron, manganese, arsenic, hydrogen sulfide, and methane gas. Groundwater at these depths does not generally provide a significant source for municipal supply wells. The City’s average groundwater depth in 2015 was approximately 130 feet below the ground surface.
6.1.2.3 Conditions of Overdraft
The Sustainable Groundwater Management Act (SGMA) directs DWR to identify groundwater basins and subbasins that are in conditions of critical overdraft. This designation is determined based upon the presence of "undesirable impacts" such as seawater intrusion, land subsidence, groundwater depletion, and chronic lowering of groundwater levels. Per DWR's current list of critically overdrafted basins, finalized in February 2019, the Kings Subbasin is designated as a critically overdrafted basin.
As part of the California Statewide Groundwater Elevation Monitoring (CASGEM) Program, DWR is required to prioritize California groundwater basins to help identify, evaluate, and determine the need for additional groundwater level monitoring. Per the current CASGEM draft prioritization, completed in April 2019, the Kings Subbasin is a high priority subbasin. (DWR, 2019)
6.1.2.4 Groundwater Management
As part of a partnership of local municipal water purveyors, irrigation districts, a flood control district, and the overlying county, the Fresno Area Regional Groundwater Management Plan (FARGMP) was prepared in conformance with AB 3030 and SB 1938. The objectives of the FARGMP have been developed to monitor, protect, and sustain groundwater within the region. The City and the other participating agencies subsequently adopted the groundwater management plan in 2006 (City of Fresno 2015 UWMP). The City falls within the North Kings Groundwater Sustainability Agency (NKGSA). As a high priority basin, the Kings Subbasin must be managed under a Groundwater Sustainability Plan (GSP) by January 31, 2020 (DWR, 2016a). The NKGSA filed a GSP with the State in January 2020.
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6.1.2.5 Historical Groundwater Use
As discussed previously, the City has approximately 260 active groundwater wells, 224 of which registered flows in 2014, according to the 2015 UWMP. The City’s groundwater production from 2014-2019 is provided in Table 6-1.
Table 6-1. City of Fresno Historical Groundwater Production, af/yr 2014(a) 2015(a) 2016(b) 2017(b) 2018(b) 2019(b)
Total Groundwater Production 110,313 83,360 99,107 105,211 76,797 54,608 (a) From the City of Fresno 2015 UWMP, Table 6-4.
(b) Provided by City Staff, June 23, 2020.
6.1.2.6 Projected Future Groundwater Use
The amount of groundwater pumped during dry years is not projected to differ from the amount pumped during normal years. The City’s projected future groundwater production through 2040 is provided in Table 6-2.
Table 6-2. City of Fresno Projected Future Groundwater Production in Normal and Dry Years(a), af/yr
2020 2025 2030 2035 2040
Total Groundwater Production
During a Normal Year(a) 130,400 135,100 139,700 144,300 148,900 Total Groundwater Production
During Dry Years(b) 130,400 135,100 139,700 144,300 148,900 (a) From the City of Fresno 2015 UWMP, Table 6-3.
(b) From the City of Fresno 2015 UWMP, Table 7‑7.
6.1.2.7 Groundwater Sufficiency
The City’s 2015 UWMP addressed the sufficiency of the City’s groundwater supplies, in conjunction with the City’s other existing and additional water supplies, to meet the City’s existing and planned future uses.
Based on the information provided above and that included in the City’s 2015 UWMP, the City’s groundwater supply, together with the City’s other existing and additional planned future water supplies, is sufficient to meet the water demands of the Proposed Project, in addition to the City’s existing and planned future uses. See Section 7 for a determination of the sufficiency of the City’s water supply portfolio, including groundwater, to meet the demands of the Proposed Project.
6.2 Future Water Projects
The inclusion of planned future water supplies in this WSA is specifically allowed by the Water Code:
Water Code section 10631(b): Identify and quantify, to the extent practicable, the existing and planned sources of water available to the supplier over the same five-year increments described in subdivision (a).
The City has a number of future capital improvement projects planned to maintain and upgrade existing water supply and distribution facilities. The City is also undergoing a large capital improvement program Southeast Fresno Regional Park and Soccer Complex
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outlined in their 2014 Metropolitan Water Resources Management Plan. The City has constructed an 80 mgd surface water treatment plant, called the Southeast Surface Water Treatment Facility (SESWTF).
The City also plans to upgrade their Northeast Surface Water Treatment Facility (NESWTF) from 30 mgd to 60 mgd. The timing for this expansion is anticipated to occur by approximately 2035; however, the City will monitor system demands and adjust the schedule for this project as required to meet projected water system demands and maintain the sustainable use of available water resources. The City is also planning on developing groundwater recharge facilities, with the target recharge expansion to ultimately attain an annual rate of 75,100 af/yr, which would optimize use of available surface water supplies in normal years.
6.3 Summary of Existing and Additional Planned Future Water Supplies
Table 6-3 provides a summary of the City’s 2015 actual water supply deliveries and projected future available water supply available. A discussion of the future anticipated availability of these existing and additional planned future water supplies during dry years is provided in the next section.
Table 6-3. City of Fresno Historical and Projected Water Supplies, af/yr 2015(a) 2020(b) 2025(b) 2030(b) 2035(b) 2040(b)
Groundwater Production 83,360 130,400 135,100 139,700 144,300 148,900 Surface Water(c) 44,525 158,800 163,800 168,800 173,800 178,800 Total Potable Water Supply 127,885 289,200 298,900 308,500 318,100 327,700 Recycled Water(d) 203 19,500 31,000 33,500 36,000 38,500 Total Water Supply 128,088 308,700 329,900 342,000 354,100 366,200 (a) From the City of Fresno 2015 UWMP, Table 6-13.
(b) From the City of Fresno 2015 UWMP, Table 6-14.
(c) Surface water includes USBR CVP, FID Contract, and a onetime purchase of surface water with no associated right in 2015. (d) Recycled water includes RWRF and NFWRF.
6.4 Water Supply Availability and Reliability
Water Code section 10910 (c)(4) requires that a WSA include a discussion with regard to “whether total projected water supplies, determined to be available by the city or county for the project during normal, single dry, and multiple dry water years during a 20-year projection, will meet the projected water demand associated with the proposed project, in addition to existing and planned future uses, including agricultural and manufacturing uses.” Accordingly, this WSA addresses these three hydrologic conditions through the year 2040.
Also, in response to historical drought conditions and the (now expired) State of Emergency proclaimed by Governor Brown, first in January 2014 and most recently in April 2015, this WSA provides a discussion of the availability and reliability of the City’s available water supplies to meet the City’s water demands in the event that the City’s surface water supplies are limited under emergency water supply conditions.
6.4.1 Normal, Single Dry, and Multiple Dry Years
The reliability of each of the City’s existing and additional planned water supplies and their projected availability during normal, single dry, and multiple dry years, as described in Section 7 of the City’s 2015 UWMP, is described below and summarized in Table 6-4. The City expects to meet system water demand, regardless of regional hydrology. (City of Fresno 2015 UWMP) Southeast Fresno Regional Park and Soccer Complex
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The City’s surface water supply could face constraints during dry years.
Water supplied from the FID contract is most susceptible to annual hydrologic conditions. The annual variability of precipitation, snowpack, and river flow conditions will then influence, and may constrain, the City’s allocation from this source. Another factor that may constrain the availability of Kings River water supply is scheduled maintenance of FID’s vast canal network. FID typically terminates water deliveries to the City’s water treatment facilities in the months of November and/or December so they may perform necessary infrastructure repairs and maintenance. To ensure year-round delivery of water to the SESWTF a raw water pipeline is being constructed.
The City also has a contract for 60,000 af/yr of Class 1 water from the USBR’s CVP, which is affected by required downstream flows for the San Joaquin River and the imposed restrictions on water diversions from the Delta. These restrictions have resulted in years where the CVP - Friant Division contractors, such as the City, receives zero allocations. The water supply is also restricted by maintenance of infrastructure, which results in termination of water supply during the months of November and/or December. To improve delivery reliability and to protect the source water from deleterious impacts from environmental and other malicious acts, the City completed a 4.6-mile long raw water pipeline that will permit the delivery of USBR water from the Friant-Kern Canal directly to the NESWTF (Recharge Fresno 2019).
Groundwater has long been the primary water supply source for the City. The continued use of groundwater is key to the sustainable use of all supplies, which is inclusive of surface water and recycled water. The groundwater supply has declined over the last eighty years, requiring new deeper wells and the lowering of pumps in existing wells. A constraint to lowering the pumps in existing wells is the limited depth of numerous existing municipal water wells. If the declining groundwater trend is not reversed, it may cause a reduction in pumping capacity of the City’s water system. Another constraint to the use of groundwater is the negative impacts from contamination. To ensure the continued beneficial use of the groundwater supply, the City will have to remain proactive in pursuing responsible party(s) so the proper remediation is conducted to preserve the groundwater system as a viable and sustainable resource in perpetuity. Despite these concerns, groundwater supply during normal and dry years was assumed to be constant, as shown in Table 6-2.
While the supply of wastewater used to produce the recycled water may decrease somewhat if voluntary or mandatory conservation measures are enacted, the supply of recycled water produced by the City’s recycled water facilities is expected to be unaffected by single or multiple dry years.
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Table 6-4. City of Fresno Water Supply Reliability in Single Dry and Multiple Dry Years, percent of Normal Year Supply
Hydrologic Condition 2020 2025 2030 2035 2040
Single Dry Year(a) 64.1 65.6 66.0 66.4 66.8
Multiple Dry Year - First Year(b) 84.5 85.1 85.3 85.5 85.6 Multiple Dry Year - Second Year(b) 87.9 88.4 88.5 88.6 88.7 Multiple Dry Year - Third Year(b) 71.0 72.3 72.8 73.3 73.6 Multiple Dry Year - Fourth Year(b) 64.1 65.6 66.0 66.4 66.8 (a) From the City of Fresno 2015 UWMP, Table 7-6, which conservatively assumes that the supply is the same as in the fourth dry year of a multiple year drought.
(b) From the City of Fresno 2015 UWMP, Table 7-9.
6.4.2 Emergency Water Supply Conditions
In addition to the water conservation measures outlined in Section 6-520 of the Fresno Municipal Code, the City’s 2015 UWMP includes a Water Shortage Contingency Plan (WSCP) to address situations when catastrophic water supply interruptions occur due to regional power outage, earthquake, or other disasters; and when drought occurs. The City’s WSCP includes an analysis of existing and projected water demands and supplies, a water conservation and rationing plan with mandatory prohibitions and penalties, and an analysis of projected revenues and expenditures. The WSCP outlines four stages of action to be undertaken in response to water supply shortages, including up to a 50 percent reduction in water supply and an outline of specific water supply conditions that are applicable to each stage. The City also has a Water Quality Emergency Notification Plan in place to coordinate the City’s response in the event of a catastrophic water supply interruption.
Triggering from one stage to the next is done based on water supply conditions. Factors to take into consideration include decreases in surface water from USBR and FID, from reductions in infrastructure capacity related to the water treatment plants or pipelines, decrease in groundwater levels in 30 key wells, or climate or state political conditions that would impact the allotment of water supply. Consumption reduction methods outlined in the WSCP include limiting or prohibiting the watering of lawns and other landscape areas, restricting water use at outdoor facilities, restrictions on water use for decorative water features, and prohibiting car washes or laundries which do not use recycled or recirculated water. Rate changes and fees may be implemented to penalize excessive water use or violation of water use ordinances. (City of Fresno 2015 UWMP)
If an emergency were to occur which required the City to implement its WSCP, all of the City’s customers, including those within the Proposed Project area, would be subject to the same water conservation measures and water use restrictions as included in City’s WSCP.
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DETERMINATION OF WATER SUPPLY SUFFICIENCY BASED ON THE
REQUIREMENTS OF SB610
Water Code section 10910 states:
10910(c)(4) If the city or county is required to comply with this part pursuant to subdivision (b), the water supply assessment for the project shall include a discussion with regard to whether the total projected water supplies, determined to be available by the city or county for the project during normal, single dry, and multiple dry water years during a 20-year projection, will meet the projected water demand associated with the proposed project, in addition to existing and planned future uses, including agricultural and manufacturing uses.
Pursuant to Water Code section 10910(c)(4), and based on the technical analyses described in this Water Supply Assessment, the City finds that the total projected water supplies determined to be available for the Proposed Project during Normal, Single Dry, and Multiple Dry water years during a 20-year projection will meet the projected water demand associated with the Proposed Project, in addition to existing and planned future uses.
Table 7-1 summarizes the projected availability of the City’s existing and planned future potable water supplies and the City’s projected water demands in normal, single dry and multiple dry years through 2040. As shown in Table 7-1, demand within the City’s service area is not expected to exceed the City’s supplies in any normal, single dry, or multiple dry year between 2020 and 2040.
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Table 7-1. City of Fresno Water Demand Versus Water Supply During Hydrologic Normal, Single Dry, and Multiple Dry Years, af/yr
Hydrologic Condition 2020 2025 2030 2035 2040
Normal Year
Available Water Supply(a) 308,700 329,900 342,000 354,100 366,200 Total Water Demand(b) 235,700 264,000 274,100 292,900 301,100 Potential Surplus (Deficit) 73,000 65,900 67,900 61,200 65,100 Percent Shortfall of Demand - - - - -
Single Dry Year
Available Water Supply(c) 198,000 216,400 225,800 235,200 244,500 Total Water Demand(d) 179,900 205,400 212,900 229,100 234,500 Potential Surplus (Deficit) 18,100 11,000 12,900 6,100 10,000 Percent Shortfall of Demand - - - - -
Multiple Dry Years
Multiple
Dry Year 1
Available Water Supply(e) 260,900 280,900 291,800 302,700 313,600 Total Water Demand(d) 213,800 217,800 229,300 229,100 234,500 Potential Surplus (Deficit) 47,100 63,100 62,500 73,600 79,100 Percent Shortfall of Demand - - - - -
Multiple
Dry Year 2
Available Water Supply(e) 271,500 291,700 302,800 313,900 325,000 Total Water Demand(d) 225,100 229,200 240,900 231,800 241,400 Potential Surplus (Deficit) 46,400 62,500 61,900 82,100 83,600 Percent Shortfall of Demand - - - - -
Multiple
Dry Year 3
Available Water Supply(e) 219,200 238,600 249,000 259,400 269,700 Total Water Demand(d) 179,900 205,400 212,900 229,100 234,500 Potential Surplus (Deficit) 39,300 33,200 36,100 30,300 35,200 Percent Shortfall of Demand - - - - -
Multiple
Dry Year 4
Available Water Supply(e) 198,000 216,400 225,800 235,200 244,500 Total Water Demand(d) 179,900 205,400 212,900 229,100 234,500 Potential Surplus (Deficit) 18,100 11,000 12,900 6,100 10,000 Percent Shortfall of Demand - - - - -
(a) From Table 6-3 of this WSA.
(b) From the City of Fresno 2015 UWMP, Table 4-5.
(c) From the City of Fresno 2015 UWMP, Table 7-6.
(d) From Table 5-3 of this WSA.
(e) From the City of Fresno 2015 UWMP, Table 7-9.
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WATER SUPPLY ASSESSMENT APPROVAL PROCESS
10910 (g)(1) Subject to paragraph (2), the governing body of each public water system shall submit the assessment to the city or county not later than 90 days from the date on which the request was received. The governing body of each public water system, or the city or county if either is required to comply with this act pursuant to subdivision (b), shall approve the assessment prepared pursuant to this section at a regular or special meeting.
10911 (b) The city or county shall include the water supply assessment provided pursuant to Section 10910, and any information provided pursuant to subdivision (a), in any environmental document prepared for the project pursuant to Division 13 (commencing with Section 21000) of the Public Resources Code.
Although a WSA is not required for the Proposed Project, it is recommended the City include this WSA in the Draft EIR that is being prepared for the Proposed Project.
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REFERENCES
Provost & Pritchard, City of Fresno 2015 Urban Water Management Plan, prepared for the City of Fresno, June 2016.
California Department of Water Resources, Groundwater Sustainability Plan (GSP) Emergency Regulations Guide, Department of Water Resources, July 2016.
California Department of Water Resources, Bulletin 118 Interim Update 2016, Department of Water Resources, December 2016.
City of Fresno. Operational Statement and Conceptual Plan of Phase 1 and Future Phases. Received July 2020.
West Yost Associates, City of Fresno Water Master Plan, prepared for the City of Fresno, August 2014.
West Yost Associates, City of Fresno Metropolitan Water Resources Management Plan Update Phase 1 Baseline System Characterization, prepared for the City of Fresno, December 2007.
Dyett & Bhatia, City of Fresno General Plan, prepared for the City of Fresno, December 2014.
California Department of Water Recourses, SGMA Basin Prioritization Dashboard, Department of Water Resources, Accessed August 2019, https://gis.water.ca.gov/app/bp-dashboard/p2/ North Kings Groundwater Sustainability Agency, Groundwater Sustainability Plan, North Kings Groundwater Sustainability Agency, Accessed August 2019,
https://www.northkingsgsa.org/groundwater-sustainability-plan/ Recharge Fresno, Friant-Kern Canal Pipeline, Accessed August 2019, http://www.rechargefresno.com/fkc/ State Water Recourses Control Board, Urban Water Supplier Conservation Tiers, California Water Boards, July 2017,
https://www.waterboards.ca.gov/water_issues/programs/conservation_portal/docs/supplier_tiers.pdf State Water Resources Control Board, Urban Water Supplier Conservation Standard for Extended Emergency Regulation Rulemaking – 2016, California Water Boards, March 2016, https://www.waterboards.ca.gov/water_issues/programs/conservation_portal/docs/emergency_reg/supplier _standards_effective030116.pdf
Concord Phoenix
1001 Galaxy Way, Suite 310
Concord CA 95420
925-949-5800
4505 E Chandler Boulevard, Suite 230
Phoenix AZ 85048
602-337-6110
Davis Pleasanton
2020 Research Park Drive, Suite 100
Davis CA 95618
530-756-5905
6800 Koll Center Parkway, Suite 150
Pleasanton CA 94566
925-426-2580
Eugene Sacramento
1650 W 11th Avenue, Suite 1-A
Eugene OR 97402
541-431-1280
8950 Cal Center Drive, Bldg. 1, Suite 363
Sacramento CA 95826
916-306-2250
Lake Forest San Diego
23692 Birtcher Drive
Lake Forest CA 92630
949-420-3030
11939 Rancho Bernardo Road, Suite 100
San Diego CA 92128
858-505-0075
Lake Oswego Santa Rosa
5 Centerpointe Drive, Suite 130
Lake Oswego OR 97035
503-451-4500
2235 Mercury Way, Suite 105
Santa Rosa CA 95407
707-543-8506
Oceanside
804 Pier View Way, Suite 100
Oceanside CA 92054
760-795-0365
Appendix E
Noise Impact Study
Fresno Southeast Regional Soccer Park
Noise Impact Study
City of Fresno, CA
Prepared for:
Steve McMurtry
De Novo Planning Group
1020 Suncast Lane
El Dorado Hills, CA 95762
Prepared by:
MD Acoustics
Mike Dickerson, INCE &
Claire Pincock
1197 Los Angeles Ave, Ste C-256
Simi Valley, CA 93065
Date: 2/23/2021
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City of Fresno, CA Table of Contents
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TABLE OF CONTENTS
1.0 Introduction .................................................................................................................................... 1
1.1 Purpose of Analysis and Study Objectives 1
1.2 Site Location and Study Area 1
1.3 Proposed Project Description 1
1.4 Noise Study Summary 1
2.0 Fundamentals of Noise ................................................................................................................... 4
2.1 Sound, Noise and Acoustics 4
2.2 Frequency and Hertz 4
2.3 Sound Pressure Levels and Decibels 4
2.4 Addition of Decibels 4
2.5 Human Response to Changes in Noise Levels 5
2.6 Noise Descriptors 5
2.7 Traffic Noise Prediction 6
2.8 Sound Propagation 6
3.0 Regulatory Setting ........................................................................................................................... 8
3.1 Federal Regulations 8
3.2 State Regulations 8
3.3 City of Fresno Noise Regulations 10
4.0 Study Method and Procedure ....................................................................................................... 14
4.1 SoundPLAN Noise Model (Operational Noise) 14
4.2 Traffic Noise Prediction Modeling 14
5.0 Existing Noise Environment .......................................................................................................... 16
6.0 Future Noise Environment Impacts and Mitigation ..................................................................... 17
6.1 Traffic Noise Impact 17
6.2 Noise Impacts to Off-Site Receptors Due to Stationary Noise Sources 17
7.0 Construction Noise Impact ........................................................................................................... 20
7.1 Construction Noise 20
7.2 Construction Noise Reduction Measures 21
8.0 References .................................................................................................................................... 22 Fresno Southeast Regional Soccer Park
Noise Impact Study
City of Fresno, CA Table of Contents
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LIST OF APPENDICES
Appendix A: Traffic Data ......................................................................................................................... 1 Appendix B: SoundPLAN Input/Outputs ................................................................................................ 2
LIST OF EXHIBITS
Exhibit A: Location Map ..................................................................................................................... 2 Exhibit B: Site Plan .............................................................................................................................. 3 Exhibit C: Typical A-Weighted Noise Levels ....................................................................................... 4 Exhibit D: Land Use Compatibility Guidelines .................................................................................... 9 Exhibit E: Operational Noise Levels ................................................................................................. 19
LIST OF TABLES
Table 1: Transportation (Non-Aircraft) Noise Sources ............................................................................. 10 Table 2: Presumed Ambient Levels ........................................................................................................... 12 Table 3: SoundPLAN Modeling Assumptions ............................................................................................ 14 Table 4: Roadway Parameters and Vehicle Distribution (Saturday) ........................................................ 15 Table 5: Worst-Case Daytime Predicted Operational Noise Levels (dBA) ................................................ 18 Table 6: Typical Construction Noise Levels ............................................................................................... 20 Fresno Southeast Regional Soccer Park
Noise Impact Study
City of Fresno, CA Introduction
1 1.0 Introduction
1.1 Purpose of Analysis and Study Objectives
This noise assessment was prepared to evaluate the potential noise impacts for the project study area and to recommend noise mitigation measures, if necessary, to minimize the potential noise impacts. The assessment was conducted and compared to the noise standards set-forth by the Federal, State and Local agencies. Consistent with the City’s Noise Guidelines, the project must demonstrate compliance to the applicable noise criterion as outlined within the City’s Noise Element and Municipal Code.
The following is provided in this report:
A description of the study area and the proposed project Information regarding the fundamentals of noise
A description of the local noise guidelines and standards An analysis of traffic noise impacts to the project site An analysis of railroad noise impacts to the project site An analysis of construction noise impacts
1.2 Site Location and Study Area
The project site is located at 2155 S. Peach Avenue, in the City of Fresno, California, as shown in Exhibit A. Residential and planned residential use surrounds the Project.
The main existing source of noise is traffic on S. Peach Ave.
1.3 Proposed Project Description
The Project proposes to develop a 49.04-acre park site into a regional park on the northern 18.5-acre parcel and a soccer complex on the 30.5-acre parcel. Site use includes picnic areas, playground equipment, a dog park, soccer fields, futsal fields, pickleball courts, a fitness station, and an aquatic center. The site plan used for this is illustrated in Exhibit B.
1.4 Noise Study Summary
The operational-only levels at the property lines will range between 47.7 dBA Leq to 50.1 dBA Leq. The project plus ambient levels will range 55.7 dBA Leq to 65.7 dBA Leq. All levels fall within the City of Fresno limits of ambient plus 5 dB where the ambient is given in Section 10-102(b) of the municipal code. The project site is below 65 dBA CNEL at the outdoor uses. The CNEL will increase 0.7 dBA as a result of the increase of traffic from the project.
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County of Fresno, CA
Exhibit A
Location Map
2 Introduction
SITE
Exhibit B
Site Plan
3 Introduction
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County of Fresno, CA
Fresno Southeast Regional Soccer Park
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City of Fresno, CA Fundamentals of Noise
4 2.0 Fundamentals of Noise
This section of the report provides basic information about noise and presents some of the terms used within the report.
2.1 Sound, Noise and Acoustics
Sound is a disturbance created by a moving or vibrating source and is capable of being detected by the hearing organs. Sound may be thought of as mechanical energy of a moving object transmitted by pressure waves through a medium to a human ear. For traffic, or stationary noise, the medium of concern is air. Noise is defined as sound that is loud, unpleasant, unexpected, or unwanted.
2.2 Frequency and Hertz
A continuous sound is described by its frequency
(pitch) and its amplitude (loudness). Frequency
relates to the number of pressure oscillations per
second. Low-frequency sounds are low in pitch (bass
sounding) and high-frequency sounds are high in
pitch (squeak). These oscillations per second (cycles)
are commonly referred to as Hertz (Hz). The human
ear can hear from the bass pitch starting out at 20 Hz
all the way to the high pitch of 20,000 Hz.
2.3 Sound Pressure Levels and Decibels
The amplitude of a sound determines it loudness.
The loudness of sound increases or decreases as the
amplitude increases or decreases. Sound pressure
amplitude is measure in units of micro-Newton per
square inch meter (N/m2), also called micro-Pascal
(µPa). One µPa is approximately one hundred
billionths (0.00000000001) of normal atmospheric
pressure. Sound pressure level (SPL or Lp) is used to
describe in logarithmic units the ratio of actual
sound pressures to a reference pressure squared.
These units are called decibels abbreviated dB. Exhibit C illustrates references sound levels for different noise sources.
2.4 Addition of Decibels
Because decibels are on a logarithmic scale, sound pressure levels cannot be added or subtracted by simple plus or minus addition. When two sounds or equal SPL are combined, they will produce an SPL 3 dB greater than the original single SPL. In other words, sound energy must be doubled to produce a 3 dB increase. If two sounds differ by approximately 10 dB, the higher sound level is the predominant sound.
Exhibit C: Typical A-Weighted Noise Levels
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City of Fresno, CA Fundamentals of Noise
5 2.5 Human Response to Changes in Noise Levels
In general, the healthy human ear is most sensitive to sounds between 1,000 Hz and 5,000 Hz, (Aweighted scale) and it perceives a sound within that range as being more intense than a sound with a higher or lower frequency with the same magnitude. For purposes of this report as well as with most environmental documents, the A-scale weighting is typically reported in terms of A-weighted decibel (dBA). Typically, the human ear can barely perceive the change in noise level of 3 dB. A change in 5 dB is readily perceptible, and a change in 10 dB is perceived as being twice or half as loud. As previously discussed, a doubling of sound energy results in a 3 dB increase in sound, which means that a doubling of sound energy (e.g. doubling the volume of traffic on a highway) would result in a barely perceptible change in sound level.
2.6 Noise Descriptors
Noise in our daily environment fluctuates over time. Some noise levels occur in regular patterns, others are random. Some noise levels are constant while others are sporadic. Noise descriptors were created to describe the different time-varying noise levels.
A-Weighted Sound Level: The sound pressure level in decibels as measured on a sound level meter using the A-weighted filter network. The A-weighting filter de-emphasizes the very low and very high frequency components of the sound in a manner similar to the response of the human ear. A numerical method of rating human judgment of loudness.
Ambient Noise Level: The composite of noise from all sources, near and far. In this context, the ambient noise level constitutes the normal or existing level of environmental noise at a given location.
Community Noise Equivalent Level (CNEL): The average equivalent A-weighted sound level during a 24- hour day, obtained after addition of five (5) decibels to sound levels in the evening from 7:00 to 10:00 PM and after addition of ten (10) decibels to sound levels in the night before 7:00 AM and after 10:00 PM.
Decibel (dB): A unit for measuring the amplitude of a sound, equal to 20 times the logarithm to the base 10 of the ratio of the pressure of the sound measured to the reference pressure, which is 20 micro-pascals. dB(A): A-weighted sound level (see definition above).
Equivalent Sound Level (LEQ): The sound level corresponding to a steady noise level over a given sample period with the same amount of acoustic energy as the actual time varying noise level. The energy average noise level during the sample period.
Habitable Room: Any room meeting the requirements of the Uniform Building Code or other applicable regulations which is intended to be used for sleeping, living, cooking or dining purposes, excluding such enclosed spaces as closets, pantries, bath or toilet rooms, service rooms, connecting corridors, laundries, unfinished attics, foyers, storage spaces, cellars, utility rooms and similar spaces.
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6 L(n): The A-weighted sound level exceeded during a certain percentage of the sample time. For example, L10 in the sound level exceeded 10 percent of the sample time. Similarly L50, L90 and L99, etc.
Noise: Any unwanted sound or sound which is undesirable because it interferes with speech and hearing, or is intense enough to damage hearing, or is otherwise annoying. The State Noise Control Act defines noise as "...excessive undesirable sound...".
Outdoor Living Area: Outdoor spaces that are associated with residential land uses typically used for passive recreational activities or other noise-sensitive uses. Such spaces include patio areas, barbecue areas, jacuzzi areas, etc. associated with residential uses; outdoor patient recovery or resting areas associated with hospitals, convalescent hospitals, or rest homes; outdoor areas associated with places of worship which have a significant role in services or other noise-sensitive activities; and outdoor school facilities routinely used for educational purposes which may be adversely impacted by noise. Outdoor areas usually not included in this definition are: front yard areas, driveways, greenbelts, maintenance areas and storage areas associated with residential land uses; exterior areas at hospitals that are not used for patient activities; outdoor areas associated with places of worship and principally used for short-term social gatherings; and, outdoor areas associated with school facilities that are not typically associated with educational uses prone to adverse noise impacts (for example, school play yard areas).
Percent Noise Levels: See L(n).
Sound Level (Noise Level): The weighted sound pressure level obtained by use of a sound level meter having a standard frequency-filter for attenuating part of the sound spectrum.
Sound Level Meter: An instrument, including a microphone, an amplifier, an output meter, and frequency weighting networks for the measurement and determination of noise and sound levels.
Single Event Noise Exposure Level (SENEL): The dB(A) level which, if it lasted for one second, would produce the same A-weighted sound energy as the actual event.
2.7 Traffic Noise Prediction
Noise levels associated with traffic depends on a variety of factors: (1) volume of traffic, (2) speed of traffic, (3) auto, medium truck (2–3 axle) and heavy truck percentage (4 axle and greater), and sound propagation. The greater the volume of traffic, higher speeds and truck percentages equate to a louder volume in noise. A doubling of the Average Daily Traffic (ADT) along a roadway will increase noise levels by approximately 3 dB; reasons for this are discussed in the sections above.
2.8 Sound Propagation
As sound propagates from a source it spreads geometrically. Sound from a small, localized source (i.e., a point source) radiates uniformly outward as it travels away from the source in a spherical pattern. The sound level attenuates at a rate of 6 dB per doubling of distance. The movement of vehicles down a roadway makes the source of the sound appear to propagate from a line (i.e., line source) rather than a Fresno Southeast Regional Soccer Park
Noise Impact Study
City of Fresno, CA Fundamentals of Noise
7 point source. This line source results in the noise propagating from a roadway in a cylindrical spreading versus a spherical spreading that results from a point source. The sound level attenuates for a line source at a rate of 3 dB per doubling of distance.
As noise propagates from the source, it is affected by the ground and atmosphere. Noise models use hard site (reflective surfaces) and soft site (absorptive surfaces) to help calculate predicted noise levels.
Hard site conditions assume no excessive ground absorption between the noise source and the receiver.
Soft site conditions such as grass, soft dirt or landscaping attenuate noise at a rate of 1.5 dB per doubling of distance. When added to the geometric spreading, the excess ground attenuation results in an overall noise attenuation of 4.5 dB per doubling of distance for a line source and 7.5 dB per doubling of distance for a point source.
Research has demonstrated that atmospheric conditions can have a significant effect on noise levels when noise receivers are located 200 feet from a noise source. Wind, temperature, air humidity and turbulence can further impact have far sound can travel.
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City of Fresno, CA Regulatory Setting
8 3.0 Regulatory Setting
The proposed project is located in the City of Fresno and noise regulations are addressed through the efforts of various federal, state and local government agencies. The agencies responsible for regulating noise are discussed below.
3.1 Federal Regulations
The adverse impact of noise was officially recognized by the federal government in the Noise Control Act of 1972, which serves three purposes:
Publicize noise emission standards for interstate commerce Assist state and local abatement efforts
Promote noise education and research
The Federal Office of Noise Abatement and Control (ONAC) originally was tasked with implementing the Noise Control Act. However, it was eventually eliminated leaving other federal agencies and committees to develop noise policies and programs. Some examples of these agencies are as follows: The Department of Transportation (DOT) assumed a significant role in noise control through its various agencies. The Federal Aviation Agency (FAA) is responsible to regulate noise from aircraft and airports.
The Federal Highway Administration (FHWA) is responsible to regulate noise from the interstate highway system. The Occupational Safety and Health Administration (OSHA) is responsible for the prohibition of excessive noise exposure to workers.
The federal government advocates that local jurisdiction use their land use regulatory authority to arrange new development in such a way that “noise sensitive” uses are either prohibited from being constructed adjacent to a highway or, or alternatively that the developments are planned and constructed in such a manner that potential noise impacts are minimized.
Since the federal government has preempted the setting of standards for noise levels that can be emitted by the transportation source, the City is restricted to regulating the noise generated by the transportation system through nuisance abatement ordinances and land use planning.
3.2 State Regulations
Established in 1973, the California Department of Health Services Office of Noise Control (ONC) was instrumental in developing regularity tools to control and abate noise for use by local agencies. One significant model is the “Land Use Compatibility for Community Noise Environments Matrix.” The matrix allows the local jurisdiction to clearly delineate compatibility of sensitive uses with various incremental levels of noise.
The State of California has established noise insulation standards as outlined in Title 24 and the Uniform Building Code (UBC) which in some cases requires acoustical analyses to outline exterior noise levels and to ensure interior noise levels do not exceed the interior threshold. The State mandates that the legislative body of each county and city adopt a noise element as part of its comprehensive general plan.
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9 The local noise element must recognize the land use compatibility guidelines published by the State Department of Health Services. The guidelines rank noise land use compatibility in terms of normally acceptable, conditionally acceptable, normally unacceptable, and clearly unacceptable as illustrated in Exhibit D.
Exhibit D: Land Use Compatibility Guidelines
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City of Fresno, CA Regulatory Setting
10 3.3 City of Fresno Noise Regulations
The City of Fresno outlines their noise regulations and standards within the Noise Element from the General Plan and the Noise Ordinance from the Municipal Code.
City of Fresno General Plan
Applicable policies and standards governing environmental noise in the City are set forth in the General Plan Noise Element. Table 1 refers to the maximum exterior level due to transportation noise sources.
Table 1: Transportation (Non-Aircraft) Noise Sources
Land Use1 Maximum Exterior Noise
Level 1,2 (Ldn/CNEL dB)
Interior Spaces
Ldn/CNEL dB Leq dB
Residential 653 45 —
Transient Lodging 653 45 —
Medical Care Facility 653 45 —
Theater, Auditorium — — 35
Religious Assembly Facility, Meeting Hall 653 — 45
Office Buildings — — 45
Schools, Libraries, Museums — — 45
Notes:
1. Exterior noise areas
hg;Exclude: a) front and side yards and b) outdoor areas for projects along Bus Rapid Transit (BRT) corridors and/or within Activity Centers (where application of the standards will be detrimental to the realization of mixed-use, multi-modal oriented-objectives).
Include: a) rear yards and courtyards and b) balconies or roof decks (not adjacent to BRT), if they are included in on-site open space calculations.
2. Where the location of exterior areas is unknown or not applicable, the exterior noise level standard shall be applied at the property line.
3. While 65 db is the maximum level, projects should strive to reach 60 db.
Source: Fresno General Plan, Table 9-2.
Table 9-3 in the General Plan lists stationary noise source limits as 50 dBA during daytime. If the ambient noise exceeds or equals this table, the limit is the ambient plus 5.
This information is also in Section 15-2506 of the Municipal Code.
Objectives, Policies, and Implementation Measures
Policies and goals from the Safety and Noise Chapter that would mitigate potential impacts on noise include the following.
Objective NS-1 Protect the citizens of the City from the harmful and annoying effects of exposure to excessive noise.
NS-1-a Desirable and Generally Acceptable Exterior Noise Environment. Establish 65 dBA Ldn or CNEL as the standard for the desirable maximum average exterior noise levels for defined usable exterior areas of residential and noise-sensitive uses for noise, but designate 60 dBA Ldn or CNEL (measured at the property line) Fresno Southeast Regional Soccer Park
Noise Impact Study
City of Fresno, CA Regulatory Setting
11 for noise generated by stationary sources impinging upon residential and noisesensitive uses. Maintain 65 dBA Ldn or CNEL as the maximum average exterior noise levels for non-sensitive commercial land uses, and maintain 70 dBA Ldn or CNEL as maximum average exterior noise level for industrial land uses, both to be measured at the property line of parcels where noise is generated which may impinge on neighboring properties.
Commentary: The Noise Ordinance will define usable exterior areas for single family and multiple family residential and noise sensitive uses to include rear yards and other outdoor areas intended to accommodate leisure or active use, excluding front or side yard areas, and front or side porches. Balconies or roof decks facing front and side yards shall be included in designated areas to be protected from noise where these spaces are used to calculate compliance with required outdoor living area as required by adopted development standards.
NS-1-i Mitigation by New Development. Require an acoustical analysis where new development of industrial, commercial or other noise generating land uses (including transportation facilities such as roadways, railroads, and airports) may result in noise levels that exceed the noise level exposure criteria established by Tables 9-2 and 9-3 to determine impacts, and require developers to mitigate these impacts in conformance with Tables 9-2 and 9-3 as a condition of permit approval through appropriate means.
The screening of noise sources such as parking and loading facilities, outdoor activities, and mechanical equipment;
Providing increased setbacks for noise sources from adjacent dwellings; Installation of walls and landscaping that serve as noise buffers; Installation of soundproofing materials and doubleglazed windows; and Regulating operations, such as hours of operation, including deliveries and trash pickup
Alternative acoustical designs that achieve the prescribed noise level reduction may be approved by the City, provided a qualified Acoustical Consultant submits information demonstrating that the alternative designs will achieve and maintain the specific targets for outdoor activity areas and interior spaces. As a last resort, developers may propose to construct noise walls along roadways when compatible with aesthetic concerns and neighborhood character. This would be a developer responsibility, with no City funding.
NS-1-j Significance Threshold. Establish, as a threshold of significance for the City's environmental review process, that a significant increase in ambient noise levels is assumed if the project would increase noise levels in the immediate vicinity by 3 dB Ldn or CNEL or more above the ambient noise limits established in this Fresno Southeast Regional Soccer Park
Noise Impact Study
City of Fresno, CA Regulatory Setting
12 General Plan Update.
Commentary: When an increase in noise would result in a “significant” impact (increase of three dBA or more) to residents or businesses, then noise mitigation would be required to reduce noise exposure. If the increase in noise is less than three dBA, then the noise impact is considered insignificant and no noise mitigation is needed.
By setting a specific threshold of significance in the General Plan, this policy facilitates making a determination of environmental impact, as required by the California Environmental Quality Act. It helps the City determine whether (1) the potential impact of a development project on the noise environment warrants mitigation, or (2) a statement of overriding considerations will be required.
City of Fresno Municipal Code
Chapter 10, Article 1 outlines the noise regulations for the City of Fresno.
Section 10-102(b) Ambient Noise. "Ambient noise" is the all-encompassing noise associated with a given environment, being usually a composite of sounds from many sources near and far. For the purpose of this ordinance, ambient noise level is the level obtained when the noise level is averaged over a period of fifteen minutes, without inclusion of the offending noise, at the location and time of day at which a comparison with the offending noise is to be made. Where the ambient noise level is less than that designated in this section, however, the noise level specified herein shall be deemed to be the ambient noise level for that location.
Section 10-106: Any noise or sound exceeding the ambient noise level at the property line of any person offended thereby, or, if a condominium or apartment house, within any adjoining living unit, by more than five decibels shall be deemed to be prima facie evidence of a violation of Section 8-305.
Table 2: Presumed Ambient Levels
Construction Noise Regulations
Fresno Southeast Regional Soccer Park
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City of Fresno, CA Regulatory Setting
13 SEC. 10-105. Excessive Noise Prohibited. No person shall make, cause, or suffer or permit to be made or caused upon any premises or upon any public street, alley, or place within the city, any sound or noise which causes discomfort or annoyance to any reasonable person of normal sensitiveness residing or working in the area, unless such noise or sound is specifically authorized by or in accordance with this article. The provisions of this section shall apply to, but shall be limited to, the control, use, and operation of the following noise sources:
(d) Construction equipment or work, including the operation, use or employment of pile drivers, hammers, saws, drills, derricks, hoists, or similar construction equipment or tools SEC. 10-109. Exceptions. The provisions of this article shall not apply to:
(a) Construction, repair or remodeling work accomplished pursuant to a building, electrical, plumbing, mechanical, or other construction permit issued by the city or other governmental agency, or to site preparation and grading, provided such work takes place between the hours of 7:00 a.m. and 10:00 p.m. on any day except Sunday.
Fresno Southeast Regional Soccer Park
Noise Impact Study
City of Fresno, CA Study Method and Procedure
14 4.0 Study Method and Procedure
The following section describes the noise modeling procedures and assumptions used for this assessment.
4.1 SoundPLAN Noise Model (Operational Noise)
SoundPLAN acoustical modeling software was utilized to model project operational noise at nearby sensitive receptors. The SoundPLAN software utilizes algorithms (based on the inverse square law) to calculate noise level projections. It allows the user to input specific noise sources, spectral content, sound barriers, building placement, topography, and sensitive receptor locations. It also calculates noise level increases due to the reflection of noise from hard surfaces.
Measured and referenced sound level data was utilized to model the various stationary on-site noise sources associated with project operation.
Noise associated with proposed sport, recreational, and parking areas was modeled using SoundPLAN methodology which takes into consideration number of parking spaces and estimates the number of movements per hour per parking space. Modeling assumptions are summarized in Table 3. SoundPLAN noise modeling input and results are provided in Appendix B.
Table 3: SoundPLAN Modeling Assumptions
Noise Source Source Type Source Reference Reference Level (dBA) Leq Sound Power Level
North Parking Lot Area (SP Parking Tool) 1 movement per hour 95.7 South Parking Lot Area (SP Parking Tool) 1 movement per hour 98.5 Soccer Fields Area Source SP: Soccer game 92.9
Futsal Courts Area Source SP: Soccer game 88.5
Aquatic Center Area Source SP: Open-air swimming
pools, lawn 90.9
Playground Areas Point Source Playground 20 kids 78.0
Picnic Areas 2 Point Sources per Area Speaking, raised voice (beer garden) 70.0
Pickleball Courts Area Source Tennis court 83.0
Softball Stands Area Source Spectator area (seats) 100.5< Fitness Station Point Source Playground 20 kids 78.0
Sports Court Area Source Big play and sports areas
w. spectator
70.0 Source: SoundPLAN 8.2.
4.2 Traffic Noise Prediction Modeling
The FHWA Traffic Noise Prediction Model (FHWA-RD-77-108) was utilized to model future traffic noise levels on the project site and existing and existing plus project traffic noise volumes along roadways Fresno Southeast Regional Soccer Park
Noise Impact Study
City of Fresno, CA Study Method and Procedure
15 affected by project generated vehicle traffic. The FHWA model arrives at the predicted noise level through a series of adjustments to the Reference Energy Mean Emission Level (REMEL).
Project generated vehicle traffic will result in an incremental increase in ambient noise levels. Vehicles accessing the project site will primarily utilize S. Peach Avenue. Table 4 indicates the roadway parameters and vehicle distribution utilized for the modeling. Noise contours are used to provide a characterization of sound levels experienced at a set distance from the centerline of a subject roadway. They are intended to represent a worst-case scenario and do not take into account structures, sound walls, topography, and/or other sound attenuating features which may further reduce the actual noise level. Noise contours are developed for comparative purposes and are used to demonstrate potential increases/decreases along subject roadways as a result of a project. The referenced traffic data and traffic noise calculation worksheets outputs are located in Appendix A.
• Roadway classification – (e.g. freeway, major arterial, arterial, secondary, collector, etc.), • Roadway Active Width – (distance between the center of the outer most travel lanes on each side of the roadway)
• Average Daily Traffic Volumes (ADT), Speeds, Percentages of autos, medium and heavy trucks
• Roadway grade and angle of view
• Site Conditions (e.g. soft vs. hard)
• Percentage of total ADT which flows each hour through-out a 24-hour period Table 4: Roadway Parameters and Vehicle Distribution (Saturday) Roadway/Type Existing
ADT1
Existing + Project
ADT2
Future + Project
ADT3 Speed (MPH) Site Conditions
S. Peach Ave 8,250 10,700 16,050 40 Soft
Motor-Vehicle Type4 Daytime % Evening % Night % Total % of (7AM to 7 PM) (7 PM to 10 PM) (10 PM to 7 AM) Traffic Flow Automobiles 77.5 12.9 9.6 94.3
Medium Trucks 84.8 4.9 10.3 1.1
Heavy Trucks 86.5 2.7 10.8 4.5
Notes:
1. Existing Saturday ADT volumes from Kittelson & Associates, Inc. 2 Project trip generation provided in the traffic study prepared for the project (Kittelson & Associates, Inc. 2021). 3 Kittelson & Associates, Inc..
4 https://dot.ca.gov/programs/traffic-operations/census Fresno Southeast Regional Soccer Park
Noise Impact Study
City of Fresno, CA Existing Noise Environment
16 5.0 Existing Noise Environment
The existing noise environment due to traffic noise was calculated using the ADT levels provided by Kittelson & Associates, Inc. and the FHWA traffic noise model. All outdoor areas are 200 ft or more from the centerline of Peach Ave, so levels were projected at 200 ft. The existing level is 54.2 dBA Leq for daytime and 55.4 dBA CNEL. The expected ambient noise level without the project in 2035 is expected to be 56.4 dBA Leq for daytime and 57.6 dBA CNEL on the project site. Existing projections are provided in Appendix A.
The rail line only has two through trains a day, one during the day (6AM-6PM) and one at night (6PM - 6AM). The max speed of these trains is 25 mph. According to the Fresno General Plan, single event noise levels at a train crossing generally reach a maximum of 105-110 dBA at 100 ft from the track centerline due to the horn noise. Without the horn the levels are typically 85-90 dBA. The railway will only affect the ambient levels for a few minutes twice a day and is not representative of the typical noise levels for that area.
Fresno Southeast Regional Soccer Park
Noise Impact Study
City of Fresno, CA Construction Noise Impact
17 6.0 Future Noise Environment Impacts and Mitigation
This assessment analyzes future noise impacts to and from the project compares the results to the City’s Noise Standards. Traffic noise impacts are analyzed from the adjacent subject roadways. The analysis details the estimated exterior noise levels.
6.1 Traffic Noise Impact
The main source of ambient noise to the site is traffic noise along S. Peach Ave. All outdoor use areas are 200 feet or more from the centerline of S. Peach Ave. The CNEL levels in 2035 are projected to be 57.6 dBA at 200 feet from the centerline of the road, which is below the satisfactory level of 65 dBA CNEL for sports and park use.
The project will create approximately 2,450 daily trips on Saturday. The increase in traffic noise to surrounding sites as a result of the project is 0.7 dBA. It takes a change of 3 dBA or more to hear a perceptible difference. Therefore, the impact is less than significant.
6.2 Noise Impacts to Off-Site Receptors Due to Stationary Noise Sources The worst-case stationary noise was modeled using SoundPLAN 3D acoustical modeling software. This worst-case scenario models all operational noise operating at the same time for the full duration of an hour. The model utilizes the sound level data for the events specified within Section 4.2 of this report which includes parking, sports, and recreational activities. These activities together constitute the project’s daytime levels. There is an existing wall on the southern half of the houses to the east of the project site which was modelled at 6’ tall.
A total of four (4) receptors were modeled to accurately evaluate the proposed project’s operational noise impact to adjacent land uses, one source at each neighboring property line. A receptor is denoted by a yellow dot. Exhibit E shows the model with project only operational noise for day Leq.
Ambient levels were determined by the FHWA traffic noise model. Where the ambient noise was below the limits in Table 2 from Section 10-102(b) of the municipal code, the assumed ambient was used.
Project Operational Noise Levels
“Project only” noise levels calculated by SoundPLAN are in Exhibit E and illustrate how the noise will propagate at the site. Worst-case operational noise levels are anticipated to range between 47.6 to 50.1 dBA Leq at the receptors R1 – R4.
Project Plus Ambient Operational Noise Levels
Project plus ambient noise level projections are provided in Table 5 (next page). Noise levels are anticipated to range between 55.7 to 65.6 dBA Leq at the receptors R1 – R4. The noise projections are Fresno Southeast Regional Soccer Park
Noise Impact Study
City of Fresno, CA Construction Noise Impact
18 below the City’s noise limits in Section 10-106 of the Municipal Code, which allows for the ambient plus five dB.
Table 5: Worst-Case Evening Predicted Operational Noise Levels (dBA) Receptor1
2035 Ambient
Noise Level
(Evening)
(dBA, Leq(h))2
Project
Noise Level
(dBA, Leq(h))3
Total Combined
Noise Level
(dBA, Leq(h))
Evening
Stationary Noise
Limit (dBA, Leq (h))
Change in Noise
Level as Result of
Project
R1 55.0 47.6 55.7 +5 0.7
R2 55.0 49.5 56.1 +5 1.1
R3 55.0 47.7 55.7 +5 0.7
R4 65.5 50.1 65.6 +5 0.1
Notes:
1. Receptors 1-4 are residential.
2. Based on 2035 Peach traffic projections projected to the receptors.
3. See Exhibit E for the operational noise level projections at said receptors.
As already demonstrated in Table 5, the combined noise levels do not exceed the City’s noise limit given by Section 10-106 of the Municipal Code of +5 the ambient level where the ambient level is defined in Section 10-102. Therefore, the project’s impact is less than significant and no additional mitigation measures are required.
Exhibit E
Future Daytime Operational Noise Levels
19 Future Noise Environment Impacts and Mitigation
Fresno Southeast Regional Soccer Park
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County of Fresno, CA
Fresno Southeast Regional Soccer Park
Noise Impact Study
City of Fresno, CA Construction Noise Impact
20 7.0 Construction Noise Impact
The degree of construction noise may vary for different areas of the project site and also vary depending on the construction activities. Noise levels associated with the construction will vary with the different phases of construction.
7.1 Construction Noise
The Environmental Protection Agency (EPA) has compiled data regarding the noise generated characteristics of typical construction activities. The data is presented in Table 6.
Table 6: Typical Construction Noise Levels
Equipment Powered by Internal Combustion Engines1
Type Noise Levels (dBA) at 50 Feet
Earth Moving
Compactors (Rollers) 73 - 76
Front Loaders 73 - 84
Backhoes 73 - 92
Tractors 75 - 95
Scrapers, Graders 78 - 92
Pavers 85 - 87
Trucks 81 - 94
Materials Handling
Concrete Mixers 72 - 87
Concrete Pumps 81 - 83
Cranes (Movable) 72 - 86
Cranes (Derrick) 85 - 87
Stationary
Pumps 68 - 71
Generators 71 - 83
Compressors 75 - 86
Impact Equipment
Type Noise Levels (dBA) at 50 Feet
Saws 71 - 82
Vibrators 68 - 82
Notes:
1 Referenced Noise Levels from the Environmental Protection Agency (EPA) Construction noise is considered a short-term impact and would be considered significant if construction activities are taken outside the allowable times as described in the City’s Municipal Code (Section 10- 109(a)).
Construction is anticipated to occur during the permissible hours according the City’s Municipal Code.
Construction noise will have a temporary or periodic increase in the ambient noise level above the existing within the project vicinity. Furthermore, noise reduction measures are provided to further reduce construction noise (Section 7.3). The impact is considered less than significant.
Fresno Southeast Regional Soccer Park
Noise Impact Study
City of Fresno, CA Construction Noise Impact
21 7.2 Construction Noise Reduction Measures
Construction operations must follow the City’s General Plan and the Noise Ordinance, which states that construction, repair or excavation work performed must occur within the permissible hours. To further ensure that construction activities do not disrupt the adjacent land uses, the following measures should be taken:
1. Construction should occur during the permissible hours as defined in Section 10-109(a).
2. During construction, the contactor shall ensure all construction equipment is equipped with appropriate noise attenuating devices.
3. The contractor should locate equipment staging areas that will create the greatest distance between construction-related noise sources and sensitive receptors nearest the project site during all project construction.
4. Idling equipment should be turned off when not in use.
5. Equipment shall be maintained so that vehicles and their loads are secured from rattling and banging.
Fresno Southeast Regional Soccer Park
Noise Impact Study
City of Fresno, CA References
22 8.0 References
State of California General Plan Guidelines: 1998. Governor’s Office of Planning and Research City of Fresno: General Plan Noise Element.
City of Fresno: Noise Ordinance-Section 10-105 & 10-109.
Fresno Southeast Regional Soccer Park
Noise Impact Study
City of Fresno, CA
Appendix A:
Traffic Data
U. S. DOT CROSSING INVENTORY FORM
DEPARTMENT OF TRANSPORTATION
FEDERAL RAILROAD ADMINISTRATION OMB No. 2130-0017
Instructions for the initial reporting of the following types of new or previously unreported crossings: For public highway-rail grade crossings, complete the entire inventory Form. For private highway-rail grade crossings, complete the Header, Parts I and II, and the Submission Information section. For public pathway grade crossings (including pedestrian station grade crossings), complete the Header, Parts I and II, and the Submission Information section. For Private pathway grade crossings, complete the Header, Parts I and II, and the Submission Information section. For grade-separated highway-rail or pathway crossings (including pedestrian station crossings), complete the Header, Part I, and the Submission Information section. For changes to existing data, complete the Header, Part I Items 1-3, and the Submission Information section, in addition to the updated data fields. Note: For private crossings only, Part I Item 20 and Part III Item 2.K. are required unless otherwise noted. An asterisk * denotes an optional field.
A. Revision Date
(MM/DD/YYYY)
_____/_____/_________
B. Reporting Agency C. Reason for Update (Select only one) D. DOT Crossing Railroad Transit Change in Inventory Number
Data
New
Crossing
Closed No Train
Traffic
Quiet
Zone Update
State Other Re-Open Date
Change Only
Change in Primary
Operating RR
Admin.
Correction
Part I: Location and Classification Information
1. Primary Operating Railroad
_____________________________________________________
2. State
________________________________
3. County
____________________________________
4. City / Municipality
In
Near __________________________
5. Street/Road Name & Block Number
________________________________| __________________
(Street/Road Name) |* (Block Number)
6. Highway Type & No.
_______________________________________
7. Do Other Railroads Operate a Separate Track at Crossing? Yes No If Yes, Specify RR
____________, ____________, ____________, _____________
8. Do Other Railroads Operate Over Your Track at Crossing? Yes No If Yes, Specify RR
____________, ____________, ____________, _____________
9. Railroad Division or Region
None _______________________
10. Railroad Subdivision or District
None _______________________
11. Branch or Line Name
None _______________________
12. RR Milepost
_______|____________|____________
(prefix) | (nnnn.nnn) | (suffix)
13. Line Segment
*
_________________________
14. Nearest RR Timetable
Station *
__________________________
15. Parent RR (if applicable)
N/A _____________________________
16. Crossing Owner (if applicable)
N/A _________________________________
17. Crossing Type
Public
Private
18. Crossing Purpose
Highway
Pathway, Ped.
Station, Ped.
19. Crossing Position
At Grade
RR Under
RR Over
20. Public Access
(if Private Crossing)
Yes
No
21. Type of Train
Freight
Intercity Passenger
Commuter
Transit
Shared Use Transit
Tourist/Other
22. Average Passenger
Train Count Per Day
Less Than One Per Day
Number Per Day_____
23. Type of Land Use
Open Space Farm Residential Commercial Industrial Institutional Recreational RR Yard
24. Is there an Adjacent Crossing with a Separate Number? Yes No If Yes, Provide Crossing Number __________________
25. Quiet Zone (FRA provided)
No 24 Hr Partial Chicago Excused Date Established _________________
26. HSR Corridor ID
__________________ N/A
27. Latitude in decimal degrees
(WGS84 std: nn.nnnnnnn)
28. Longitude in decimal degrees
(WGS84 std: -nnn.nnnnnnn)
29. Lat/Long Source
Actual Estimated
30.A. Railroad Use * 31.A. State Use *
30.B. Railroad Use * 31.B. State Use *
30.C. Railroad Use * 31.C. State Use *
30.D. Railroad Use * 31.D. State Use *
32.A. Narrative (Railroad Use) * 32.B. Narrative (State Use) *
33. Emergency Notification Telephone No. (posted)
_________________________________
34. Railroad Contact (Telephone No.)
______________________________________
35. State Contact (Telephone No.)
_________________________________
Part II: Railroad Information
1. Estimated Number of Daily Train Movements
1.A. Total Day Thru Trains
(6 AM to 6 PM)
__________
1.B. Total Night Thru Trains
(6 PM to 6 AM)
__________
1.C. Total Switching Trains
__________
1.D. Total Transit Trains
__________
1.E. Check if Less Than
One Movement Per Day
How many trains per week? ______
2. Year of Train Count Data (YYYY)
__________
3. Speed of Train at Crossing
3.A. Maximum Timetable Speed (mph) __________
3.B. Typical Speed Range Over Crossing (mph) From __________ to __________
4. Type and Count of Tracks
Main __________ Siding __________ Yard __________ Transit __________ Industry __________
5. Train Detection (Main Track only)
Constant Warning Time Motion Detection AFO PTC DC Other None
6. Is Track Signaled?
Yes No
7.A. Event Recorder
Yes No
7.B. Remote Health Monitoring
Yes No
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FORM FRA F 6180.71 (Rev. 08/03/2016) OMB approval expires 11/30/2022 Page 2 OF 2 U. S. DOT CROSSING INVENTORY FORM
A. Revision Date (MM/DD/YYYY) PAGE 2 D. Crossing Inventory Number (7 char.) Part III: Highway or Pathway Traffic Control Device Information
1. Are there
Signs or Signals?
Yes No
2. Types of Passive Traffic Control Devices associated with the Crossing
2.A. Crossbuck
Assemblies (count)
2.B. STOP Signs (R1-1)
(count)
2.C. YIELD Signs (R1-2)
(count)
2.D. Advance Warning Signs (Check all that apply; include count) None W10-1 ________ W10-3 ________ W10-11 __________
W10-2 ________ W10-4 ________ W10-12 __________
2.E. Low Ground Clearance Sign
(W10-5)
Yes (count_______)
No
2.F. Pavement Markings 2.G. Channelization
Devices/Medians
2.H. EXEMPT Sign
(R15-3)
Yes
No
2.I. ENS Sign (I-13)
Displayed
Yes
No
Stop Lines
RR Xing Symbols
Dynamic Envelope
None
All Approaches
One Approach
Median
None
2.J. Other MUTCD Signs Yes No 2.K. Private Crossing Signs (if private)
Yes No
2.L. LED Enhanced Signs (List types)
Specify Type _______________
Specify Type _______________
Specify Type _______________
Count __________
Count __________
Count __________
3. Types of Train Activated Warning Devices at the Grade Crossing (specify count of each device for all that apply)
3.A. Gate Arms
(count)
Roadway _____
Pedestrian _____
3.B. Gate Configuration 3.C. Cantilevered (or Bridged) Flashing Light Structures (count)
3.D. Mast Mounted Flashing Lights
(count of masts) _________
3.E. Total Count of
Flashing Light Pairs
2 Quad
3 Quad
4 Quad
Full (Barrier)
Resistance
Median Gates
Over Traffic Lane _____
Not Over Traffic Lane _____
Incandescent
LED
Incandescent
Back Lights Included
LED
Side Lights
Included
3.F. Installation Date of Current
Active Warning Devices: (MM/YYYY)
______/___________ Not Required
3.G. Wayside Horn 3.H. Highway Traffic Signals Controlling Crossing
Yes No
3.I. Bells
(count) Yes
No
Installed on (MM/YYYY) ______/__________
3.J. Non-Train Active Warning
Flagging/Flagman Manually Operated Signals Watchman Floodlighting None
3.K. Other Flashing Lights or Warning Devices
Count ___________ Specify type ______________________
4.A. Does nearby Hwy
Intersection have
Traffic Signals?
Yes No
4.B. Hwy Traffic Signal
Interconnection
Not Interconnected
For Traffic Signals
For Warning Signs
4.C. Hwy Traffic Signal Preemption 5. Highway Traffic Pre-Signals Yes No
6. Highway Monitoring Devices
(Check all that apply)
Yes - Photo/Video Recording
Yes – Vehicle Presence Detection
None
Simultaneous
Advance
Storage Distance * ____________
Stop Line Distance * ____________
Part IV: Physical Characteristics
1. Traffic Lanes Crossing Railroad One-way Traffic
Two-way Traffic
Number of Lanes _______ Divided Traffic
2. Is Roadway/Pathway
Paved?
Yes No
3. Does Track Run Down a Street?
Yes No
4. Is Crossing Illuminated? (Street
lights within approx. 50 feet from
nearest rail) Yes No
5. Crossing Surface (on Main Track, multiple types allowed) Installation Date * (MM/YYYY) _______/__________ Width * ______________ Length * _______________ 1 Timber 2 Asphalt 3 Asphalt and Timber 4 Concrete 5 Concrete and Rubber 6 Rubber 7 Metal 8 Unconsolidated 9 Composite 10 Other (specify) ________________________________________________________
6. Intersecting Roadway within 500 feet?
Yes No If Yes, Approximate Distance (feet) _________________
7. Smallest Crossing Angle
0° – 29° 30° – 59° 60° - 90°
8. Is Commercial Power Available? *
Yes No
Part V: Public Highway Information
1. Highway System
(01) Interstate Highway System
(02) Other Nat Hwy System (NHS)
(03) Federal AID, Not NHS
(08) Non-Federal Aid
2. Functional Classification of Road at Crossing
(0) Rural (1) Urban
(1) Interstate (5) Major Collector
(2) Other Freeways and Expressways
(3) Other Principal Arterial (6) Minor Collector
(4) Minor Arterial (7) Local
3. Is Crossing on State Highway
System?
Yes No
4. Highway Speed Limit
___________ MPH
Posted Statutory
5. Linear Referencing System (LRS Route ID) *
6. LRS Milepost *
7. Annual Average Daily Traffic (AADT)
Year _______ AADT _____________
8. Estimated Percent Trucks
___________________ %
9. Regularly Used by School Buses?
Yes No Average Number per Day ___________
10. Emergency Services Route
Yes No
Submission Information - This information is used for administrative purposes and is not available on the public website.
Submitted by __________________________________ Organization _______________________________________ Phone _______________ Date _____________ Public reporting burden for this information collection is estimated to average 30 minutes per response, including the time for reviewing instructions, searching existing data sources, gathering and maintaining the data needed and completing and reviewing the collection of information. According to the Paperwork Reduction Act of 1995, a federal agency may not conduct or sponsor, and a person is not required to, nor shall a person be subject to a penalty for failure to comply with, a collection of information unless it displays a currently valid OMB control number. The valid OMB control number for information collection is 2130-0017. Send comments regarding this burden estimate or any other aspect of this collection, including for reducing this burden to: Information Collection Officer, Federal Railroad Administration, 1200 New Jersey Ave. SE, MS-25 Washington, DC 20590.
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1988 006400 20 ✘ 0
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
PROJECT: FRESNO SOCCOR COMPLEX JOB #: 0462-20-24
ROADWAY: S. PEACH AVE DATE: 11-Jan-21
LOCATION: 2021 E ENGINEER:M. Dickerson
ADT = 8,250 RECEIVER DISTANCE = 200
SPEED = 40 DIST C/L TO WALL = 50
PK HR % = 10 RECEIVER HEIGHT = 5.0
NEAR LANE/FAR LANE DIST = 20 WALL DISTANCE FROM RECEIVER = 150 ROAD ELEVATION = 0.0 PAD ELEVATION = 0.5
GRADE = 1.0 % ROADWAY VIEW: LF ANGLE= -90
PK HR VOL = 825 RT ANGLE= 90
DF ANGLE= 180
AUTOMOBILES = 15 HTH WALL= 0.0
MEDIUM TRUCKS = 15 (10 = HARD SITE, 15 = SOFT SITE) AMBIENT= 0.0 HEAVY TRUCKS = 15 BARRIER = 0 (0 = WALL, 1 = BERM)
VEHICLE TYPE EVENING NIGHT DAILY VEHICLE TYPE HEIGHT SLE DISTANCE AUTOMOBILES 0.129 0.096 0.9742 AUTOMOBILES 2.0 199.78
MEDIUM TRUCKS 0.049 0.103 0.0184 MEDIUM TRUCKS 4.0 199.76 HEAVY TRUCKS 0.027 0.108 0.0074 HEAVY TRUCKS 8.0 199.77
VEHICLE TYPE PK HR LEQ DAY LEQ EVEN LEQ NIGHT LEQ LDN CNEL AUTOMOBILES 54.8 52.9 51.1 45.0 53.7 54.3
MEDIUM TRUCKS 46.5 45.0 38.6 37.1 45.5 45.8
HEAVY TRUCKS 47.4 45.9 36.9 38.2 46.5 46.6
NOISE LEVELS (dBA) 56.0 54.2 51.5 46.4 55.0 55.4
VEHICLE TYPE PK HR LEQ DAY LEQ EVEN LEQ NIGHT LEQ LDN CNEL AUTOMOBILES 54.8 52.9 51.1 45.0 53.7 54.3
MEDIUM TRUCKS 46.5 45.0 38.6 37.1 45.5 45.8
HEAVY TRUCKS 47.4 45.9 36.9 38.2 46.5 46.6
NOISE LEVELS (dBA) 56.0 54.2 51.5 46.4 55.0 55.4
NOISE LEVELS 70 dBA 65 dBA 60 dBA 55 dBA
CNEL 21 46 99 214
LDN 20 43 92 199
NOISE INPUT DATA
ROADWAY CONDITIONS RECEIVER INPUT DATA
SITE CONDITIONS WALL INFORMATION
VEHICLE MIX DATA MISC. VEHICLE INFO
0.775 - -
DAY GRADE ADJUSTMENT
NOISE CONTOUR (FT)
- -
0.00 0.848
0.865
NOISE OUTPUT DATA
NOISE IMPACTS (WITHOUT TOPO OR BARRIER SHIELDING)
NOISE IMPACTS (WITH TOPO AND BARRIER SHIELDING)
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
PROJECT: FRESNO SOCCOR COMPLEX JOB #: 0462-20-24
ROADWAY: S. PEACH AVE DATE: 11-Jan-21
LOCATION: 2021 E+P ENGINEER:M. Dickerson
ADT = 10,700 RECEIVER DISTANCE = 200
SPEED = 40 DIST C/L TO WALL = 50
PK HR % = 10 RECEIVER HEIGHT = 5.0
NEAR LANE/FAR LANE DIST = 20 WALL DISTANCE FROM RECEIVER = 150 ROAD ELEVATION = 0.0 PAD ELEVATION = 0.5
GRADE = 1.0 % ROADWAY VIEW: LF ANGLE= -90
PK HR VOL = 1,070 RT ANGLE= 90
DF ANGLE= 180
AUTOMOBILES = 15 HTH WALL= 0.0
MEDIUM TRUCKS = 15 (10 = HARD SITE, 15 = SOFT SITE) AMBIENT= 0.0 HEAVY TRUCKS = 15 BARRIER = 0 (0 = WALL, 1 = BERM)
VEHICLE TYPE EVENING NIGHT DAILY VEHICLE TYPE HEIGHT SLE DISTANCE AUTOMOBILES 0.129 0.096 0.9742 AUTOMOBILES 2.0 199.78
MEDIUM TRUCKS 0.049 0.103 0.0184 MEDIUM TRUCKS 4.0 199.76 HEAVY TRUCKS 0.027 0.108 0.0074 HEAVY TRUCKS 8.0 199.77
VEHICLE TYPE PK HR LEQ DAY LEQ EVEN LEQ NIGHT LEQ LDN CNEL AUTOMOBILES 55.9 54.0 52.2 46.2 54.8 55.4
MEDIUM TRUCKS 47.6 46.1 39.7 38.2 46.6 46.9
HEAVY TRUCKS 48.5 47.1 38.0 39.3 47.6 47.8
NOISE LEVELS (dBA) 57.1 55.3 52.6 47.5 56.1 56.6
VEHICLE TYPE PK HR LEQ DAY LEQ EVEN LEQ NIGHT LEQ LDN CNEL AUTOMOBILES 55.9 54.0 52.2 46.2 54.8 55.4
MEDIUM TRUCKS 47.6 46.1 39.7 38.2 46.6 46.9
HEAVY TRUCKS 48.5 47.1 38.0 39.3 47.6 47.8
NOISE LEVELS (dBA) 57.1 55.3 52.6 47.5 56.1 56.6
NOISE LEVELS 70 dBA 65 dBA 60 dBA 55 dBA
CNEL 25 55 118 255
LDN 24 51 110 236
NOISE CONTOUR (FT)
DAY GRADE ADJUSTMENT
0.775 - -
0.848 - -
0.865 0.00
NOISE OUTPUT DATA
NOISE IMPACTS (WITHOUT TOPO OR BARRIER SHIELDING)
NOISE IMPACTS (WITH TOPO AND BARRIER SHIELDING)
VEHICLE MIX DATA MISC. VEHICLE INFO
NOISE INPUT DATA
ROADWAY CONDITIONS RECEIVER INPUT DATA
SITE CONDITIONS WALL INFORMATION
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
PROJECT: FRESNO SOCCOR COMPLEX JOB #: 0462-20-24
ROADWAY: S. PEACH AVE DATE: 11-Jan-21
LOCATION: 2035 E ENGINEER:M. Dickerson
ADT = 13,600 RECEIVER DISTANCE = 200
SPEED = 40 DIST C/L TO WALL = 50
PK HR % = 10 RECEIVER HEIGHT = 5.0
NEAR LANE/FAR LANE DIST = 20 WALL DISTANCE FROM RECEIVER = 150 ROAD ELEVATION = 0.0 PAD ELEVATION = 0.5
GRADE = 1.0 % ROADWAY VIEW: LF ANGLE= -90
PK HR VOL = 1,360 RT ANGLE= 90
DF ANGLE= 180
AUTOMOBILES = 15 HTH WALL= 0.0
MEDIUM TRUCKS = 15 (10 = HARD SITE, 15 = SOFT SITE) AMBIENT= 0.0 HEAVY TRUCKS = 15 BARRIER = 0 (0 = WALL, 1 = BERM)
VEHICLE TYPE EVENING NIGHT DAILY VEHICLE TYPE HEIGHT SLE DISTANCE AUTOMOBILES 0.129 0.096 0.9742 AUTOMOBILES 2.0 199.78
MEDIUM TRUCKS 0.049 0.103 0.0184 MEDIUM TRUCKS 4.0 199.76 HEAVY TRUCKS 0.027 0.108 0.0074 HEAVY TRUCKS 8.0 199.77
VEHICLE TYPE PK HR LEQ DAY LEQ EVEN LEQ NIGHT LEQ LDN CNEL AUTOMOBILES 56.9 55.0 53.3 47.2 55.8 56.4
MEDIUM TRUCKS 48.6 47.1 40.8 39.2 47.7 47.9
HEAVY TRUCKS 49.5 48.1 39.1 40.3 48.7 48.8
NOISE LEVELS (dBA) 58.2 56.4 53.7 48.6 57.1 57.6
VEHICLE TYPE PK HR LEQ DAY LEQ EVEN LEQ NIGHT LEQ LDN CNEL AUTOMOBILES 56.9 55.0 53.3 47.2 55.8 56.4
MEDIUM TRUCKS 48.6 47.1 40.8 39.2 47.7 47.9
HEAVY TRUCKS 49.5 48.1 39.1 40.3 48.7 48.8
NOISE LEVELS (dBA) 58.2 56.4 53.7 48.6 57.1 57.6
NOISE LEVELS 70 dBA 65 dBA 60 dBA 55 dBA
CNEL 30 64 139 299
LDN 28 60 129 277
NOISE CONTOUR (FT)
DAY GRADE ADJUSTMENT
0.775 - -
0.848 - -
0.865 0.00
NOISE OUTPUT DATA
NOISE IMPACTS (WITHOUT TOPO OR BARRIER SHIELDING)
NOISE IMPACTS (WITH TOPO AND BARRIER SHIELDING)
VEHICLE MIX DATA MISC. VEHICLE INFO
NOISE INPUT DATA
ROADWAY CONDITIONS RECEIVER INPUT DATA
SITE CONDITIONS WALL INFORMATION
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
PROJECT: FRESNO SOCCOR COMPLEX JOB #: 0462-20-24
ROADWAY: S. PEACH AVE DATE: 11-Jan-21
LOCATION: 2035 E+P ENGINEER:M. Dickerson
ADT = 16,050 RECEIVER DISTANCE = 200
SPEED = 40 DIST C/L TO WALL = 50
PK HR % = 10 RECEIVER HEIGHT = 5.0
NEAR LANE/FAR LANE DIST = 20 WALL DISTANCE FROM RECEIVER = 150 ROAD ELEVATION = 0.0 PAD ELEVATION = 0.5
GRADE = 1.0 % ROADWAY VIEW: LF ANGLE= -90
PK HR VOL = 1,605 RT ANGLE= 90
DF ANGLE= 180
AUTOMOBILES = 15 HTH WALL= 0.0
MEDIUM TRUCKS = 15 (10 = HARD SITE, 15 = SOFT SITE) AMBIENT= 0.0 HEAVY TRUCKS = 15 BARRIER = 0 (0 = WALL, 1 = BERM)
VEHICLE TYPE EVENING NIGHT DAILY VEHICLE TYPE HEIGHT SLE DISTANCE AUTOMOBILES 0.129 0.096 0.9742 AUTOMOBILES 2.0 199.78
MEDIUM TRUCKS 0.049 0.103 0.0184 MEDIUM TRUCKS 4.0 199.76 HEAVY TRUCKS 0.027 0.108 0.0074 HEAVY TRUCKS 8.0 199.77
VEHICLE TYPE PK HR LEQ DAY LEQ EVEN LEQ NIGHT LEQ LDN CNEL AUTOMOBILES 57.6 55.7 54.0 47.9 56.6 57.2
MEDIUM TRUCKS 49.4 47.9 41.5 39.9 48.4 48.6
HEAVY TRUCKS 50.3 48.8 39.8 41.0 49.4 49.5
NOISE LEVELS (dBA) 58.9 57.1 54.4 49.3 57.8 58.3
VEHICLE TYPE PK HR LEQ DAY LEQ EVEN LEQ NIGHT LEQ LDN CNEL AUTOMOBILES 57.6 55.7 54.0 47.9 56.6 57.2
MEDIUM TRUCKS 49.4 47.9 41.5 39.9 48.4 48.6
HEAVY TRUCKS 50.3 48.8 39.8 41.0 49.4 49.5
NOISE LEVELS (dBA) 58.9 57.1 54.4 49.3 57.8 58.3
NOISE LEVELS 70 dBA 65 dBA 60 dBA 55 dBA
CNEL 33 72 155 334
LDN 31 67 144 309
NOISE CONTOUR (FT)
DAY GRADE ADJUSTMENT
0.775 - -
0.848 - -
0.865 0.00
NOISE OUTPUT DATA
NOISE IMPACTS (WITHOUT TOPO OR BARRIER SHIELDING)
NOISE IMPACTS (WITH TOPO AND BARRIER SHIELDING)
VEHICLE MIX DATA MISC. VEHICLE INFO
NOISE INPUT DATA
ROADWAY CONDITIONS RECEIVER INPUT DATA
SITE CONDITIONS WALL INFORMATION
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
PROJECT: FRESNO SOCCOR COMPLEX JOB #: 0462-20-24
ROADWAY: S. PEACH AVE DATE: 11-Jan-21
LOCATION: R1 ENGINEER:M. Dickerson
ADT = 13,600 RECEIVER DISTANCE = 1,300
SPEED = 40 DIST C/L TO WALL = 50
PK HR % = 10 RECEIVER HEIGHT = 5.0
NEAR LANE/FAR LANE DIST = 20 WALL DISTANCE FROM RECEIVER = 1,250 ROAD ELEVATION = 0.0 PAD ELEVATION = 0.5
GRADE = 1.0 % ROADWAY VIEW: LF ANGLE= -90
PK HR VOL = 1,360 RT ANGLE= 90
DF ANGLE= 180
AUTOMOBILES = 15 HTH WALL= 0.0
MEDIUM TRUCKS = 15 (10 = HARD SITE, 15 = SOFT SITE) AMBIENT= 0.0 HEAVY TRUCKS = 15 BARRIER = 0 (0 = WALL, 1 = BERM)
VEHICLE TYPE EVENING NIGHT DAILY VEHICLE TYPE HEIGHT SLE DISTANCE AUTOMOBILES 0.129 0.096 0.9742 AUTOMOBILES 2.0 1299.97
MEDIUM TRUCKS 0.049 0.103 0.0184 MEDIUM TRUCKS 4.0 1299.96 HEAVY TRUCKS 0.027 0.108 0.0074 HEAVY TRUCKS 8.0 1299.96
VEHICLE TYPE PK HR LEQ DAY LEQ EVEN LEQ NIGHT LEQ LDN CNEL AUTOMOBILES 44.7 42.8 41.1 35.0 43.6 44.2
MEDIUM TRUCKS 36.4 34.9 28.6 27.0 35.5 35.7
HEAVY TRUCKS 37.3 35.9 26.9 28.1 36.5 36.6
NOISE LEVELS (dBA) 46.0 44.2 41.5 36.4 44.9 45.4
VEHICLE TYPE PK HR LEQ DAY LEQ EVEN LEQ NIGHT LEQ LDN CNEL AUTOMOBILES 44.7 42.8 41.1 35.0 43.6 44.2
MEDIUM TRUCKS 36.4 34.9 28.6 27.0 35.5 35.7
HEAVY TRUCKS 37.3 35.9 26.9 28.1 36.5 36.6
NOISE LEVELS (dBA) 46.0 44.2 41.5 36.4 44.9 45.4
NOISE LEVELS 70 dBA 65 dBA 60 dBA 55 dBA
CNEL 30 64 139 299
LDN 28 60 128 277
0.865 0.00
NOISE OUTPUT DATA
NOISE IMPACTS (WITHOUT TOPO OR BARRIER SHIELDING)
NOISE IMPACTS (WITH TOPO AND BARRIER SHIELDING)
NOISE CONTOUR (FT)
DAY GRADE ADJUSTMENT
0.775 - -
0.848 - -
NOISE INPUT DATA
ROADWAY CONDITIONS RECEIVER INPUT DATA
SITE CONDITIONS WALL INFORMATION
VEHICLE MIX DATA MISC. VEHICLE INFO
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
PROJECT: FRESNO SOCCOR COMPLEX JOB #: 0462-20-24
ROADWAY: S. PEACH AVE DATE: 11-Jan-21
LOCATION: R2 ENGINEER:M. Dickerson
ADT = 13,600 RECEIVER DISTANCE = 200
SPEED = 40 DIST C/L TO WALL = 50
PK HR % = 10 RECEIVER HEIGHT = 5.0
NEAR LANE/FAR LANE DIST = 20 WALL DISTANCE FROM RECEIVER = 150 ROAD ELEVATION = 0.0 PAD ELEVATION = 0.5
GRADE = 1.0 % ROADWAY VIEW: LF ANGLE= -90
PK HR VOL = 1,360 RT ANGLE= 90
DF ANGLE= 180
AUTOMOBILES = 15 HTH WALL= 0.0
MEDIUM TRUCKS = 15 (10 = HARD SITE, 15 = SOFT SITE) AMBIENT= 0.0 HEAVY TRUCKS = 15 BARRIER = 0 (0 = WALL, 1 = BERM)
VEHICLE TYPE EVENING NIGHT DAILY VEHICLE TYPE HEIGHT SLE DISTANCE AUTOMOBILES 0.129 0.096 0.9742 AUTOMOBILES 2.0 199.78
MEDIUM TRUCKS 0.049 0.103 0.0184 MEDIUM TRUCKS 4.0 199.76 HEAVY TRUCKS 0.027 0.108 0.0074 HEAVY TRUCKS 8.0 199.77
VEHICLE TYPE PK HR LEQ DAY LEQ EVEN LEQ NIGHT LEQ LDN CNEL AUTOMOBILES 56.9 55.0 53.3 47.2 55.8 56.4
MEDIUM TRUCKS 48.6 47.1 40.8 39.2 47.7 47.9
HEAVY TRUCKS 49.5 48.1 39.1 40.3 48.7 48.8
NOISE LEVELS (dBA) 58.2 56.4 53.7 48.6 57.1 57.6
VEHICLE TYPE PK HR LEQ DAY LEQ EVEN LEQ NIGHT LEQ LDN CNEL AUTOMOBILES 56.9 55.0 53.3 47.2 55.8 56.4
MEDIUM TRUCKS 48.6 47.1 40.8 39.2 47.7 47.9
HEAVY TRUCKS 49.5 48.1 39.1 40.3 48.7 48.8
NOISE LEVELS (dBA) 58.2 56.4 53.7 48.6 57.1 57.6
NOISE LEVELS 70 dBA 65 dBA 60 dBA 55 dBA
CNEL 30 64 139 299
LDN 28 60 129 277
0.865 0.00
NOISE OUTPUT DATA
NOISE IMPACTS (WITHOUT TOPO OR BARRIER SHIELDING)
NOISE IMPACTS (WITH TOPO AND BARRIER SHIELDING)
NOISE CONTOUR (FT)
DAY GRADE ADJUSTMENT
0.775 - -
0.848 - -
NOISE INPUT DATA
ROADWAY CONDITIONS RECEIVER INPUT DATA
SITE CONDITIONS WALL INFORMATION
VEHICLE MIX DATA MISC. VEHICLE INFO
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
PROJECT: FRESNO SOCCOR COMPLEX JOB #: 0462-20-24
ROADWAY: S. PEACH AVE DATE: 11-Jan-21
LOCATION: R3 ENGINEER:M. Dickerson
ADT = 13,600 RECEIVER DISTANCE = 200
SPEED = 40 DIST C/L TO WALL = 50
PK HR % = 10 RECEIVER HEIGHT = 5.0
NEAR LANE/FAR LANE DIST = 20 WALL DISTANCE FROM RECEIVER = 150 ROAD ELEVATION = 0.0 PAD ELEVATION = 0.5
GRADE = 1.0 % ROADWAY VIEW: LF ANGLE= -90
PK HR VOL = 1,360 RT ANGLE= 90
DF ANGLE= 180
AUTOMOBILES = 15 HTH WALL= 0.0
MEDIUM TRUCKS = 15 (10 = HARD SITE, 15 = SOFT SITE) AMBIENT= 0.0 HEAVY TRUCKS = 15 BARRIER = 0 (0 = WALL, 1 = BERM)
VEHICLE TYPE EVENING NIGHT DAILY VEHICLE TYPE HEIGHT SLE DISTANCE AUTOMOBILES 0.129 0.096 0.9742 AUTOMOBILES 2.0 199.78
MEDIUM TRUCKS 0.049 0.103 0.0184 MEDIUM TRUCKS 4.0 199.76 HEAVY TRUCKS 0.027 0.108 0.0074 HEAVY TRUCKS 8.0 199.77
VEHICLE TYPE PK HR LEQ DAY LEQ EVEN LEQ NIGHT LEQ LDN CNEL AUTOMOBILES 56.9 55.0 53.3 47.2 55.8 56.4
MEDIUM TRUCKS 48.6 47.1 40.8 39.2 47.7 47.9
HEAVY TRUCKS 49.5 48.1 39.1 40.3 48.7 48.8
NOISE LEVELS (dBA) 58.2 56.4 53.7 48.6 57.1 57.6
VEHICLE TYPE PK HR LEQ DAY LEQ EVEN LEQ NIGHT LEQ LDN CNEL AUTOMOBILES 56.9 55.0 53.3 47.2 55.8 56.4
MEDIUM TRUCKS 48.6 47.1 40.8 39.2 47.7 47.9
HEAVY TRUCKS 49.5 48.1 39.1 40.3 48.7 48.8
NOISE LEVELS (dBA) 58.2 56.4 53.7 48.6 57.1 57.6
NOISE LEVELS 70 dBA 65 dBA 60 dBA 55 dBA
CNEL 30 64 139 299
LDN 28 60 129 277
0.865 0.00
NOISE OUTPUT DATA
NOISE IMPACTS (WITHOUT TOPO OR BARRIER SHIELDING)
NOISE IMPACTS (WITH TOPO AND BARRIER SHIELDING)
NOISE CONTOUR (FT)
DAY GRADE ADJUSTMENT
0.775 - -
0.848 - -
NOISE INPUT DATA
ROADWAY CONDITIONS RECEIVER INPUT DATA
SITE CONDITIONS WALL INFORMATION
VEHICLE MIX DATA MISC. VEHICLE INFO
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
PROJECT: FRESNO SOCCOR COMPLEX JOB #: 0462-20-24
ROADWAY: S. PEACH AVE DATE: 11-Jan-21
LOCATION: R4 ENGINEER:M. Dickerson
ADT = 13,600 RECEIVER DISTANCE = 50
SPEED = 40 DIST C/L TO WALL = 50
PK HR % = 10 RECEIVER HEIGHT = 5.0
NEAR LANE/FAR LANE DIST = 20 WALL DISTANCE FROM RECEIVER = 0 ROAD ELEVATION = 0.0 PAD ELEVATION = 0.5
GRADE = 1.0 % ROADWAY VIEW: LF ANGLE= -90
PK HR VOL = 1,360 RT ANGLE= 90
DF ANGLE= 180
AUTOMOBILES = 15 HTH WALL= 0.0
MEDIUM TRUCKS = 15 (10 = HARD SITE, 15 = SOFT SITE) AMBIENT= 0.0 HEAVY TRUCKS = 15 BARRIER = 0 (0 = WALL, 1 = BERM)
VEHICLE TYPE EVENING NIGHT DAILY VEHICLE TYPE HEIGHT SLE DISTANCE AUTOMOBILES 0.129 0.096 0.9742 AUTOMOBILES 2.0 49.11
MEDIUM TRUCKS 0.049 0.103 0.0184 MEDIUM TRUCKS 4.0 49.01 HEAVY TRUCKS 0.027 0.108 0.0074 HEAVY TRUCKS 8.0 49.05
VEHICLE TYPE PK HR LEQ DAY LEQ EVEN LEQ NIGHT LEQ LDN CNEL AUTOMOBILES 66.1 64.2 62.4 56.3 65.0 65.6
MEDIUM TRUCKS 57.8 56.3 49.9 48.4 56.8 57.1
HEAVY TRUCKS 58.7 57.3 48.2 49.5 57.8 58.0
NOISE LEVELS (dBA) 67.3 65.5 62.8 57.7 66.3 66.8
VEHICLE TYPE PK HR LEQ DAY LEQ EVEN LEQ NIGHT LEQ LDN CNEL AUTOMOBILES 66.1 64.2 62.4 56.3 65.0 65.6
MEDIUM TRUCKS 57.8 56.3 49.9 48.4 56.8 57.1
HEAVY TRUCKS 58.7 57.3 48.2 49.5 57.8 58.0
NOISE LEVELS (dBA) 67.3 65.5 62.8 57.7 66.3 66.8
NOISE LEVELS 70 dBA 65 dBA 60 dBA 55 dBA
CNEL 30 66 141 304
LDN 28 61 131 282
0.865 0.00
NOISE OUTPUT DATA
NOISE IMPACTS (WITHOUT TOPO OR BARRIER SHIELDING)
NOISE IMPACTS (WITH TOPO AND BARRIER SHIELDING)
NOISE CONTOUR (FT)
DAY GRADE ADJUSTMENT
0.775 - -
0.848 - -
NOISE INPUT DATA
ROADWAY CONDITIONS RECEIVER INPUT DATA
SITE CONDITIONS WALL INFORMATION
VEHICLE MIX DATA MISC. VEHICLE INFO
Fresno Southeast Regional Soccer Park
Noise Impact Study
City of Fresno, CA
Appendix B:
SoundPLAN Input/Outputs
Fresno Soccer Park
Octave spectra of the sources in dB(A) - Situation 2: Outdoor SP 3 Name Source type l or A
m,m²
Li
dB(A)
R'w
dB
L'w
dB(A)
Lw
dB(A)
KI
dB
KT
dB
LwMax
dB(A)
DO-Wall
dB
Time histogram Emission spectrum 63Hz
dB(A)
125Hz
dB(A)
250Hz
dB(A)
500Hz
dB(A)
1kHz
dB(A)
2kHz
dB(A)
4kHz
dB(A)
8kHz
dB(A)
16kHz
dB(A)
Aquatic Center Area 773.53 62.0 90.9 0.0 0.0 0 Sports Open-air swimming pools, lawn 90.9
Fitness Station Point 78.0 78.0 0.0 0.0 0 Sports Playground 20 Kids - 8 Feet 50.7 58.4 63.0 65.7 75.0 73.1 66.5 52.5 35.6
Futsall Court 1 Area 444.29 62.0 88.5 0.0 0.0 0 Sports Soccer game 72.4 74.6 78.9 83.1 82.8 82.5 68.2 Futsall Court 2 Area 448.56 62.0 88.5 0.0 0.0 0 Sports Soccer game 72.5 74.7 78.9 83.2 82.8 82.6 68.3 Pickleball 1 Area 288.36 58.4 83.0 0.0 0.0 0 Sports Tennis court 67.1 73.0 75.7 79.7 74.6 70.9 59.3 Pickleball 2 Area 308.81 58.1 83.0 0.0 0.0 0 Sports Tennis court 67.1 73.0 75.7 79.7 74.6 70.9 59.3 Picnic 1 Point 70.0 70.0 0.0 0.0 0 Sports Speaking, raised voice (beer garden) 70.0
Picnic 2 Point 70.0 70.0 0.0 0.0 0 Sports Speaking, raised voice (beer garden) 70.0
Picnic 3 Point 70.0 70.0 0.0 0.0 0 Sports Speaking, raised voice (beer garden) 70.0
Picnic 4 Point 70.0 70.0 0.0 0.0 0 Sports Speaking, raised voice (beer garden) 70.0
Playground 1 Point 78.0 78.0 0.0 0.0 0 100%/24h Playground 20 Kids - 8 Feet 50.7 58.4 63.0 65.7 75.0 73.1 66.5 52.5 35.6
Playground 2 Point 78.0 78.0 0.0 0.0 0 Sports Playground 20 Kids - 8 Feet 50.7 58.4 63.0 65.7 75.0 73.1 66.5 52.5 35.6
Soccer 1 Area 6053.75 55.0 92.8 0.0 0.0 0 Sports Soccer game 76.8 79.0 83.2 87.5 87.1 86.9 72.6 Soccer 2 Area 6141.04 55.0 92.9 0.0 0.0 0 Sports Soccer game 76.8 79.0 83.3 87.5 87.2 86.9 72.6 Soccer 3 Area 6079.40 55.0 92.8 0.0 0.0 0 Sports Soccer game 76.8 79.0 83.2 87.5 87.1 86.9 72.6 Soccer 4 Area 6221.14 55.0 92.9 0.0 0.0 0 Sports Soccer game 76.9 79.1 83.3 87.6 87.2 87.0 72.7 Soccer 5 Area 6229.99 55.0 92.9 0.0 0.0 0 Sports Soccer game 76.9 79.1 83.3 87.6 87.2 87.0 72.7 Soccer 6 Area 6167.74 55.0 92.9 0.0 0.0 0 Sports Soccer game 76.9 79.1 83.3 87.6 87.2 87.0 72.7 Softball stand 1 Area 56.67 83.0 100.5 0.0 0.0 0 Sports Spectator area (seats) 100.5 Softball Stand 2 Area 63.07 83.0 101.0 0.0 0.0 0 Sports Spectator area (seats) 101.0 Sports Court Area 2469.90 36.1 70.0 0.0 0.0 0 Sports Big play and sports areas w. spectator 70.0
North Lot PLot 6077.47 57.9 95.7 0.0 0.0 0 Sports Typical spectrum 79.1 90.7 83.2 87.7 87.8 88.2 85.5 79.3 66.5 SoundPLAN 8.2
MD Acoustics LLC 4960 S. Gilbert Rd Chandler, AZ 85249 Phone: 602 774 1950 1 Appendix F
Transportation
Impact Study
Transportation Impact Study
Southeast Fresno Regional Park
Fresno, California
February 2021
Southeast Fresno Regional Park TIS February 2021
i Kittelson & Associates, Inc.
Transportation Impact Study
Southeast Fresno Regional Park
Fresno, California
Prepared For:
De Novo Planning Group
Prepared By:
Kittelson & Associates, Inc.
155 Grand Avenue, Suite 505
Oakland, California 94612
(510) 839-1742
Project Manager: Aaron Elias, P.E.
Project Principal: Mike Aronson, P.E.
Transportation Analyst: Andrew McIntyre
Project No. 25496
February 2021
Southeast Fresno Regional Park TIS February 2021
ii Kittelson & Associates, Inc.
TABLE OF CONTENTS
Table of Contents .........................................................................................................................................................................ii List of Figures...............................................................................................................................................................................iii List of Tables................................................................................................................................................................................iv Appendices...................................................................................................................................................................................v Introduction .......................................................................................................................................1 Project Description...................................................................................................................................................................... 1 Analysis Approach ....................................................................................................................................................................... 4 Existing Conditions.................................................................................................................................5 Roadway Network ....................................................................................................................................................................... 5 Transit Facilities........................................................................................................................................................................... 6 Bicycle and Pedestrian Facilities.................................................................................................................................................. 9 Existing Traffic Conditions......................................................................................................................................................... 14 Regulatory Setting................................................................................................................................17 Federal....................................................................................................................................................................................... 17 State .......................................................................................................................................................................................... 17 Regional..................................................................................................................................................................................... 18 Local .......................................................................................................................................................................................... 19 Transportation Analysis .......................................................................................................................25 CEQA Significance Criteria ......................................................................................................................................................... 25 Non-CEQA Criteria ..................................................................................................................................................................... 25 Circulation System Performance ............................................................................................................................................... 26 Vehicle Miles Traveled (VMT).................................................................................................................................................... 38 Geometric Design and Incompatible Use .................................................................................................................................. 40 Emergency Access ..................................................................................................................................................................... 40 Transit Impacts.......................................................................................................................................................................... 40 Bicycle Impacts.......................................................................................................................................................................... 40 Pedestrian Impacts.................................................................................................................................................................... 41 Site Circulation Review.............................................................................................................................................................. 41 CEQA Project Impacts and Proposed Mitigations...................................................................................................................... 42 Southeast Fresno Regional Park TIS February 2021
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LIST OF FIGURES
Figure 1: Project Location and Analysis Intersections...........................................................................3 Figure 2: Existing Transit Service in the Study Area...............................................................................8 Figure 3: Existing and Proposed Bicycle Routes in the Study Area......................................................12 Figure 4: Existing and Proposed Pedestrian Facilities in the Study Area.............................................13 Figure 5: Existing vs. Assumed 2035 Intersection Lane Configuration ................................................31 Figure 6: Lane Configuration Comparison at S. Peach Avenue & the Soccer Complex Driveway (#2) 34 Southeast Fresno Regional Park TIS February 2021
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LIST OF TABLES
Table 1: HCM 6 LOS Criteria for Signalized Intersections....................................................................15 Table 2: HCM 6 LOS Criteria for Unsignalized Intersections................................................................15 Table 3: Intersection Level of Service – Existing Conditions................................................................16 Table 4: Estimated Trip Generation for the Project.............................................................................28 Table 5: Intersection Level of Service – Existing Conditions – Weekday PM Peak Hour.....................28 Table 6: Intersection Level of Service – Existing Conditions – Saturday Peak Hour............................29 Table 7: Intersection Level of Service – Cumulative Conditions – Weekday AM Peak Hour...............33 Table 8: Intersection Level of Service – Cumulative Conditions – Weekday PM Peak Hour...............33 Table 9: 95th Percentile Queues for Existing Conditions with and without the Project ......................36 Table 10: 95th Percentile Queues for Cumulative 2035 with and without the Project .......................37 Table 11: Changes to VMT ...................................................................................................................39 Southeast Fresno Regional Park TIS February 2021
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APPENDICES
Appendix 1 Transportation Terminology
Appendix 2 Traffic Count Data
Appendix 3 Volume and Lane Configuration Figures
Appendix 4 Volume Figures – Net Volume Changes
Appendix 5 Intersection Level of Service Worksheets
Appendix 6 Signal Warrant Analysis
Appendix 7 Intersection Level of Service Worksheets – Improved Conditions Southeast Fresno Regional Park TIS February 2021
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INTRODUCTION
This report presents the findings of the transportation impact analysis conducted for a new regional park, located at 2155 South Peach Avenue in Fresno, California. The Southeast (SE) Fresno Regional Park Project (herein referred to as the “Project”) would develop a 49-acre park in southeast Fresno, including an 18.5-acre regional park north of the railroad tracks and a 30.5-acre soccer complex south of the railroad tracks.
The purpose of the study is to assess potential transportation deficiencies resulting from the implementation of the Project on the surrounding transportation system and to identify feasible solutionsto improve the deficiencies. The study also serves as the transportation analysis component of an environmental impact review document that is being prepared concurrently for the Project. The project location and vicinity are shown in Figure 1.
Appendix 1 provides an overview of the transportation terminology used in this report.
PROJECT DESCRIPTION
The proposed Project would develop a regional park and soccer complex on a site that encompasses two park parcels (Northern Parcel and Southern Parcel) at 2155 South Peach Avenue. The two park parcels are rectangular in shape and are separated by a 60-foot-wide Southern Pacific Railroad parcel, which includes a railroad track and the Braley canal. Land uses immediately surrounding the Project site include low to medium density residential. The Project site land use designation is Open Space – Community Park.
The Northern Parcel encompasses 18.5 acres and anticipates development of the following features:
• Open space play areas, picnic areas and equipment playground areas; • Ornamental landscape buffer, woodland area, and water conservation features; • A multipurpose trail (accommodating bicyclists, joggers, pedestrians, and roller bladers); • A Veterans Memorial garden;
• Dog park;
• Two basketball courts;
• A softball diamond;
• Two outdoor futsal courts;
• Office space, maintenance, and storage buildings;
• Concession stand, restrooms, and a parking area;
• Community center complex; and
• A multi-purpose hall.
The Southern Parcel encompasses approximately 30 acres and anticipates development of the following features:
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• Two synthetic grass soccer fields;
• Six natural grass soccer fields; and
• Indoor soccer/futsal facility-two courts.
The hours of operations of the regional park components will be from sunrise to sunset. This facility will be open on a first-come first-serve basis, and reservations of space will be possible. It will be open all days of the calendar year. The Community Garden will only be available to individuals assigned space to grow vegetables.
The hours of operation of the area occupied by the futsal courts and soccer fields will be from 3:00 pm to 9:00 pm weekdays, and from 7:00 am to 9:00 pm on weekends. It is anticipated that 240 days during the 365 days of the year (65%), these facilities will be used to hold leagues for children and adults. The scheduling of tournaments for both sports for children and adults will occupy about 82 days of the year (22%). The remaining time will be used to allow the facilities to rest and to rent them to teams for practice activities during off-season time periods.
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ANALYSIS APPROACH
The analysis assessed the Project’s potential effects on vehicular traffic, transit operations, bicycle transportation, and pedestrian transportation.
Analysis Scenarios
Vehicle volumes were evaluated to assess the performance of the circulation system for the peak hours occurring during the weekday PM (4:00 – 6:00 PM) and Saturday midday (11:00 AM – 1:00 PM) peak periods, for the following scenarios (these scenarios are described in more detail in their respective sections):
• Existing Conditions
• Existing plus Project Conditions
• Cumulative (2035) Conditions
• Cumulative plus Project Conditions
Study Locations
Intersections were selected for analysis based upon the anticipated distributional patterns of Project traffic. The selections were made in consultation with the City of Fresno. The intersection locations selected for analysis are listed below and shown in Figure 1.
Study Intersections
1. Regional Park Driveway & South Peach Avenue
2. Soccer Complex Driveway & South Peach Avenue
3. East Geary Street & South Peach Avenue
4. East Church Avenue & South Peach Avenue
5. East Jensen Avenue & South Peach Avenue
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EXISTING CONDITIONS
A description of the existing roadway, transit, bicycle, and pedestrian components of the transportation system within the study area follows.
ROADWAY NETWORK
The existing roadway network in the study area is made up of arterial and collector roads. Roadway classifications listed are from the City of Fresno General Plan1.
Arterials
Peach Avenue
Peach Avenue is a two to four-lane, north-south arterial roadway with a posted speed limit of 40-45 miles per hour near the Project site. The roadway is divided with four lanes north and south of the Project site (north of the railroad tracks; south of the Project at Geary Street) but becomes an undivided two-lane roadway immediately adjacent to the Project site. Peach Avenue runs uninterrupted north from Golden State Boulevard to McKinley Avenue and provides access to CA-180 and the Fresno Airport.
Sidewalks are present on both sides of Peach Avenue south of Florence Avenue; on the west side between the railroad tracks and Hamilton Avenue; and on both sides north of Hamilton Avenue. A separated asphalt path is present on the east side of the street immediately adjacent to the Project site from Geary Street to the railroad tracks. Class II bike lanes exist on the east side between Jensen Avenue and Church Avenue; on the west side between Church Avenue and Florence Avenue; on the east side between Florence Avenue and Geary Street; and on the west side north of Butler Avenue.
Class II bike lanes have been proposed to fill in gaps along the entire corridor from North Avenue to Kings Canyon Road1.
A proposed capital improvement project is planned for Peach Avenue, which would widen the roadway between Florence Avenue and Butler Avenue to two lanes in each direction with a raised median. The plan includes sidewalks on both sides of the roadway, as well as a pedestrian crossing of the railroad tracks.
1 City of Fresno Active Transportation Plan (2017)
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Jensen Avenue
Jensen Avenue is a divided four-lane, east-west super arterial roadway with a posted speed limit of 55 miles per hour near the Project site.
A Class I bike path currently exists along the north side of Jensen Avenue for less than ½ mile between Peach Avenue and the canal to the east. The 2017 City of Fresno Active Transportation (ATP) proposed to continue the Class I bike path along the north side from the eastern City limits west to Golden State Boulevard. Class II bike lanes are also proposed on both sides of Jensen Avenue for its entire length within the City. Sidewalks are currently not present along Jensen Avenue near the Project site, with the exception of the Class I bike path along the north side near Peach Avenue.
Collectors
Church Avenue
Church Avenue is a two to four-lane, east-west collector roadway with a posted speed limit of 35-40 miles per hour near the Project site. East of Villa Avenue/Orangewood Drive, Church Avenue has two lanes in each direction with a continuous center turn lane. West of thatsection, the roadway narrows to two lanes with no center turn lane. On-street parking is permitted along the south side of the road between Peach Avenue and just east of Waldby Avenue, adjacent to Storey Elementary School.
Intermittent sidewalks exist near the Project site in the following locations:
• Along the north side between Willow Avenue and Adler Avenue • Along both sides between Adler Avenue and Helm Avenue • Along the north side between Helm Avenue to Peach Avenue. • Along the south side between Peach Avenue and Waldby Avenue. • Along the north side between Waldby Avenue and Villa Avenue. • Along both sides between Villa Avenue and Rabe Avenue.
Class II bike lanes are present along most of Church Avenue near the Project site, with the exception of three segments adjacent to vacant lots: the north side between Waldby Avenue and Peach Avenue; the south side just west of Villa Avenue; and the south side between Peach Avenue and Helm Avenue.
The ATP proposes to fill in gaps west of Peach Avenue to provide continuous Class II bike lanes from Peach Avenue to Maple Avenue.
TRANSIT FACILITIES
Fresno is primarily served by the Fresno Area Express (FAX) transit system which operates bus and paratransit service. Regional connections are provided by the Fresno County Rural Transit Agency (FCRTA) and Amtrak for travel outside of the Fresno-Clovis Metropolitan Area.
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Fresno Area Express (FAX)
FAX provides the principal bus service in the city of Fresno. It operates seventeen routes and Handy Ride, a paratransit operation, with a fleet of over 100 buses.
Currently, no FAX routes directly serve the Project site. The nearest bus stops are located almost one mile north at the intersection of Peach Avenue and Kings Canyon Road. These bus stops serve Route 1 and Route 26. Route 1 is a Bus Rapid Transit (BRT) line that runs along Kings Canyon Road to the Downtown Transit Center, and north along Blackstone Avenue to the commercial area near Nees Avenue. Route 26 is a fixed route that runs from Fresno Yosemite International Airport south along Peach Avenue to Kings Canyon Road, west to downtown Fresno, and north along Palm Avenue to Nees Avenue. Figure 2 shows the Project site and nearest transit service.
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BICYCLE AND PEDESTRIAN FACILITIES
Bicycle and pedestrian facilities are important components of the transportation network in the study area. They not only offer non-vehicular opportunities for both commute and recreational trips but also provide connections to the region’s transit network.
Existing Bicycle Facilities
Bicycle facilities are defined by the following four classes2:
• Class I – Provides a completely separated facility designed for the exclusive use of bicyclists and pedestrians with crossing points minimized.
• Class II – Provides a restricted right-of-way designated lane for the exclusive or semi-exclusive use of bicycles with through travel by motor vehicles or pedestrians prohibited, but with vehicle parking and crossflows by pedestrians and motorists permitted. • Class III – Provides a right-of-way designated by signs or permanent markings and shared with pedestrians and motorists.
• Class IV – Provides a restricted right-of-way designated lane for the exclusive use of bicyclists that is separated by a vertical element to provide further separation from motor vehicle traffic.
The City of Fresno adopted the Active Transportation Plan (ATP) in March 2017. This plan identifies existing and future planned bicycle facilities within the City’s jurisdiction.
The following bikeways are currently present within the study area. They are shown graphically in Figure 3:
• Class I Bike Paths
• Jensen Avenue – north side between Peach Avenue and canal to the east • Fancher No. 6 Canal – south side between Waldby Avenue and Minnewawa Avenue • Class II Bike Lanes
• Peach Avenue – east side between Jensen Avenue and Church Avenue • Peach Avenue – west side between Church Avenue and Florence Avenue • Peach Avenue – east side between Florence Avenue and Geary Street • Peach Avenue – west side north of Butler Avenue
• Church Avenue – both side between Willow Avenue and Helm Avenue • Church Avenue – north side between Helm Avenue and Peach Avenue • Church Avenue – south side between Peach Avenue and Waldby Avenue • Church Avenue – north side between Waldby Avenue and Villa Avenue • Church Avenue – both sides between Villa Avenue and Clovis Avenue 2 As detailed in Chapter 1000 of the Highway Design Manual (Caltrans, 2015).
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Planned and Proposed Bicycle Facilities
The ATP includes planned and proposed bikeway facilities near the Project site. They are discussed below and shown in Figure 3:
• Class I Bike Paths
• Jensen Avenue – north side between eastern City limits and Golden State Boulevard • Fancher No. 6 Canal – Peach Avenue to Clovis Avenue
• Class II Bike Lanes
• Peach Avenue – both sides between North Avenue and Kings Canyon Road • Jensen Avenue – both sides between eastern City limits and western City limits • Church Avenue – south side between Helm Avenue and Peach Avenue The ATP developed a priority network of bicycle facilities to provide connections across the City and allow bicyclists to access key destinations. Priority corridors near the Project site include Church Avenue between Maple Avenue and Peach Avenue (Class II) and Fancher No. 6 Canal between Peach Avenue and Clovis Avenue (Class I)
Existing Pedestrian Facilities
Pedestrian facilities are intermittent surrounding the Project site. Sidewalks are not present immediately adjacent to the site along Peach Avenue, but a separated asphalt path exists along the east side of Peach Avenue between Geary Street and the railroad tracks. Generally, sidewalks are absent along vacant lots within the Project vicinity, along Peach Avenue, Church Avenue, and Jensen Avenue.
Locations of existing pedestrian facilities are described below and shown in Figure 4.
Peach Avenue
- Both sides south of Florence Avenue
- West side between the railroad tracks and Hamilton Avenue - Both sides north of Hamilton Avenue.
- East side immediately adjacent to the Project site from Geary Street to the railroad tracks (separated asphalt path)
Jensen Avenue
- North side between Peach Avenue and canal (Class 1 bicycle path) - North side between Willow Avenue and Helm Avenue
Church Avenue
- North side between Willow Avenue and Adler Avenue
- Both sides between Adler Avenue and Helm Avenue
- North side between Helm Avenue to Peach Avenue.
- South side between Peach Avenue and Waldby Avenue.
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- North side between Waldby Avenue and Villa Avenue.
- Both sides between Villa Avenue and Rabe Avenue.
Planned and Proposed Pedestrian Facilities
The ATP proposed filling in all sidewalk gaps along Peach Avenue, Church Avenue, and Jensen Avenue within the study area, with the exception of small segments adjacent to vacant lots along Jensen Avenue. A project to widen Peach Avenue is also planned, which includes sidewalks that will connect the north and south parcel across the existing railroad tracks.
Figure
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EXISTING TRAFFIC CONDITIONS
The existing operations of the study intersections were assessed for the weekday evening peak period (4:00 PM to 6:00 PM) and Saturday midday peak period (11:00 AM to 1:00 PM), which are anticipated to be the busiest times for the Project. The analysis peak hours represent the hours with the highest vehicle volumes during the study periods. Data were collected at three of the five study intersections (intersections 3, 4, and 5) on the following dates:
• Thursday, December 10, 2020
• Saturday, December 12, 2020
• Thursday, December 17, 2020
• Saturday, December 19, 2020
Appendix 2 provides the intersection turn movement counts collected at each intersection. Count data were not collected at study intersections 1 and 2 since these are both future driveways to the Project and do not have entering and exiting traffic today. Through volumes on Peach Avenue at these locations were derived from the data collected at S. Peach Avenue and Geary Street (intersection 3).
Analysis Methodologies and Level of Service Standards
“Level of service” (LOS) describes the operating conditions experienced by users of a facility. Level of service for traffic is a qualitative measure of the effect of a number of factors, including speed and travel time, traffic interruptions, freedom to maneuver, driving comfort, and convenience. Levels of service are designated A through F from best to worst, which cover the entire range of traffic operations that might occur. Level of service A through E generally represents traffic volumes at less than roadway capacity, while LOS F represents over capacity and/or forced flow conditions.
The LOS at the study intersections was analyzed using methodologies described in the 6th Edition of the Highway Capacity Manual (HCM 6), as implemented in the analysis software program Vistro. The LOS criteria for signalized and unsignalized intersections are shown in Table 1 and Table 2, respectively.
In addition to assessing the Project’s effect on intersection operations, the Project’s effect on 95th percentile queue lengths were evaluated based on the HCM 6th Edition methodology for the analysis intersections.
Existing Intersection Levels of Service
Intersection turning movement volumes, lane configurations, and traffic control were used to calculate the levels of service at the study intersections for the midweek PM and Saturday midday peak hours. Table 3 shows a list of study intersections and the LOS results for existing conditions. As shown, all intersections operate at an existing LOS C or better.
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Table 1: HCM 6 LOS Criteria for Signalized Intersections Level of
Service
(LOS)
Average Delay
(seconds/vehicle) Description
A < 10
Very Low Delay: This level of service occurs when progression is extremely favorable, and most vehicles arrive during a green phase. Most vehicles do not stop at all. Short cycle lengths may also contribute to low delay.
B > 10 and < 20
Minimal Delays: This level of service generally occurs with good progression, short cycle lengths, or both. More vehicles stop than at LOS A, causing higher levels of average delay.
C > 20 and < 35
Acceptable Delay: Delay increases due to fair progression, longer cycle lengths, or both.
Individual cycle failures may begin to appear at this level of service. The number of vehicles stopping is significant, though many still pass through the intersection without stopping.
D > 35 and < 55
Approaching Unstable Operation/Significant Delays: The influence of congestion becomes more noticeable. Longer delays may result from some combination of unfavorable progression, long cycle lengths, or high volume / capacity ratios. Many vehicles stop, and the proportion of vehicles not stopping declines. Individual cycle failures are noticeable.
E > 55 and < 80
Unstable Operation/Substantial Delays: These high delay values generally indicate poor progression, long cycle lengths, and high volume / capacity ratios. Individual cycle failures are frequent occurrences.
F > 80
Excessive Delays: This level, considered unacceptable to most drivers, often occurs with oversaturation (that is, when arrival traffic volumes exceed the capacity of the intersection). It may also occur at high volume / capacity ratios below 1.0 with many individual cycle failures. Poor progression and long cycle lengths may also be major contributing causes to such delay levels.
Source: Highway Capacity Manual 6
th Edition (HCM 6)
Table 2: HCM 6 LOS Criteria for Unsignalized Intersections Level of Service (LOS)
Average Delay
(seconds/vehicle) Description
A < 10 Very Low Delay
B > 10 and < 15 Minimal Delays
C > 15 and < 25 Acceptable Delay
D > 25 and < 35 Approaching Unstable Operation and/or Significant Delays E > 35 and < 50 Unstable Operation and/or Substantial Delays F > 50 Excessive Delays
Source: Highway Capacity Manual 6
th Edition (HCM 6)
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Table 3: Intersection Level of Service – Existing Conditions # Intersection
Existing Midweek PM Existing Saturday Midday
V/C Delay LOS V/C Delay LOS
1 Regional Park Driveway & S. Peach Avenue N/A N/A
2 Soccer Complex Driveway & S. Peach Avenue N/A N/A
3 E. Geary Street & S. Peach Avenue 0.06 11.6 B 0.08 10.9 B 4 E. Church Avenue & S. Peach Avenue 0.52 20.9 C 0.43 18.8 B 5 E. Jensen Avenue & S. Peach Avenue 0.38 12.7 B 0.30 11.8 B Source: Kittelson & Associates, Inc. 2021
Intersections analyzed using HCM 6 methodologies.
V/C = Volume/capacity ratio
Delay = Average vehicle delay per vehicle in seconds
LOS = Level of service
N/A = Intersection does not exist without the project
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REGULATORY SETTING
This section summarizes applicable federal, state, regional, and local plans, laws, and regulations that are relevant to this analysis. This information provides a context for the discussion related to the Project’s consistency with applicable policies, plans, laws, and regulations.
FEDERAL
No federal plans, policies, regulations, or laws pertaining to transportation have been determined to be applicable to this Project.
STATE
Senate Bill 743 (SB 743) was signed into law in September 2013. Senate Bill 743 (Steinberg, 2013) required changes to the California Environmental Quality Act (CEQA) Guidelines regarding the analysis of transportation impacts. Historically, CEQA transportation analyses of individual projects determined impacts on the circulation system in terms of roadway delay and/or capacity at specific locations. SB 743 changes include the elimination of auto delay, level of service (LOS), and other similar measures of vehicular capacity or traffic congestion as a basis for determining significant impacts. Those changes identify vehicle miles traveled (VMT) as the most appropriate metric to evaluate a project’s transportation impacts. Since the bill has gone into effect, automobile delay, as measured by “level of service” and other similar metrics, no longer constitutes a significant environmental effect under CEQA. Auto-mobility (often expressed as “level of service”) may continue to be a measure for planning purposes.3
In December 2018, the California Governor’s Office of Planning and Research (OPR) and the State Natural Resources Agency submitted updated CEQA Guidelines to the Office of Administrative Law for final approval to implement SB 743. The Office of Administrative Law approved the updated CEQA Guidelines, thus implementing SB 743 and making VMT the primary metric used to analyze transportation impacts. The final text, final statement of reasons, and related materials are posted at http://resources.ca.gov/ceqa. The changes have been approved by the Office of the Administrative Law and are now in effect. For land use and transportation projects, SB 743-compliant CEQA analysis became mandatory on July 1, 2020.
3 Governor’s Office of Planning and Research, 2018. Technical Advisory on Evaluating Transportation Impacts in CEQA Southeast Fresno Regional Park TIS February 2021
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REGIONAL
Fresno Council of Governments
The Fresno Council of Governments (Fresno COG) is a voluntary association of local governments and a regional planning agency comprised of 16 member jurisdictions, including the City of Fresno. The members are represented by a Policy Board consisting of mayors of each incorporated city, and the Chairman of the County Board of Supervisors, or their designated elected official. The Fresno COG’s purpose is to establish a consensus on the needs of the Fresno County area and further action plans for issues related to the Fresno County region.
The current regional transportation plan, known as the Fresno County Regional Transportation Plan (RTP) (2042), was adopted in 2018. The RTP addresses GHG emissions reductions and other air emissions related to transportation, with the goal of preparing for future growth in a sustainable way.
The plan specifies how funding will be sourced and financed for the region’s planned transportation investments, ongoing operations, and maintenance. The goals, objectives, and policies of the RTP are established to direct the courses of action that will provide efficient, integrated multimodal transportation systems to serve the mobility needs of people, including accessible pedestrian and bicycle facilities, and freight, while fostering economic prosperity and development, and minimizing mobile sources of air pollution. These goals, objectives, and policies are organized into six categories:
• General Transportation;
• Highway, Streets, and Roads;
• Mass Transportation;
• Aviation;
• Active Transportation; and
• Rail
Fresno County Congestion Management Plan
In June 1990, California voters approved legislation that required Congestion Management Plans (CMP) be developed in urbanized counties to address congestion on California’s highways and roads.
The Fresno County Congestion Management Process (CMP) implements this requirement, and its responsibilities include providing information on transportation system performance and assess alternative strategies for alleviating congestion and improving mobility for people and goods to levels that meet State and local needs. The Fresno County CMP identifies four general objectives:
1. Optimize the transportation facilities through efficient system management;
2. Invest in strategies that reduce travel demand, improve system performance, increase safety, and provide effective incident management;
3. Reduce VMT by encouraging alternative modes of transportation and promotion of sustainable land use development; and
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4. Improve public transit, extend bicycle and pedestrian systems, and promote car‐sharing and bike‐sharing programs to facilitate the development of an integrated multimodal transportation system in the Fresno region
LOCAL
City of Fresno 2035 General Plan
The City of Fresno adopted the Fresno 2035 General Plan4in December 2014 as an update to the previous Fresno General Plan approved in 2002. It serves as the City’s guide for the continued development, enhancement, and revitalization of the Fresno metropolitan area. The following policies related to transportation and circulation are applicable to the Project:
• Policy MT-1-d - Integrate Land Use and Transportation Planning. Plan for and maintain a coordinated and well-integrated land use pattern, local circulation network and transportation system that accommodates planned growth, reduces impacts on adjacent land uses, and preserves the integrity of established neighborhoods. • Policy MT-1-f - Match Travel Demand with Transportation Facilities. Designate the types and intensities of land uses at locations such that related travel demands can be accommodated by a variety of viable transportation modes and support Complete Neighborhoods while avoiding the rerouting of excessive or incompatible traffic through local residential streets. • Policy MT-1-g - Complete Streets Concept Implementation. Provide transportation facilities based upon a Complete Streets concept that facilitates the balanced use of all viable travel modes (pedestrians, bicyclists, motor vehicle and transit users), meeting the transportation needs of all ages, income groups, and abilities and providing mobility for a variety of trip purposes, while also supporting other City goals.
• Policy MT-1-m - Standards for Planned Bus Rapid Transit Corridors and Activity Centers.
Independent of the Traffic Impact Zones identified in MT-2-I and Figure MT-4, strive to maintain the following vehicle LOS standards on major roadway segments and intersections along Bus Rapid Transit Corridors and in Activity Centers:
o LOS E or better at all times, including peak travel times, unless the City Traffic Engineer determines that mitigation to maintain this LOS would be infeasible and/or conflict with the achievement of other General Plan policies.
o Accept LOS F conditions in Activity Centers and Bus Rapid Transit Corridors only if provisions are made to improve the overall system and/or promote non-vehicular transportation and transit as part of a development project or a City-initiated project.
In accepting LOS F conditions, the City Traffic Engineer may request limited analyses 4 City of Fresno General Plan 2035, December 18, 2014.
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of operational issues at locations near Activity Centers and along Bus Rapid Transit Corridors, such as queuing or left-turn movements.
o Give priority to maintaining pedestrian service first, followed by transit service and then by vehicle LOS, where conflicts between objectives for service capacity between different transportation modes occur.
o Identify pedestrian-priority and transit-priority streets where these modes would have priority in order to apply a multi-modal priority system, as part of the General Plan implementation
• Policy MT-2-b - Reduce Vehicle Miles Traveled and Trips. Partner with major employers and other responsible agencies, such the San Joaquin Valley Air Pollution Control District and the Fresno Council of Governments, to implement trip reduction strategies, such as eTRIP, to reduce total vehicle miles traveled and the total number of daily and peak hour vehicle trips, thereby making better use of the existing transportation system. • Policy MT-2-c - Reduce VMT through Infill Development. Provide incentives for infill development that would provide jobs and services closer to housing and multi-modal transportations corridors in order to reduce citywide vehicle miles travelled (VMT). • Policy MT-2-d - Street Redesign where Excess Capacity Exists. Evaluate opportunities to reduce right of way and/or redesign streets to support non-automobile travel modes along streets with excess roadway capacity where adjacent land use is not expected to change over the planning period
• Policy MT-2-e - Driveway and Access Consolidation. Take advantage of opportunities to consolidate driveways, access points, and curb cuts along designated major roadways when a change in development or a change in intensity occurs or when traffic operation or safety warrants
• Policy MT-2-f - Optimization of Roadway Operations. Optimize roadway operations by continuing to expand the use of techniques such as the City’s intelligent transportation system (ITS) to manage traffic signal timing coordination in order to improve traffic operations and increase traffic-carrying capacity, while reducing unnecessary congestion and decreasing air pollution emissions. In order to facilitate roadway optimization and as a potential revenue source for the optimization, the following strategies need to be implemented:
o Dig Once Policy. Install conduit for telecommunications use when trenching or construction occurs.
o Telecommunications Strategy. Develop a costing mechanism for allowing the use of excess conduit within the City for use by communication carriers. The Policy shall follow regulations of the California Public Utilities Commission. o Grant Funding. Pursue grant funding to assist in construction and/or implementation of fiber-optic or other telecommunication infrastructure for additional public services such as education, economic development, reaching underserved populations, and public safety communications.
• Policy MT-2-g - Transportation Demand Management and Transportation System Management. Pursue implementation of Transportation Demand Management and Southeast Fresno Regional Park TIS February 2021
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Transportation System Management strategies to reduce peak hour vehicle traffic and supplement the capacity of the transportation system.
• Policy MT-2-i - Transportation Impact Studies. Require a Transportation Impact Study (currently named Traffic Impact Study) to assess the impacts of new development projects on existing and planned streets for projects meeting one or more of the following criteria, unless it is determined by the City Traffic Engineer that the project site and surrounding area already has appropriate multi-modal infrastructure improvements. o When a project includes a General Plan amendment that changes the General Plan Land Use Designation.
o When the project will substantially change the off-site transportation system (auto, transit, bike or pedestrian) or connection to the system, as determined by the City Traffic Engineer.
o Transportation impact criteria are tiered based on a project’s location within the City’s Sphere of Influence. This is to assist with areas being incentivized for development.
The Project and its study locations are located in Zones II and III. A description of the four zones, as defined on Figure MT-4, are listed below. The following criteria apply:
▪ Traffic Impact Zone I (TIZ-I): TIZ-I represents the Downtown Planning Area.
Maintain a peak hour LOS standard of F or better for all intersections and roadway segments. A TIS will be required for all development projected to generate 200 or more peak hour new vehicle trips.
▪ Traffic Impact Zone II (TIZ-II): TIZ-II generally represents areas of the City currently built up and wanting to encourage infill development. Maintain a peak hour LOS standard of E or better for all intersections and roadway segments. A TIS will be required for all development projected to generate 200 or more peak hour new vehicle trips.
▪ Traffic Impact Zone III (TIZ-III): TIZ-III generally represents areas near or outside the City Limits but within the SOI as of December 31, 2012. Maintain a peak hour LOS standard of D or better for all intersections and roadway segments. A TIS will be required for all development projected to generate 100 or more peak hour new vehicle trips.
▪ Traffic Impact Zone IV (TIZ-IV): TIZ-IV represents the southern employment areas within and planned by the City. Maintain a peak hour LOS standard of E or better for all intersections and roadway segments. A TIZ will be required for all development projected to generate 200 or more peak hour new vehicle trips.
• Policy MT-2-l - Region-Wide Transportation Impact Fees. Continue to support the implementation of metropolitan-wide and region-wide transportation impact fees sufficient to cover the proportional share of a development's impacts and need for a comprehensive multi-modal transportation system that is not funded by other sources. Work with the Council of Fresno County Governments, transportation agencies (e.g., Caltrans, Federal Transportation Agency) and other jurisdictions in the region to develop a method for determining:
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o Regional transportation impacts of new development;
o Regional highways, streets, rail, trails, public transportation, and goods movement system components, consistent with the General Plan, necessary to mitigate those impacts and serve projected demands;
o Projected full lifetime costs of the regional transportation system components, including construction, operation, and maintenance; and o Costs covered by established funding sources.
• Policy MT-4-b - Bikeway Improvements. Establish and implement property development standards to assure that projects adjacent to designated bikeways provide adequate right-ofway and that necessary improvements are constructed to implement the planned bikeway system shown on Figure MT-2 to provide for bikeways, to the extent feasible, when existing roadways are reconstructed; and alternative bikeway alignments or routes where inadequate right-of-way is available.
• Policy MT-4-d - Prioritization of Bikeway Improvements. Prioritize bikeway components that link existing separated sections of the system, or that are likely to serve the highest concentration of existing or potential cyclists, particularly in those neighborhoods with low vehicle ownership rates, or that are likely to serve destination areas with the highest demand such as schools, shopping areas, recreational and park areas, and employment centers • Policy MT-5-a - Sidewalk Development. Pursue funding and implement standards for development of sidewalks on public streets, with priority given to meeting the needs of persons with physical and vision limitations; providing safe routes to school; completing pedestrian improvements in established neighborhoods with lower vehicle ownership rates; or providing pedestrian access to public transportation routes • Policy MT-5-b - Sidewalk Requirements. Assure adequate access for pedestrians and people with disabilities in new residential developments per adopted City policies, consistent with the California Building Code and the Americans with Disabilities Act. • Policy MT-5-d - Pedestrian Safety. Minimize vehicular and pedestrian conflicts on both major and non-roadways through implementation of traffic access design and control standards addressing street intersections, median island openings and access driveways to facilitate accessibility while reducing congestion and increasing safety. Increase safety and accessibility for pedestrians with vision disabilities through the installation of Accessible Pedestrian Signals at signalized intersections
• Policy MT-5-e - Traffic Management in Established Neighborhoods. Establish acceptable design and improvement standards and provide traffic planning assistance to established neighborhoods to identify practical traffic management and calming methods to enhance the pedestrian environment with costs equitably assigned to properties receiving the benefits or generating excessive vehicle traffic
• Policy MT-6-g - Path and Trail Development. Require all projects to incorporate planned multi-purpose path and trail development standards and corridor linkages consistent with the General Plan, applicable law and case-by-case determinations as a condition of project approval.
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• Policy MT-8-a - Street Design Coordinated with Transit. Coordinate the planning, design, and construction of the major roadway network with transit operators to facilitate efficient direct transit routing throughout the Planning Area.
• Policy MT-8-c - New Development Facilitating Transit. Continue to review development proposals in transportation corridors to ensure they are designed to facilitate transit.
Coordinate all projects that have residential or employment densities suitable for transit services, so they are located along existing or planned transit corridors or that otherwise have the potential for transit orientation to FAX, and consider FAX’s comments in decision-making • Policy MT-11-c - Truck Route Designations. Continue to plan and designate truck routes within the Metropolitan Area to facilitate access to and from goods production and processing areas while minimizing conflicts with other transportation priorities The General Plan also has policies related to maintaining acceptable Levels of Service (LOS). However, LOS can no longer be used for CEQA evaluations and is reported for informational purposes only.
City of Fresno Active Transportation Plan
The City of Fresno Active Transportation Plan (ATP)5is a comprehensive guide that creates a vision for active transportation in the City of Fresno. It is an update to the City of Fresno Bicycle, Pedestrian, & Trails, Master Plan that was adopted in 2010. This plan lays out specific goals to improve bicycle access and connectivity in Fresno. These goals include the following:
• Equitably improve the safety and perceived safety of walking and bicycling in Fresno; • Increase walking and bicycling trips in Fresno by creating user friendly facilities; • Improve the geographical equity of access to walking and bicycling facilities in Fresno; and • Fill key gaps in Fresno’s walking and bicycling networks.
City of Fresno VMT Guidelines
The City of Fresno released their draft VMT guidelines on June 18, 20206. This document serves as a detailed guideline for preparing VMT analysis consistent with SB 743 requirements for development projects, transportation projects, and plans. Key elements of these guidelines include:
• The County of Fresno was selected as the region for assessing VMT impacts. Therefore, all projects will compare their VMT metrics against the county averages. • The draft guidelines recommend the following significant thresholds for land development projects in the City of Fresno:
5 City of Fresno Active Transportation Plan, December 2016. 6https://www.fresno.gov/darm/wp-content/uploads/sites/10/2020/06/CEQA-Guidelines-for-Vehicle-MilesTraveled-Thresholds-June-18-2020-DRAFT.pdf Southeast Fresno Regional Park TIS February 2021
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o 13 percent below existing regional average VMT per capita for residential projects o 13 percent below existing regional average VMT per employee for office projects o No net increase in VMT for retail projects.
City of Fresno Traffic Impact Study Report Guidelines
The City of Fresno’s Traffic Impact Study Report Guidelines (updated February 2, 2009) establish general procedures and requirements for traffic impact studies. The Report Guidelines set forth the following criteria for determining whether a project would be required to implement an improvement at a study intersection:
• The Project triggers an intersection operating at an acceptable level of service (LOS E or better for locations in Zone II or LOS D for locations in Zone III) to operate at an unacceptable LOS. • The Project triggers an intersection operating at an unacceptable LOS to operate at LOS F. • The Project increases the average delay for a study intersection that is already operating at an unacceptable LOS.
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TRANSPORTATION ANALYSIS
The transportation analysis assesses how the study area’s transportation system would operate with the implementation of the proposed Project. This analysis includes both effects that would result in significant impacts under the California Environmental Quality Act (CEQA) guidelines and non-CEQA effects that the Project should improve to maintain an efficient transportation network.
CEQA SIGNIFICANCE CRITERIA
The Project’s impact is not considered to be significant unless it would:
a. Conflict with a program, plan, ordinance, or policy addressing the circulation system, including transit, roadway, bicycle, and pedestrian facilities. b. Conflict or be inconsistent with CEQA Guideline section 15064.3, subdivision (b). c. Substantially increase hazards due to a geometric design feature (e.g., sharp curves or dangerous intersections) or incompatible uses (e.g., farm equipment). d. Result in inadequate emergency access.
Significance criteria “b” is related to the implementation of vehicle miles traveled (VMT) as the primary performance metric.
NON-CEQA CRITERIA
While LOS is no longer applicable to CEQA analyses, the City of Fresno requires a transportation analysis looking at how intersection operations will be affected by the Project. If a Project triggers any of the following criteria, the Project will need to implement improvement measures to maintain an efficient transportation system:
a. Causes an intersection operating at an acceptable level of service (LOS E or better for locations in Zone II and LOS D or better for locations in Zone III) to operate at an unacceptable LOS.
b. Causes an intersection operating at an unacceptable LOS to operate at LOS F. c. Causes an increase in the average delay for a study intersection that is already operating at an unacceptable LOS.
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CIRCULATION SYSTEM PERFORMANCE
As discussed previously, LOS can no longer be used in assessing CEQA impacts. However, the City of Fresno still relies on this type of analysis for transportation planning. This section provides the findings of the LOS analyses for informational purposes only.
The performance of the identified analysis intersections was assessed for two scenarios including traffic conditions when environmental review commenced (Existing Conditions) and the future planning year 2035 (Cumulative Conditions). At locations where the Project would cause a transportation deficiency, potential improvements have been proposed.
Trip Generation
Trip generation is used to estimate the expected number of trips that will be generated by a project.
To develop trip generation for the Project, Kittelson used the nationally recognized Institute of Transportation Engineers (ITE) Trip Generation Manual 10th Edition to develop the trip generation estimates. The land use codes that are the most similar to the proposed park include:
• Soccer Complex (ITE 488) – A soccer complex is an outdoor facility that is used for nonprofessional soccer games. It may consist of multiple fields. The size of each field within the land use may vary to accommodate games for different age groups. Ancillary amenities may include stadium seating, a fitness trail, an activities shelter, aquatic center, picnic grounds, basketball and tennis courts, and a playground
• Public Park (ITE 411) – Public parks are owned and operated by a municipal, county, state, or federal agency. The parks surveyed vary widely as to location, type, and number of facilities, including boating or swimming facilities, beaches, hiking trails, ball fields, soccer fields, campsites, and picnic facilities. Seasonal use of the individual sites differs widely as a result of the varying facilities and local conditions, such as weather. For example, some of the sites are used primarily for boating or swimming; others are used for softball games.
Because the park is split into two parts north and south of the railroad tracks which have separate access points, the trip generation has also been split into two. The southern parcel consists of eight soccer fields which are the primary use for this parcel. Therefore, Kittelson used the Soccer Complex trip generation to estimate the number of trips in the southern parcel.
The northern parcel is a mix of both traditional public park amenities along with courts for futsal.
Additionally, there is a basketball court and a softball field that could potentially be used for some type of league play. Kittelson estimated trip generation for all park amenities in the northern parcel except the two futsal courts, the basketball court, and the softball field using the public park trip generation estimate based on a park size of 18.5 acres.
The ITE description for Public Park (ITE 411) shows ball fields and soccer fields are included in the trip generation estimates which may cover the two futsal courts, the basketball court, and the softball field. However, Kittelson does not believe these ITE estimates account for the potential to use them Southeast Fresno Regional Park TIS February 2021
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for leagues and/or tournaments. To present a conservative analysis of trip generation, Kittelson analyzed these four areas in the northern parcel using the Soccer Complex trip generation data. The resulting trip generation is shown in Table 4.
Existing Conditions
Intersection analyses of Existing and Existing plus Project conditions using collected data and the estimated trip generation were performed to determine if the study intersections would fall below the thresholds listed above if the Project were built and operating under existing traffic conditions.
For the two project driveways that only exist under the plus project condition, Kittelson has assumed that they will have side street stop-sign control with a single exit lane allowing left or right turns onto Peach Avenue.
Existing Intersection Operations
The weekday PM and Saturday peak hour intersection turning movement volumes and lane configurations for Existing Conditions with and without the Project were used to calculate the LOS.
The volumes and lane configurations used in this analysis are provided in Appendix 3, while Appendix 4 shows only trips generated by the Project. The level of service findings are summarized in Table 5 and Table 6 for the weekday PM and Saturday peak hours, respectively. Detailed calculation worksheets are provided in Appendix 5. As shown in these tables, the Project’s Soccer Complex Driveway and S. Peach Avenue (#2) would operate at LOS E. Since this intersection is located south of the Braley Canal, it is located in Traffic Impact Zone III which requires LOS to be maintained at LOS D or better.
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Table 4: Estimated Trip Generation for the Project
Land Use
ITE
Code
Independent
Variable Value Weekday Saturday
Weekday AM Peak
Hour
Weekday PM Peak
Hour
Saturday Peak
Hour
In Out Total In Out Total In Out Total
Southern Parcel
Soccer Complex 488 Fields 8 571 3,240 5 3 8 87 45 132 154 167 321 Northern Parcel
Public Park 411 Acres 18.5 15 37 1 0 1 2 1 3 3 3 6
Soccer Complex 488 Fields 4 286 1,620 2 2 4 44 22 66 77 84 161 Subtotal for Northern Parcel 301 1,657 3 2 5 46 23 69 80 87 167 Total: 872 4,897 8 5 13 133 68 201 234 254 488
Table 5: Intersection Level of Service – Existing Conditions – Weekday PM Peak Hour # Intersection
Existing PM Existing PM + Project
V/C Delay LOS V/C Delay LOS
1 Regional Park Driveway & S. Peach Avenue N/A 0.08 26.5 D 2 Soccer Complex Driveway & S. Peach Avenue N/A 0.16 30.1 D 3 E. Geary Street & S. Peach Avenue 0.06 11.6 B 0.07 12.2 B 4 E. Church Avenue & S. Peach Avenue 0.52 20.9 C 0.57 22.2 C 5 E. Jensen Avenue & S. Peach Avenue 0.38 12.7 B 0.42 13.4 B Source: Kittelson & Associates, Inc. 2021
Intersections analyzed using HCM 6 methodologies.
V/C = Volume/capacity ratio
Delay = Average vehicle delay in seconds
LOS = Level of service
N/A = Intersection does not exist without the project
Intersections shaded in grey represent where the LOS falls below the LOS recommended by the City of Fresno.
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Table 6: Intersection Level of Service – Existing Conditions – Saturday Peak Hour # Intersection
Existing Saturday Existing Saturday + Project
V/C Delay LOS V/C Delay LOS
1 Regional Park Driveway & S. Peach Avenue N/A 0.25 29.8 D 2 Soccer Complex Driveway & S. Peach Avenue N/A 0.52 49.4 E 3 E. Geary Street & S. Peach Avenue 0.08 10.9 B 0.10 12.1 B 4 E. Church Avenue & S. Peach Avenue 0.43 18.8 B 0.53 21.2 C 5 E. Jensen Avenue & S. Peach Avenue 0.30 11.8 B 0.38 13.2 B Source: Kittelson & Associates, Inc. 2021
Intersections analyzed using HCM 6 methodologies.
V/C = Volume/capacity ratio
Delay = Average vehicle delay in seconds
LOS = Level of service
N/A = Intersection does not exist without the project
Intersections shaded in grey represent where the LOS falls below the LOS recommended by the City of Fresno.
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Proposed Improvements
As shown in Table 6, the project driveway for the Soccer Complex and S. Peach Avenue is anticipated to operate at LOS E. This driveway was assumed to operate as a side-street stop-controlled intersection with exiting traffic from the Project being required to stop before turning onto S. Peach Avenue. South Peach Avenue traffic would not be controlled and would be free flowing. Therefore, the delay reported in Table 6 would be the delay only for vehicles exiting the project.
The primary method of improving operations at a stop-controlled intersection is to signalize the driveway. However, signalization requires an intersection to meet criteria laid out in the California Manual of Uniform Traffic Control Devices (MUTCD). Kittelson performed a signal warrant analysis at the intersection of S. Peach Avenue and the Soccer Complex Driveway and found it would not meet the signal warrant (See Appendix 6).
While the intersection would not meet a warrant under Existing plus Project conditions, there are proposed plans to widen Peach Avenue from two lanes to four lanes with a divided median.
Therefore, Kittelson recommends the project entrance to the soccer complex be signalized once the roadway widening project is implemented. This will improve operations for the driveway, especially on weekends when most tournaments would occur, and improve safety by better controlling vehicle movements and providing a controlled crossing for pedestrians.
Cumulative Conditions (2035)
The Cumulative Conditions analysis forecasts how the study area’s transportation system would operate with the Project in combination with the growth and changes of the surrounding community by the year 2035. The traffic growth based on changes of the surrounding community by 2035 were derived from the latest version of the Fresno COG travel demand model which was used for the recent Fresno General Plan Update EIR. Estimated growth in segment volumes along the roadways in the study area, as forecasted by the travel model, were applied to the existing traffic counts to develop cumulative 2035 volumes on streets and at intersections.
The travel demand model also shows S. Peach Avenue, Church Avenue, and Jensen Avenue will all be widened by 2035. Kittelson modified the lane configurations for the study intersections to provide the number of through lanes that align with the number of lanes from the travel demand model.
Figure 5 shows a comparison between existing condition lane configurations and the assumed lane configurations under 2035 conditions.
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Figure 5: Existing vs. Assumed 2035 Intersection Lane Configuration South Peach Avenue & Regional Park Driveway (Intersection 1) Existing 2035
South Peach Avenue & Soccer Complex Driveway (Intersection 2) Existing 2035
South Peach Avenue & East Geary Street (Intersection 3) Existing 2035
South Peach Avenue & East Church Avenue (Intersection 4) Existing 2035
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South Peach Avenue & East Jensen Avenue (Intersection 5) Existing 2035
This remainder of this section describes the effect the Project would have on the transportation system considering the anticipated growth in traffic volumes and increased number of lanes from the travel demand model.
Cumulative Intersection Operations
The weekday PM and Saturday peak hour intersection turning movement volumes and lane configurations for cumulative conditions with and without the Project are provided in Appendix 3, while Appendix 4 shows the Project only trip distribution. This information was used to calculate the level of service and identify if the level of service would fall below the thresholds set by the City of Fresno. The level of service results are summarized in Table 7 and Table 8 for the midweek PM and Saturday midday peak hours, respectively. Detailed calculation worksheets are provided in Appendix
5. Similar to the existing conditions, only the intersection of South Peach Avenue and the Soccer Complex Driveway (#2) is anticipated to operate below the threshold (LOS D) for Traffic Impact Zone III. The Regional Park Driveway and South Peach Avenue intersection would operate at LOS E, but this is an acceptable LOS since this intersection is located in Traffic Impact Zone II.
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Table 7: Intersection Level of Service – Cumulative Conditions – Weekday AM Peak Hour # Intersection
2035 PM 2035 PM + Project
V/C Delay LOS V/C Delay LOS
1 Regional Park Driveway & S. Peach Avenue N/A 0.10 34.3 D 2 Soccer Complex Driveway & S. Peach Avenue N/A 0.22 41.2 E 3 E. Geary Street & S. Peach Avenue 0.06 11.0 B 0.06 11.4 B 4 E. Church Avenue & S. Peach Avenue 0.53 20.1 C 0.56 20.8 C 5 E. Jensen Avenue & S. Peach Avenue 0.49 18.7 B 0.49 19.1 B Source: Kittelson & Associates, Inc. 2021
Intersections analyzed using HCM 6 methodologies.
V/C = Volume/capacity ratio
Delay = Average vehicle delay in seconds
LOS = Level of service
N/A = Intersection does not exist without the project
Intersections shaded in grey represent where the LOS falls below the LOS recommended by the City of Fresno.
Table 8: Intersection Level of Service – Cumulative Conditions – Weekday PM Peak Hour # Intersection
2035 Saturday 2035 Saturday + Project
V/C Delay LOS V/C Delay LOS
1 Regional Park Driveway & S. Peach Avenue N/A 0.36 43.9 E 2 Soccer Complex Driveway & S. Peach Avenue N/A 0.78 108.8 F 3 E. Geary Street & S. Peach Avenue 0.07 10.8 B 0.09 11.4 B 4 E. Church Avenue & S. Peach Avenue 0.49 19.6 B 0.58 21.2 C 5 E. Jensen Avenue & S. Peach Avenue 0.41 16.5 B 0.41 17.6 B Source: Kittelson & Associates, Inc. 2021
Intersections analyzed using HCM 6 methodologies.
V/C = Volume/capacity ratio
Delay = Average vehicle delay in seconds
LOS = Level of service
N/A = Intersection does not exist without the project
Intersections shaded in grey represent where the LOS falls below the LOS recommended by the City of Fresno.
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Proposed Improvements
The Project would not cause an existing intersection to fall below the LOS standard for the City of Fresno, but the project driveway for the Soccer Complex and S. Peach Avenue would operate at LOS E in the weekday PM peak hour and LOS F in the Saturday peak hour. Based on a warrant analysis (Appendix 6), this intersection would meet the peak hour signal warrant for signalization. Therefore, Kittelson recommends the following improvements be implemented at the intersection of S. Peach Avenue and the Soccer Complex Driveway (#2):
• Provide a dedicated southbound left turn lane from S. Peach Avenue into the Soccer Complex Driveway.
• Signalize the intersection.
Implementing this recommendation would improve the operations of the intersection to LOS A in both the weekday PM peak hour and Saturday peak hour as shown in the detailed output sheet located in Appendix 7. Figure 6 shows a comparison between the lane configuration and traffic control analyzed for 2035 and the recommended changes to improve operations.
Figure 6: Lane Configuration Comparison at S. Peach Avenue & the Soccer Complex Driveway (#2) 2035 Cumulative 2035 Cumulative with Recommended Changes Southeast Fresno Regional Park TIS February 2021
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Queue Lengths
An analysis of 95th percentile queue lengths was performed for existing and cumulative (2035) conditions without and with the Project. Queue lengths are based on the HCM 6th Edition methodologies for the study intersections and are shown in Table 9 and Table 10 for the Existing and Cumulative 2035 conditions, respectively. The queue storage for the approaches exiting the project at the Regional Park Driveway and S. Peach Avenue (#1) and the Soccer Complex Driveway and S.
Peach Avenue (#2) will be defined during development of the site plan. However, the anticipated queue based on the assumed lane configuration is presented in the table.
The study intersections were generally found to have sufficient storage to contain the 95th percentile queue lengths with the addition of Project traffic except for the eastbound left turn at the intersection of E. Jensen Avenue & S. Peach Avenue. Under cumulative 2035 conditions, the PM peak hour 95th percentile queue for the no project conditions is estimated at 132 feet which is 16 feet longer (or about one car length) longer than the 116 feet of turn lane storage provided. The addition of project traffic would increase the 95th percentile queue by about 22 feet to 154 feet. Since the eastbound left turn queue would already exceed the available storage under the no project conditions, the additional queue of about one vehicle (22 feet) is not anticipated to appreciably affect operations and safety at the intersection under cumulative 2035 conditions. Therefore, Kittelson does not recommend any changes.
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Table 9: 95th Percentile Queues for Existing Conditions with and without the Project # Intersection Scenario
Northbound Southbound Eastbound Westbound
Left Through Right Left Through Right Left Through Right Left Through Right 1 Regional Park Driveway & S. Peach Avenue
Storage 370 668 TBD
PM 0 0 0
PM + Proj 0 2 8
SAT 0 0 0
SAT + Proj 0 4 36
2 Soccer Complex Driveway & S. Peach Avenue
Storage 460 500 TBD
PM 0 0 0
PM + Proj 0 4 18
SAT 0 0 0
SAT + Proj 0 7 110
3 E. Geary Street & S. Peach Avenue
Storage 300 460 155
PM 0 0 5
PM + Proj 0 0 5
SAT 0 0 6
SAT + Proj 0 0 8
4 E. Church Avenue & S. Peach Avenue
Storage 255 1,235 155 205 530 205 116 1,165 130 1,000
PM 7 168 17 71 92 36 39 91 10 127
PM + Proj 8 204 18 86 107 42 49 96 11 145
SAT 9 89 9 44 60 23 27 57 8 94
SAT + Proj 11 145 11 79 101 38 46 65 10 129
5 E. Jensen Avenue & S. Peach Avenue
Storage 300 300 116 595 265 2,500 1,736
PM 52 74 59 64 4 43 17
PM + Proj 54 86 73 67 4 47 23
SAT 18 53 35 31 5 30 14
SAT + Proj 19 83 52 35 6 37 24
Kittelson & Associates, Inc. 2021
Intersections analyzed using HCM 6 methodologies.
TBD - Available queue storage not yet defined with a prepared site plan Queue lengths reported in feet
Intersections shaded in grey represent locations where queue lengths would exceed storage.
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Table 10: 95th Percentile Queues for Cumulative 2035 with and without the Project # Intersection Scenario
Northbound Southbound Eastbound Westbound
Left Through Right Left Through Right Left Through Right Left Through Right 1 Regional Park Driveway & S. Peach Avenue
Storage 370 668 TBD
PM 0 0 0
PM + Proj 0 3 10
SAT 0 0 0
SAT + Proj 0 4 52
2 Soccer Complex Driveway & S. Peach Avenue
Storage 460 500 TBD
PM 0 0 0
PM + Proj 0 5 24
SAT 0 0 0
SAT + Proj 0 9 183
3 E. Geary Street & S. Peach Avenue
Storage 300 460 155
PM 0 0 4
PM + Proj 0 0 5
SAT 0 0 6
SAT + Proj 0 0 7
4 E. Church Avenue & S. Peach Avenue
Storage 255 1,235 155 205 530 205 116 1,165 130 1,000
PM 8 126 29 145 78 45 71 82 13 67
PM + Proj 8 144 29 159 83 49 82 87 14 75
SAT 12 90 22 136 59 34 60 64 11 57
SAT + Proj 14 119 24 177 76 47 84 72 12 88
5 E. Jensen Avenue & S. Peach Avenue
Storage 150 300 150 300 116 595 265 2,500 1,736
PM 109 134 63 93 132 223 34 130 25
PM + Proj 110 134 72 97 154 213 34 136 32
SAT 61 90 41 66 86 153 39 97 16
SAT + Proj 64 91 61 82 112 162 41 109 30
Kittelson & Associates, Inc. 2021
Intersections analyzed using HCM 6 methodologies.
TBD - Available queue storage not yet defined with a prepared site plan Queue lengths reported in feet
Intersections shaded in grey represent locations where queue lengths would exceed storage.
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VEHICLE MILES TRAVELED (VMT)
Methodology
An analysis of vehicle miles traveled (VMT) was performed to examine how the Project would affect average trip length and VMT for the region. For this analysis, the Project is assumed to be most similar to a retail project as opposed to a residential or employment project. Therefore, the analysis follows the City of Fresno’s recommended significance threshold of “no net increase in VMT”.
This analysis assumes that no net new recreational trips will be created as a result of the Project – the trips to the new regional park are assumed to be existing recreational trips that would be rerouted from other existing parks, but better served by the new park location. This is a reasonable assumption because:
• A large number of parks currently exist in the Fresno region and in the Project’s vicinity, including parks with soccer and football fields, that attract visitors from a similar geographic range.
• The park does not include any novel or unique characteristics that would create new trips.
Since the Project includes both a regional park and a separate soccer complex, VMT was analyzed for two separate trip types – vehicles traveling to the nearest regional park and vehicles traveling to the nearest park with soccer facilities. The redistribution of recreational trips was analyzed by calculating changes in average trip length to (1) the nearest regional park and (2) the nearest park with a soccer field.
Three other regional parks exist in Fresno – the first part of the analysis quantifies how the average trip length to the nearest regional park may change with the addition of the Project. The second part of the analysis quantifies how average trip length to the nearest park with a soccer or football field may change. According to the Fresno Parks database, 34 existing parks include soccer or football fields.
Average trip length refers to the average distance from the centroid of each travel model transportation analysis zone (TAZ) within Fresno to the nearest regional park or park with a soccer or football field (along the existing street network). The analysis does not account for population density or dispersion.
The average trip lengths with and without the new regional park were compared for both the regional park aspect and the soccer complex. An increase in average trip length would increase overall VMT and result in a significant impact; a decrease in average trip length would decrease overall VMT and not cause a CEQA impact related to VMT.
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VMT Analysis Results
The addition of a new regional park/soccer complex at the Project site would result in a decrease in VMT for both the regional park and the soccer complex. Table 11 shows how the average trip length for a regional park trip or a soccer field trip would change with the Project. Since the Project is assumed not to generate net new trips, but instead would redistribute existing trips, a decrease in the average trip length would also result in a decrease in VMT.
The reduction in VMT resulting from trips to the nearest park with a football or soccer field is much smaller than that for regional parks. Because there is a much higher number of existing parks with football or soccer fields (34), the addition of the new park would have a smaller effect on trip rerouting and distance.
Table 11: Changes to VMT
Park Category / Scenario Average Trip Distance (Miles)
Regional Parks
Existing 5.00
Existing + New Park 3.90
Difference -1.11
Parks with Soccer or Football Fields
Existing 1.54
Existing + New Park 1.53
Difference -0.01
Southeast Fresno Regional Park TIS February 2021
40 Kittelson & Associates, Inc.
GEOMETRIC DESIGN AND INCOMPATIBLE USE
The 2014 Fresno General Plan designates the Project site as Community Park (CP) zoning. This land use is described as a park of up to 40 acres that typically includes sports fields, gyms, tennis courts, meeting rooms, etc. This land use is consistent with the project description of the Project. Therefore, the Project is not an incompatible use with the surrounding neighborhood.
The Project does not propose any changes to the surrounding transportation network. Vehicles will access the site via two driveways – one north of the railroad tracks and another south of the railroad tracks. These access points will be reviewed during conditions of approval to ensure they meet City design standards. Since the access points will meet the City’s current design standards in order for the project to meet its conditions of approval and there are no proposed off-site improvements, no potential hazards due to geometric design are anticipated.
EMERGENCY ACCESS
It is anticipated that emergency vehicles would be able to access the Project site using both access points on Peach Avenue if the Project were implemented. Intersection operations would not be significantly impacted by the Project at the signalized study locations and will not prevent emergency vehicles from accessing the site. The LOS at the unsignalized driveways is not considered critical to emergency access since it only affects outbound vehicle traffic and emergency responders can drive around queues with their emergency lights.
Final site plans will be reviewed by local fire officials as part of the design review to ensure adequate emergency access to and within the site.
TRANSIT IMPACTS
The Project site is not directly served by transit. Based on a qualitative assessment of transit service in the area and a review of the operations impacts, the Project is not anticipated to decrease the performance of transit buses or safety of transit facilities.
Since the Project serves a regional population and the nearest transit stop is almost one mile away, the majority of trips are expected to be made by motor vehicle. Therefore, the Project is not anticipated to significantly affect transit capacity in the area. Additionally, because the Project only has a minimal impact on intersection delay at the study intersections, the Project is not anticipated to cause significant changes in the ability of buses to meet their posted schedules and on-time performance.
BICYCLE IMPACTS
A qualitative assessment was conducted to determine the Project’s potential impacts on bicyclists and bicycle facilities. Class II bike lanes are currently present intermittently along Peach Avenue, with Southeast Fresno Regional Park TIS February 2021
41 Kittelson & Associates, Inc.
the exception of the corridor immediately adjacent to the Project. The City of Fresno’s Active Transportation Plan includes a planned Class II bikeway along Peach Avenue from North Avenue to Kings Canyon Road. The Project is not expected to impact the City’s plan to install bicycle facilities along this corridor because the Project is not proposing off-site improvements.
The Project site is required to provide adequate access and amenities for bicyclists, including bicycle parking. The Fresno municipal code (Section 15-2429) states the required number of short and longterm bicycle parking spaces for various land uses. Parks and Open Space classifications are not required to provide long-term spaces (for visitors staying longer than two hours) but are required to provide short-term spaces to be determined during project review. As of this transportation analysis, the site plan is not sufficiently developed to determine recommendations for bicycle amenities and parking. These will be determined by the City of Fresno during the final review of the site plan and development of the conditions of approval.
PEDESTRIAN IMPACTS
A qualitative assessment was conducted to determine the Project’s potential impacts on pedestrians and pedestrian facilities. Sidewalks are not currently present along Peach Avenue adjacent to the Project, but the City of Fresno’s Active Transportation Plan includes planned sidewalks to fill in all gaps on Peach Avenue within the area. In addition, the City of Fresno Department of Public Works has plans to widen Peach Avenue between Florence Avenue and Butler Avenue, which will include sidewalks along the Project frontage and a pedestrian crossing of the railroad tracks. The Project is not proposing off-site improvements that would conflict with these proposed plans. Therefore, the Project would not significantly impact pedestrians.
SITE CIRCULATION REVIEW
A fully developed site plan was not available for a thorough review by Kittelson. Based on a review of concepts provided to Kittelson, the following are high level recommendations to consider as the site plan is fully designed:
• S. Peach Avenue is proposed to be widened in the Project vicinity which would fill in the sidewalk gap along the Project frontage providing a safe pedestrian route between the regional park and the soccer complex. However, if the Peach Avenue project is delayed and the park Project is developed first, it is recommended the Project implement the sidewalk improvements along the Project frontage to provide a safe route for pedestrians between the two parts of the park.
• The regional park on the northern parcel and the soccer complex on the southern parcel are divided by an active railroad line. In order to prevent pedestrians from traversing the railroad tracks away from the marked crossing on S. Peach Avenue, Kittelson recommends a high fence be established to prevent pedestrians from crossing between the two parts of the Project except at the crossing on S. Peach Avenue.
Southeast Fresno Regional Park TIS February 2021
42 Kittelson & Associates, Inc.
CEQA PROJECT IMPACTS AND PROPOSED MITIGATIONS
TRAF-1 The proposed project would not conflict with a program, plan, ordinance or policy addressing the circulation system, including transit, roadway, bicycle, and pedestrian facilities. This would be considered a less than significant impact.
The Project would not cause a significant impact by conflicting with programs, plans, ordinances, or policies addressing the circulation system.
• Proposed roadway, bicycle, and pedestrian plans will not be impacted by the new development, and adequate right-of-way will be provided to complete potential roadway widening and new bicycle and pedestrian facilities.
• Transit service is not expected to be impacted since the Project would not cause transit demand to exceed capacity and traffic operations at study intersections used by transit vehicles would not be significantly impacted.
• The Project complies with policies outlined in the General Plan and Active Transportation Plan, including:
o Reducing VMT through infill development (General Plan Policy MT-2-c) o Ensuring pedestrian safety (General Plan Policy MT-5-d; ATP Goal 1) Increase walking and bicycling trips in Fresno by creating user friendly facilities (ATP Goal 2) TRAF-2 The proposed project would not conflict with or be inconsistent with CEQA Guideline section 15064.3, subdivision (b). This would be considered a less than significant impact.
Based on the City of Fresno’s VMT guidelines, the Project would be assumed to have a significant impact related to VMT if it would cause a net increase in regional VMT. The total number of recreational park trips in Fresno is not anticipated to increase; instead, recreational trips would be diverted from other parks., The average trip lengths between residential areas in Fresno and regional park and soccer field destinations were computed with and without the Project. Based on this analysis, the average trip lengths were found to decrease as a result of the Project. Since average trip length would decrease and there would be no net new vehicle trips as a result of the Project, there would be no significant impact as the total regional VMT would decrease as a result of the Project.
TRAF-3 The proposed project would substantially increase hazards due to a geometric design feature (e.g., sharp curves or dangerous intersections) or incompatible uses (e.g., farm equipment). This would be considered a potentially significant impact.
The Project does not propose modifications to an existing land use or zoning designation, and therefore does not represent an incompatible use. The Project does not propose any off-site Southeast Fresno Regional Park TIS February 2021
43 Kittelson & Associates, Inc.
improvements to the local transportation network that would result in sharp curves, dangerous intersections, or other hazards.
The design of the proposed internal drive aisles, access driveways, and other circulation improvements would be required to adhere to the City of Fresno Fire Department’s design standards which are imposed on project developments by the State and City’s Fire Department during the building plan check and development review process.
Since the Project is not incompatible with surrounding land uses, there are no off-site improvements, and all on-site improvements would be made adhering to the latest design standards for the City of Fresno preventing hazardous conditions, the Project would not result in a significant impact and no mitigation measures would be required.
TRAF-4 The proposed project would result in inadequate emergency access. This would be considered a potentially significant impact.
Emergency response requires a balance of emergency response time and evacuation needs with other community concerns, such as urban design and traffic calming. To address emergency and fire access needs, the site improvements would be required to be designed in accordance with all applicable CDE and the City of Fresno Fire Department design standards for emergency access (e.g., minimum lane width and turning radius). For example, the driveways would be designed to meet the minimum width requirements of the City of Fresno Fire Department to allow for the passing of emergency vehicles.
Since adequate emergency access will be required per the local fire code and the site plans reviewed by the local fire officials as part of the design review, the Project is not anticipated to result in inadequate emergency vehicle access. Therefore, the Project would have a less than significant impact and no mitigation measures would be required.
Southeast Fresno Regional Park TIS February 2021
Kittelson & Associates, Inc.
Appendix 1 Transportation
Terminology
Southeast Fresno Regional Park TIS February 2021
Kittelson & Associates, Inc.
Several traffic analysis concepts were used to evaluate the Project’s impacts on the existing and future transportation system. The following is an explanation of transportation terminology used in this report.
Level of Service (LOS)
“Levels of service” describe the operating conditions experienced by motorists during peak times of travel. Level of service (LOS) is a qualitative measure of the effect of a number of factors, including speed and travel time, traffic interruptions, freedom to maneuver, driving comfort and convenience.
Levels of service are designated "A" through "F" from best to worst, which cover the entire range of traffic operations that might occur. Level of Service (LOS) "A" through "E" generally represent traffic volumes at less than intersection capacity, while LOS "F" represents over capacity and/or significant delays.
Peak Hour Factor (PHF)
A peak hour factor is a measure of fluctuation in vehicle flow. In urban and suburban areas, PHFs are generally found to be in the range of 0.70 to 1.00. PHFs closer to 1.00 reflect locations where the vehicle flow is consistent and uniform, whereas PHFs with less than 0.80 tend to be locations with more erratic vehicle flow. When a PHF is unknown, default values of 0.90 to 0.95 tend to be used.
PHF is calculated by dividing the total vehicles entering and leaving an intersection in an hour by four times the highest 15-minute increment of vehicles in that same hour.
Bicycle Terminology
• Bikeways that are indicated by pavement markings and/or signage. There are generally three classes of bikeways:
o Class I (Paths) - Trails that are exclusively for non-motorized access and are typically shared with pedestrians and/or equestrians.
o Class II (Bike Lanes) – Marked lanes on roadways for exclusive use by bicyclists. o Class III (Bike Routes) – Roadways in which bicyclists and motorists share the travel lane. • All of these bikeways may be supplemented with signage and/or bicycle symbol pavement markings. The lack of bicycle designations on city streets does not preclude bicycle usage, as they are defined as a vehicle in the California Vehicle Code and subject to the same rules governing motor vehicles
Pedestrian Terminology
Pedestrian facilities are made up of several components and may include the following:
• Walkways, such as sidewalks, paths, and roadway shoulders, which provide exclusive access to pedestrian circulation and adequate widths for walking that are free of obstructions. On highvolume and/or high-speed roadways, buffers are needed to provide greater separation from roadway traffic to create a more conducive walking environment. Buffers, which are areas between the curb and walkway, often house utilities, street furniture, and landscaping Southeast Fresno Regional Park TIS February 2021
Kittelson & Associates, Inc.
• Intersection crossing aids, such as marked crosswalks, pedestrian bulb-outs, in-pavement flashers, raised crosswalks, median pedestrian refuges, pedestrian-actuated signalization with visual and audible pedestrian signal heads, and curb ramps with detectable warnings. • Landscaping, such as trees, bushes, and other foliage, can provide shade from the sun and overhead protection during inclement weather, create a more pleasant walking environment, and may absorb noise and pollution from the roadway if placed in the buffer zone. • Amenities, such as benches, water fountains, pedestrian-scaled lighting, refuse cans, mailboxes, newspaper stands, maps and directional signage.
Additionally, pedestrian activity is encouraged for routine and recreational purposes by providing and maintaining walkway facilities on both sides of all roadways, allowing pedestrians to cross all intersection legs, orienting buildings towards walkways rather than parking lots, and providing easy, continuous, direct path to and from activity centers. Pedestrian activity is discouraged by locating dead spaces (fences, blank walls, surface parking) next to walkways, designing limited access roadways (cul-de-sacs, long stretches of road with no intersections) with no pedestrian access points, high-volume or high-speed roadways with inadequate walkway widths and no buffers, and large turning radii at intersections.
Southeast Fresno Regional Park TIS February 2021
Kittelson & Associates, Inc.
Appendix 2 Traffic Count Data
Prepared by National Data & Surveying Services
ID: 20-090181-001 Day:
City: Fresno Date:
AM 0 0 0 0 AM
NOON 0 0 0 0 NOON
PM 0 546 0 0 PM
AM NOON PM PM NOON AM
0 1 0 0
0 33 0 0
1 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 TEV 0 0 1040 0 0 0 0
0 0 0 0 PHF 0.95
0 0 0 0
0 0 1 0
AM NOON PM PM NOON AM
PM 0 0 456 5 PM
NOON 0 0 0 0 NOON
AM 0 0 0 0 AM
E Geary St
NONE
NONE
0 0 0
S Peach Ave
0 0
S Peach Ave
SOUTHBOUND
04:00 PM - 06:00 PM
NORTHBOUND
5 0
PEAK HOURS
Total Vehicles (AM)
NONE
04:30 PM - 05:30 PM
0 489
0 1-Way Stop (WB)
E Geary St
EASTBOUND
Peak Hour Turning Movement Count
546
Total Vehicles (PM) Bikes (PM)
S Peach Ave & E Geary St
Thursday
12/10/2020
CONTROL
WESTBOUND
NONE
Total Vehicles (Noon)
Pedestrians (Crosswalks)
Bikes (NOON)
0 COUNT PERIODS
Bikes (AM)
AM NOON PM0
0 0
0 0 0 0 0 0
0 0 0 0 0
0 0
0 0
0 0
0 0
0 0
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
N/A
N/A
N/A
N/A
N/A
N/A
N/AN/AN/A
N/AN/AN/A
N/A
N/A
N/A
N/A
N/A
N/A
N/AN/AN/A
N/AN/AN/A
N/A
N/A
N/A
N/A
N/A
N/A
N/AN/AN/A
N/AN/AN/A
N/A
N/A
N/A
N/A
N/A
N/A
N/AN/AN/A
N/AN/AN/A
0 0
33 0
0 0
05460
04565
2 0
0 0
0 0
000
000
PMNOONAMAMNOONPM
PMNOONAMAMNOONPM
Prepared by National Data & Surveying Services
ID: 20-090181-001 Day:
City: Fresno Date:
AM 0 0 0 0 AM
NOON 0 426 3 0 NOON
PM 0 0 0 0 PM
AM NOON PM PM NOON AM
0 1 0 0
0 0 46 0
1 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 TEV 0 832 0 0 0 0 0
0 0 0 0 PHF 0.92
0 0 0 0
0 0 1 0
AM NOON PM PM NOON AM
PM 0 0 0 0 PM
NOON 0 0 353 4 NOON
AM 0 0 0 0 AM
Peak Hour Turning Movement Count
0 Total Vehicles (PM) Bikes (PM)
S Peach Ave & E Geary St
Saturday
12/12/2020
CONTROL
WESTBOUND
NONE
Total Vehicles (Noon)
Pedestrians (Crosswalks)
Bikes (NOON)
0 COUNT PERIODS
Bikes (AM)
PEAK HOURS
Total Vehicles (AM)
11:45 AM - 12:45 PM
NONE
0 0
399
1-Way Stop(WB)
E Geary St
EASTBOUND
S Peach Ave
0 7
S Peach Ave
SOUTHBOUND
NONE
NORTHBOUND
0 426
E Geary St
NONE
11:00 AM - 01:00 PM
0 0 0
AM NOON PM0
0 0
0 0 0 0 0 0
0 0 0 0 0
0 0
1 0
0 0
0 0
0 0
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
N/A
N/A
N/A
N/A
N/A
N/A
N/AN/AN/A
N/AN/AN/A
0 0
0 0
0 0
000
000
N/A
N/A
N/A
N/A
N/A
N/A
N/AN/AN/A
N/AN/AN/A
0 0
46 0
0 0
04263
03534
N/A
N/A
N/A
N/A
N/A
N/A
N/AN/AN/A
N/AN/AN/A
N/A
N/A
N/A
N/A
N/A
N/A
N/AN/AN/A
N/AN/AN/A
PMNOONAMAMNOONPM
PMNOONAMAMNOONPM
Prepared by National Data & Surveying Services
ID: 20-090183-001 Day:
City: Fresno Date:
AM 0 0 0 0 AM
NOON 0 0 0 0 NOON
PM 91 218 127 0 PM
AM NOON PM PM NOON AM
1 1 1 0
0 68 0 0
1 129 0 0
0 0 0 0 1 16 0 0
0 0 69 1 TEV 0 0 1211 0 0 0 0
0 0 147 1 PHF 0.92
0 0 16 0
0 1 1 1
AM NOON PM PM NOON AM
PM 0 11 283 36 PM
NOON 0 0 0 0 NOON
AM 0 0 0 0 AM
Pedestrians (Crosswalks)
Totals (PM) Total Bikes (PM)
0 0
NORTHBOUND
S Peach Ave
Totals (NOON) Total Bikes (NOON)
NONE
310 0 0
Totals (AM) 250 Total Bikes (AM)
E Church Ave
EASTBOUND
WESTBOUND
E Church Ave
0 0 231
CONTROL
Signalized
0 NONE
04:30 PM - 05:30 PM 420
S Peach Ave & E Church Ave
Peak Hour Turning Movement Count
S Peach Ave Thursday
SOUTHBOUND 12/17/2020
PEAK HOURS
4:00 PM - 06:00 PM
NONE 0 NONE
COUNT PERIODS
AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
PMNOONAMAMNOONPM
PMNOONAMAMNOONPM
0 0
0 0
0 0
10 0 0 0
0 2
0 0
1 0
0 00 0 0 0 0
0 0
0 0
0 0
001
020
0 0
0 0
0 0
000
000
0 0
0 0
0 0
000
000
68 129
16 16
147
69 91218127
1128336
0 0
0 0
0 0
000
000
0 0
0 0
0 0
000
000
Prepared by National Data & Surveying Services
ID: 20-090183-001 Day:
City: Fresno Date:
AM 0 0 0 0 AM
NOON 64 157 102 0 NOON
PM 0 0 0 0 PM
AM NOON PM PM NOON AM
1 1 1 0
0 0 70 0
1 0 111 0
0 0 0 0 1 0 16 0
0 61 0 1 TEV 0 924 0 0 0 0 0
0 115 0 1 PHF 0.92
0 15 0 0
0 1 1 1
AM NOON PM PM NOON AM
PM 0 0 0 0 PM
NOON 0 18 173 22 NOON
AM 0 0 0 0 AM
304 11:00 AM - 01:00 PM
NONE 0
S Peach Ave & E Church Ave
Peak Hour Turning Movement Count
S Peach Ave Saturday
SOUTHBOUND 12/19/2020
PEAK HOURS
NONE
NONE 0 NONE
COUNT PERIODS
12:00 PM - 01:00 PM
0 239 0
Totals (AM) 0 Total Bikes (AM)
E Church Ave
EASTBOUND
WESTBOUND
E Church Ave
0 193 0
CONTROL
Signalized
Pedestrians (Crosswalks)
Totals (PM) Total Bikes (PM)
188
0 NORTHBOUND
S Peach Ave
Totals (NOON) Total Bikes (NOON)
AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
PMNOONAMAMNOONPM
PMNOONAMAMNOONPM
0 0
0 0
0 0
0 00 0 0
0 0
1 0
0 1
0 0 10 0 00
0 0
0 0
0 0
000
000
0 0
0 0
0 0
000
010
0 0
0 0
0 0
000
000
0 0
0 0
0 0
000
000
70 111
15 16
115
61 64157102
1817322
0 0
0 0
0 0
000
000
Prepared by National Data & Surveying Services
ID: 20-090183-002 Day:
City: Fresno Date:
AM 0 0 0 0 AM
NOON 0 0 0 0 NOON
PM 71 54 68 0 PM
AM NOON PM PM NOON AM
0 1 0 0
1 61 0 0
2 309 0 0
0 0 1 0 1 5 0 0
0 0 149 1 TEV 0 0 1399 0 2 0 0
0 0 522 2 PHF 0.95
0 0 13 0
0 0 1 0
AM NOON PM PM NOON AM
PM 0 18 109 17 PM
NOON 0 0 0 0 NOON
AM 0 0 0 0 AM
Pedestrians (Crosswalks)
Totals (PM) Total Bikes (PM)
0 0
NORTHBOUND
S Peach Ave
Totals (NOON) Total Bikes (NOON)
NONE
609 0 0
Totals (AM) 72 Total Bikes (AM)
E Jensen Ave
EASTBOUND
WESTBOUND
E Jensen Ave
0 0 399
CONTROL
Signalized
0 NONE
04:15 PM - 05:15 PM 319
S Peach Ave & E Jensen Ave
Peak Hour Turning Movement Count
S Peach Ave Thursday
SOUTHBOUND 12/17/2020
PEAK HOURS
4:00 PM - 06:00 PM
NONE 0 NONE
COUNT PERIODS
AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
PMNOONAMAMNOONPM
PMNOONAMAMNOONPM
0 0
0 0
0 0
00 0 0 0
0 0
0 0
0 0
0 00 0 0 0 0
0 0
0 0
1 0
000
000
0 0
0 0
0 0
000
000
0 0
0 0
0 0
000
000
61 309
13 5
522
149
715468
1810917
0 0
0 0
0 0
000
000
0 0
0 0
0 0
000
000
Prepared by National Data & Surveying Services
ID: 20-090183-002 Day:
City: Fresno Date:
AM 0 0 0 0 AM
NOON 65 40 55 0 NOON
PM 0 0 0 0 PM
AM NOON PM PM NOON AM
0 1 0 0
1 0 59 0
2 0 269 0
0 0 0 0 1 0 11 0
0 91 0 1 TEV 0 950 0 0 0 1 0
0 288 0 2 PHF 0.97
0 11 0 0
0 0 1 0
AM NOON PM PM NOON AM
PM 0 0 0 0 PM
NOON 0 6 42 12 NOON
AM 0 0 0 0 AM
192 11:00 AM - 01:00 PM
NONE 0
S Peach Ave & E Jensen Ave
Peak Hour Turning Movement Count
S Peach Ave Saturday
SOUTHBOUND 12/19/2020
PEAK HOURS
NONE
NONE 0 NONE
COUNT PERIODS
12:00 PM - 01:00 PM
0 356 0
Totals (AM) 0 Total Bikes (AM)
E Jensen Ave
EASTBOUND
WESTBOUND
E Jensen Ave
0 340 0
CONTROL
Signalized
Pedestrians (Crosswalks)
Totals (PM) Total Bikes (PM)
62 0
NORTHBOUND
S Peach Ave
Totals (NOON) Total Bikes (NOON)
AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
PMNOONAMAMNOONPM
PMNOONAMAMNOONPM
0 0
0 0
0 0
0 00 0 0
0 0
1 0
0 1
0 0 00 0 00
0 0
0 0
0 0
000
000
0 0
0 0
0 0
000
000
0 0
0 0
0 0
000
000
0 0
0 0
0 0
000
000
59 269
11 11
288
91 654055
64212
0 0
0 0
0 0
000
000
Southeast Fresno Regional Park TIS February 2021
Kittelson & Associates, Inc.
Appendix 3 Volume and Lane
Configuration Figures
Report Figure 0: Lane Configuration and Traffic Control S. Peach Avenue & E. Jense
S. Peach Avenue & Regional S. Peach Avenue & Soccer CS. Peach Avenue & E. Geary S. Peach Avenue & E. Churc Kittelson & Associates, Inc.
12/29/2020
SE Fresno Regional Park Scenario 1: 1 Existing PM
Version 2021 (SP 0-2)
Generated with
Report Figure 1a: Traffic Volume - Base Volume
S. Peach Avenue & E. Jense
S. Peach Avenue & Regional S. Peach Avenue & Soccer CS. Peach Avenue & E. Geary S. Peach Avenue & E. Churc Kittelson & Associates, Inc.
12/29/2020
SE Fresno Regional Park Scenario 1: 1 Existing PM
Version 2021 (SP 0-2)
Generated with
Report Figure 0: Lane Configuration and Traffic Control S. Peach Avenue & E. Jense
S. Peach Avenue & Regional S. Peach Avenue & Soccer CS. Peach Avenue & E. Geary S. Peach Avenue & E. Churc Kittelson & Associates, Inc.
12/29/2020
SE Fresno Regional Park Scenario 3: 3 Existing PM + Project Version 2021 (SP 0-2)
Generated with
Report Figure 1f: Traffic Volume - Future Total Volume
S. Peach Avenue & E. Jense
S. Peach Avenue & Regional S. Peach Avenue & Soccer CS. Peach Avenue & E. Geary S. Peach Avenue & E. Churc Kittelson & Associates, Inc.
12/29/2020
SE Fresno Regional Park Scenario 3: 3 Existing PM + Project Version 2021 (SP 0-2)
Generated with
Report Figure 0: Lane Configuration and Traffic Control S. Peach Avenue & E. Jense
S. Peach Avenue & Regional S. Peach Avenue & Soccer CS. Peach Avenue & E. Geary S. Peach Avenue & E. Churc Kittelson & Associates, Inc.
12/29/2020
SE Fresno Regional Park Scenario 2: 2 Existing Saturday Version 2021 (SP 0-2)
Generated with
Report Figure 1a: Traffic Volume - Base Volume
S. Peach Avenue & E. Jense
S. Peach Avenue & Regional S. Peach Avenue & Soccer CS. Peach Avenue & E. Geary S. Peach Avenue & E. Churc Kittelson & Associates, Inc.
12/29/2020
SE Fresno Regional Park Scenario 2: 2 Existing Saturday Version 2021 (SP 0-2)
Generated with
Report Figure 0: Lane Configuration and Traffic Control S. Peach Avenue & E. Jense
S. Peach Avenue & Regional S. Peach Avenue & Soccer CS. Peach Avenue & E. Geary S. Peach Avenue & E. Churc Kittelson & Associates, Inc.
12/29/2020
SE Fresno Regional Park Scenario 4: 4 Existing Saturday + Project Version 2021 (SP 0-2)
Generated with
Report Figure 1f: Traffic Volume - Future Total Volume
S. Peach Avenue & E. Jense
S. Peach Avenue & Regional S. Peach Avenue & Soccer CS. Peach Avenue & E. Geary S. Peach Avenue & E. Churc Kittelson & Associates, Inc.
12/29/2020
SE Fresno Regional Park Scenario 4: 4 Existing Saturday + Project Version 2021 (SP 0-2)
Generated with
Report Figure 0: Lane Configuration and Traffic Control S. Peach Avenue & E. Jense
S. Peach Avenue & Regional S. Peach Avenue & Soccer CS. Peach Avenue & E. Geary S. Peach Avenue & E. Churc Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 5: 5 2035 PM
Version 2021 (SP 0-2)
Generated with
Report Figure 1f: Traffic Volume - Future Total Volume
S. Peach Avenue & E. Jense
S. Peach Avenue & Regional S. Peach Avenue & Soccer CS. Peach Avenue & E. Geary S. Peach Avenue & E. Churc Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 5: 5 2035 PM
Version 2021 (SP 0-2)
Generated with
Lane Configuration and Traffic Control
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 7: 7 2035 PM + Project Version 2021 (SP 0-2)
Generated with
Traffic Volume - Future Total Volume
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 7: 7 2035 PM + Project Version 2021 (SP 0-2)
Generated with
Lane Configuration and Traffic Control
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 6: 6 2035 Saturday
Version 2021 (SP 0-2)
Generated with
Traffic Volume - Future Total Volume
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 6: 6 2035 Saturday
Version 2021 (SP 0-2)
Generated with
Lane Configuration and Traffic Control
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 8: 8 2035 Saturday + Project Version 2021 (SP 0-2)
Generated with
Traffic Volume - Future Total Volume
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 8: 8 2035 Saturday + Project Version 2021 (SP 0-2)
Generated with
Southeast Fresno Regional Park TIS February 2021
Kittelson & Associates, Inc.
Appendix 4 Volume Figures – Net Volume
Changes
Report Figure 1d: Traffic Volume - Net New Site Trips
S. Peach Avenue & E. Jense
S. Peach Avenue & Regional S. Peach Avenue & Soccer CS. Peach Avenue & E. Geary S. Peach Avenue & E. Churc Kittelson & Associates, Inc.
12/29/2020
SE Fresno Regional Park Scenario 3: 3 Existing PM + Project Version 2021 (SP 0-2)
Generated with
Report Figure 1d: Traffic Volume - Net New Site Trips
S. Peach Avenue & E. Jense
S. Peach Avenue & Regional S. Peach Avenue & Soccer CS. Peach Avenue & E. Geary S. Peach Avenue & E. Churc Kittelson & Associates, Inc.
12/29/2020
SE Fresno Regional Park Scenario 4: 4 Existing Saturday + Project Version 2021 (SP 0-2)
Generated with
Southeast Fresno Regional Park TIS February 2021
Kittelson & Associates, Inc.
Appendix 5 Level of Service
Worksheets
Intersection Analysis Summary
Report File: H:\...\Existing PM_LOS Details.pdf 12/29/2020 Vistro File: H:\...\25496_SE_Fresno_Park_20201229.vistro Scenario 2 Existing Saturday SE Fresno Regional Park
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection.
WB Left 0.303 11.8 B
HCM 6th
Edition Signalized S. Peach Avenue & E. JensenAvenue 5
WB Thru 0.426 18.8 B
HCM 6th
Edition Signalized S. Peach Avenue & E. ChurchStreet 4
WB Right 0.076 10.9 B
HCM 6th
Edition Two-way stop S. Peach Avenue & E. GearyStreet 3 SB Thru 0.005 0.0 A
HCM 6th
Edition Two-way stop S. Peach Avenue & SoccerComplex Driveway 2 SB Thru 0.005 0.0 A
HCM 6th
Edition Two-way stop S. Peach Avenue & RegionalPark Driveway 1 ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS Kittelson & Associates, Inc.
12/29/2020
SE Fresno Regional Park Scenario 2: 2 Existing Saturday Version 2021 (SP 0-2)
Generated with
Volume to Capacity (v/c): 0.005
Level Of Service: A
Delay (sec / veh): 0.0
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Two-way stop
Intersection 1: S. Peach Avenue & Regional Park Driveway Intersection Level Of Service Report
Crosswalk Yes Yes Yes
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name S. Peach Avenue S. Peach Avenue Regional Park Driveway Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 434 0 0 466 0 0
Total 15-Minute Volume [veh/h] 108 0 0 117 0 0
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 Total Hourly Volume [veh/h] 399 0 0 429 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 399 0 0 429 0 0
Name S. Peach Avenue S. Peach Avenue Regional Park Driveway Volumes
Kittelson & Associates, Inc.
12/29/2020
SE Fresno Regional Park Scenario 2: 2 Existing Saturday Version 2021 (SP 0-2)
Generated with
Intersection LOS A
d_I, Intersection Delay [s/veh] 0.00
Approach LOS A A B
d_A, Approach Delay [s/veh] 0.00 0.00 13.72
95th-Percentile Queue Length [ft/ln] 0.00 0.00 0.00 0.00 0.00 0.00 95th-Percentile Queue Length [veh/ln] 0.00 0.00 0.00 0.00 0.00 0.00 Movement LOS A A A A C B
d_M, Delay for Movement [s/veh] 0.00 0.00 8.20 0.00 16.65 10.79 V/C, Movement V/C Ratio 0.00 0.00 0.00 0.00 0.00 0.00
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane No
Priority Scheme Free Free Stop
Intersection Settings
Kittelson & Associates, Inc.
12/29/2020
SE Fresno Regional Park Scenario 2: 2 Existing Saturday Version 2021 (SP 0-2)
Generated with
Volume to Capacity (v/c): 0.005
Level Of Service: A
Delay (sec / veh): 0.0
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Two-way stop
Intersection 2: S. Peach Avenue & Soccer Complex Driveway Intersection Level Of Service Report
Crosswalk Yes Yes Yes
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name S. Peach Avenue S. Peach Avenue Soccer Complex Driveway Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 434 0 0 466 0 0
Total 15-Minute Volume [veh/h] 108 0 0 117 0 0
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 Total Hourly Volume [veh/h] 399 0 0 429 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 399 0 0 429 0 0
Name S. Peach Avenue S. Peach Avenue Soccer Complex Driveway Volumes
Kittelson & Associates, Inc.
12/29/2020
SE Fresno Regional Park Scenario 2: 2 Existing Saturday Version 2021 (SP 0-2)
Generated with
Intersection LOS A
d_I, Intersection Delay [s/veh] 0.00
Approach LOS A A B
d_A, Approach Delay [s/veh] 0.00 0.00 13.72
95th-Percentile Queue Length [ft/ln] 0.00 0.00 0.00 0.00 0.00 0.00 95th-Percentile Queue Length [veh/ln] 0.00 0.00 0.00 0.00 0.00 0.00 Movement LOS A A A A C B
d_M, Delay for Movement [s/veh] 0.00 0.00 8.20 0.00 16.65 10.79 V/C, Movement V/C Ratio 0.00 0.00 0.00 0.00 0.00 0.00
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane No
Priority Scheme Free Free Stop
Intersection Settings
Kittelson & Associates, Inc.
12/29/2020
SE Fresno Regional Park Scenario 2: 2 Existing Saturday Version 2021 (SP 0-2)
Generated with
Volume to Capacity (v/c): 0.076
Level Of Service: B
Delay (sec / veh): 10.9
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Two-way stop
Intersection 3: S. Peach Avenue & E. Geary Street
Intersection Level Of Service Report
Crosswalk Yes Yes Yes
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name S. Peach Avenue S. Peach Avenue E. Geary Street
Intersection Setup
Pedestrian Volume [ped/h] 0 0 1
Total Analysis Volume [veh/h] 384 4 0 463 0 50
Total 15-Minute Volume [veh/h] 96 1 0 116 0 13
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9200 0.9200 1.0000 0.9200 1.0000 0.9200 Total Hourly Volume [veh/h] 353 4 0 426 0 46
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 353 4 0 426 0 46
Name S. Peach Avenue S. Peach Avenue E. Geary Street
Volumes
Kittelson & Associates, Inc.
12/29/2020
SE Fresno Regional Park Scenario 2: 2 Existing Saturday Version 2021 (SP 0-2)
Generated with
Intersection LOS B
d_I, Intersection Delay [s/veh] 0.60
Approach LOS A A B
d_A, Approach Delay [s/veh] 0.00 0.00 10.90
95th-Percentile Queue Length [ft/ln] 0.00 0.00 0.00 0.00 0.00 6.12 95th-Percentile Queue Length [veh/ln] 0.00 0.00 0.00 0.00 0.00 0.24 Movement LOS A A A B
d_M, Delay for Movement [s/veh] 0.00 0.00 0.00 0.00 0.00 10.90 V/C, Movement V/C Ratio 0.00 0.00 0.00 0.00 0.00 0.08
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane
Priority Scheme Free Free Stop
Intersection Settings
Kittelson & Associates, Inc.
12/29/2020
SE Fresno Regional Park Scenario 2: 2 Existing Saturday Version 2021 (SP 0-2)
Generated with
Volume to Capacity (v/c): 0.426
Level Of Service: B
Delay (sec / veh): 18.8
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 4: S. Peach Avenue & E. Church Street
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 250.00 100.00 100.00 200.00 100.00 220.00 130.00 100.00 100.00 115.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 0 1 0 1 1 0 0 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name S. Peach Avenue S. Peach Avenue E. Church Avenue E. Church Avenue Intersection Setup
Kittelson & Associates, Inc.
12/29/2020
SE Fresno Regional Park Scenario 2: 2 Existing Saturday Version 2021 (SP 0-2)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ 1 0 0 1 v_co, Outbound Pedestrian Volume crossing minor stree 1 0 0 1 v_di, Inbound Pedestrian Volume crossing major street [ 0 0 0 1 v_do, Outbound Pedestrian Volume crossing major stree 0 1 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 20 188 24 111 171 70 66 125 16 17 121 76 Total 15-Minute Volume [veh/h] 5 47 6 28 43 17 17 31 4 4 30 19 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 Total Hourly Volume [veh/h] 18 173 22 102 157 64 61 115 15 16 111 70 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 18 173 22 102 157 64 61 115 15 16 111 70 Name S. Peach Avenue S. Peach Avenue E. Church Avenue E. Church Avenue Volumes
Kittelson & Associates, Inc.
12/29/2020
SE Fresno Regional Park Scenario 2: 2 Existing Saturday Version 2021 (SP 0-2)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 20.0 20.0 0.0 20.0 20.0 0.0 20.0 20.0 0.0 20.0 20.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No Yes No Yes No No No No
l2, Clearance Lost Time [s] 2.9 3.3 0.0 2.9 3.3 0.0 2.0 2.9 0.0 2.0 2.9 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 16 0 0 14 0 0 21 0 0 20 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 2.0 5.5 0.0 2.0 5.5 0.0 2.0 6.5 0.0 2.0 4.9 0.0 Split [s] 0 0 0 0 0 0 0 0 0 0 0 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.9 4.3 0.0 3.9 4.3 0.0 3.0 3.9 0.0 3.0 3.9 0.0 Maximum Green [s] 20 30 0 20 30 0 20 30 0 20 30 0
Minimum Green [s] 8 8 0 8 8 0 8 8 0 8 8 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 3 8 0 7 4 0
Control Type Protect Permis Permis Protect Permis Permis Protect Permis Permis Protect Permis Permis Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Free Running
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kittelson & Associates, Inc.
12/29/2020
SE Fresno Regional Park Scenario 2: 2 Existing Saturday Version 2021 (SP 0-2)
Generated with
95th-Percentile Queue Length [ft/ln] 8.97 88.88 9.49 43.73 60.26 23.38 26.74 57.14 7.75 94.02 95th-Percentile Queue Length [veh/ln] 0.36 3.56 0.38 1.75 2.41 0.94 1.07 2.29 0.31 3.76 50th-Percentile Queue Length [ft/ln] 4.99 49.38 5.27 24.29 33.48 12.99 14.86 31.75 4.31 52.23 50th-Percentile Queue Length [veh/ln] 0.20 1.98 0.21 0.97 1.34 0.52 0.59 1.27 0.17 2.09 Critical Lane Group No Yes No Yes No No Yes No No Yes
Lane Group LOS C C B B B B B B C C
d, Delay for Lane Group [s/veh] 21.78 21.91 16.13 18.53 14.53 13.24 19.37 16.37 22.08 22.72 X, volume / capacity 0.28 0.59 0.09 0.46 0.34 0.17 0.36 0.33 0.27 0.67 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.77 4.67 0.39 0.52 1.13 0.51 0.46 2.09 0.86 5.17 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.04 0.30 0.30 0.04 0.30 0.30 0.04 0.52 0.04 0.22 d1, Uniform Delay [s] 21.01 17.24 15.75 18.01 13.40 12.74 18.92 14.28 21.22 17.55 c, Capacity [veh/h] 72 320 270 240 496 422 181 432 62 296 s, saturation flow rate [veh/h] 1781 1870 1580 1781 1870 1589 1781 1833 1781 1749 (v / s)_i Volume / Saturation Flow Rate 0.01 0.10 0.02 0.06 0.09 0.04 0.04 0.08 0.01 0.11 g / C, Green / Cycle 0.04 0.17 0.17 0.13 0.27 0.27 0.10 0.23 0.03 0.17 g_i, Effective Green Time [s] 2 8 8 6 12 12 5 11 2 8
l2, Clearance Lost Time [s] 2.90 3.30 3.30 2.90 3.30 3.30 2.00 2.90 2.00 2.90 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.90 5.30 5.30 4.90 5.30 5.30 4.00 4.90 4.00 4.90 C, Cycle Length [s] 45 45 45 45 45 45 45 45 45 45
Lane Group L C R L C R L C L C
Lane Group Calculations
Kittelson & Associates, Inc.
12/29/2020
SE Fresno Regional Park Scenario 2: 2 Existing Saturday Version 2021 (SP 0-2)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 21.78 21.91 16.13 18.53 14.53 13.24 19.37 16.37 16.37 22.08 22.72 22.72 Movement LOS C C B B B B B B B C C C
d_A, Approach Delay [s/veh] 21.30 15.54 17.33 22.67
Approach LOS C B B C
d_I, Intersection Delay [s/veh] 18.75
Intersection LOS B
Intersection V/C 0.426
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 12.82 12.82 12.82 12.82
I_p,int, Pedestrian LOS Score for Intersection 2.197 2.257 2.036 2.054 Crosswalk LOS B B B B
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1335 1335 1335 1335 d_b, Bicycle Delay [s] 2.48 2.48 2.48 2.48
I_b,int, Bicycle LOS Score for Intersection 1.942 2.140 1.901 1.913 Bicycle LOS A B A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
Kittelson & Associates, Inc.
12/29/2020
SE Fresno Regional Park Scenario 2: 2 Existing Saturday Version 2021 (SP 0-2)
Generated with
Volume to Capacity (v/c): 0.303
Level Of Service: B
Delay (sec / veh): 11.8
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 5: S. Peach Avenue & E. Jensen Avenue
Intersection Level Of Service Report
Crosswalk No Yes No Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 125.00 100.00 100.00 266.00 100.00 1000.0 No. of Lanes in Entry Pocket 0 0 0 0 0 0 1 0 0 1 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name S. Peach Avenue S. Peach Avenue E. Jensen Avenue E. Jensen Avenue Intersection Setup
Kittelson & Associates, Inc.
12/29/2020
SE Fresno Regional Park Scenario 2: 2 Existing Saturday Version 2021 (SP 0-2)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ 1 0 0 1 v_co, Outbound Pedestrian Volume crossing minor stree 1 0 0 1 v_di, Inbound Pedestrian Volume crossing major street [ 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major stree 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 6 43 12 57 41 67 94 297 11 11 277 61 Total 15-Minute Volume [veh/h] 2 11 3 14 10 17 23 74 3 3 69 15 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 Total Hourly Volume [veh/h] 6 42 12 55 40 65 91 288 11 11 269 59 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 6 42 12 55 40 65 91 288 11 11 269 59 Name S. Peach Avenue S. Peach Avenue E. Jensen Avenue E. Jensen Avenue Volumes
Kittelson & Associates, Inc.
12/29/2020
SE Fresno Regional Park Scenario 2: 2 Existing Saturday Version 2021 (SP 0-2)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 20.0 0.0 0.0 20.0 0.0 20.0 20.0 0.0 20.0 20.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No Yes No Yes
l2, Clearance Lost Time [s] 0.0 4.0 0.0 0.0 4.0 0.0 3.0 4.0 0.0 3.0 4.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 18 0 0 0 0 0 0 0 0 20 0
Walk [s] 0 7 0 0 0 0 0 0 0 0 7 0
Vehicle Extension [s] 0.0 3.5 0.0 0.0 4.2 0.0 2.0 5.6 0.0 2.0 5.6 0.0 Split [s] 0 0 0 0 0 0 0 0 0 0 0 0
All red [s] 0.0 1.0 0.0 0.0 1.0 0.0 2.0 1.0 0.0 2.0 1.0 0.0 Amber [s] 0.0 5.0 0.0 0.0 5.0 0.0 3.0 5.0 0.0 3.0 5.0 0.0 Maximum Green [s] 0 17 0 0 17 0 16 48 0 12 48 0
Minimum Green [s] 0 7 0 0 7 0 4 12 0 4 12 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 6 0 0 2 0 3 8 0 7 4 0
Control Type Permis Permis Permis Permis Permis Permis Protect Permis Permis Protect Permis Permis Phasing & Timing
Lost time [s] 9.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Free Running
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kittelson & Associates, Inc.
12/29/2020
SE Fresno Regional Park Scenario 2: 2 Existing Saturday Version 2021 (SP 0-2)
Generated with
95th-Percentile Queue Length [ft/ln] 17.54 52.75 35.19 31.11 30.92 5.31 30.39 13.82 95th-Percentile Queue Length [veh/ln] 0.70 2.11 1.41 1.24 1.24 0.21 1.22 0.55 50th-Percentile Queue Length [ft/ln] 9.75 29.30 19.55 17.28 17.18 2.95 16.88 7.68 50th-Percentile Queue Length [veh/ln] 0.39 1.17 0.78 0.69 0.69 0.12 0.68 0.31 Critical Lane Group No Yes Yes No No No Yes No
Lane Group LOS B B C A A C A A
d, Delay for Lane Group [s/veh] 13.90 15.66 20.37 8.42 8.44 24.26 9.77 9.37 X, volume / capacity 0.16 0.42 0.75 0.22 0.22 0.49 0.25 0.12 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.22 1.09 3.39 0.46 0.47 6.01 0.33 0.31 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.13 0.17 0.04 0.31 0.31 0.04 0.31 0.31 d1, Uniform Delay [s] 13.68 14.57 16.98 7.96 7.97 18.25 9.44 9.06 c, Capacity [veh/h] 392 393 125 698 689 22 1124 502
s, saturation flow rate [veh/h] 1818 1674 1781 1870 1847 1781 3560 1589 (v / s)_i Volume / Saturation Flow Rate 0.03 0.10 0.05 0.08 0.08 0.01 0.08 0.04 g / C, Green / Cycle 0.16 0.16 0.07 0.37 0.37 0.01 0.32 0.32 g_i, Effective Green Time [s] 6 6 3 14 14 0 12 12
l2, Clearance Lost Time [s] 4.00 4.00 3.00 4.00 4.00 3.00 4.00 4.00 l1_p, Permitted Start-Up Lost Time [s] 2.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 6.00 6.00 5.00 6.00 6.00 5.00 6.00 6.00 C, Cycle Length [s] 37 37 37 37 37 37 37 37
Lane Group C C L C C L C R
Lane Group Calculations
Kittelson & Associates, Inc.
12/29/2020
SE Fresno Regional Park Scenario 2: 2 Existing Saturday Version 2021 (SP 0-2)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 13.90 13.90 13.90 15.66 15.66 15.66 20.37 8.43 8.44 24.26 9.77 9.37 Movement LOS B B B B B B C A A C A A
d_A, Approach Delay [s/veh] 13.90 15.66 11.22 10.16
Approach LOS B B B B
d_I, Intersection Delay [s/veh] 11.76
Intersection LOS B
Intersection V/C 0.303
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 11.0 0.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 9.15 0.00 9.15
I_p,int, Pedestrian LOS Score for Intersection 0.000 2.004 0.000 2.596 Crosswalk LOS F B F B
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 918 918 2593 2593 d_b, Bicycle Delay [s] 5.42 5.42 1.63 1.63
I_b,int, Bicycle LOS Score for Intersection 1.660 1.832 1.891 1.848 Bicycle LOS A A A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 7 8 - - - - - - - - - - - -
Ring 1 - 2 3 4 - - - - - - - - - - - -
Sequence
Kittelson & Associates, Inc.
12/29/2020
SE Fresno Regional Park Scenario 2: 2 Existing Saturday Version 2021 (SP 0-2)
Generated with
Intersection Analysis Summary
Report File: H:\...\Existing PM+Proj_LOS Details.pdf 12/29/2020 Vistro File: H:\...\25496_SE_Fresno_Park_20201229.vistro Scenario 3 Existing PM + Project SE Fresno Regional Park
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection.
WB Left 0.416 13.4 B
HCM 6th
Edition Signalized S. Peach Avenue & E. JensenAvenue 5
NB Left 0.567 22.2 C
HCM 6th
Edition Signalized S. Peach Avenue & E. ChurchStreet 4
WB Right 0.067 12.2 B
HCM 6th
Edition Two-way stop S. Peach Avenue & E. GearyStreet 3 WB Left 0.155 30.1 D
HCM 6th
Edition Two-way stop S. Peach Avenue & SoccerComplex Driveway 2 WB Left 0.078 26.5 D
HCM 6th
Edition Two-way stop S. Peach Avenue & RegionalPark Driveway 1 ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS Kittelson & Associates, Inc.
12/29/2020
SE Fresno Regional Park Scenario 3: 3 Existing PM + Project Version 2021 (SP 0-2)
Generated with
Volume to Capacity (v/c): 0.078
Level Of Service: D
Delay (sec / veh): 26.5
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Two-way stop
Intersection 1: S. Peach Avenue & Regional Park Driveway Intersection Level Of Service Report
Crosswalk Yes Yes Yes
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name S. Peach Avenue S. Peach Avenue Regional Park Driveway Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 554 23 26 643 14 11
Total 15-Minute Volume [veh/h] 139 6 7 161 4 3
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 Total Hourly Volume [veh/h] 510 21 24 592 13 10
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 21 21 24 46 13 10
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 489 0 0 546 0 0
Name S. Peach Avenue S. Peach Avenue Regional Park Driveway Volumes
Kittelson & Associates, Inc.
12/29/2020
SE Fresno Regional Park Scenario 3: 3 Existing PM + Project Version 2021 (SP 0-2)
Generated with
Intersection LOS D
d_I, Intersection Delay [s/veh] 0.59
Approach LOS A A C
d_A, Approach Delay [s/veh] 0.00 0.34 20.75
95th-Percentile Queue Length [ft/ln] 0.00 0.00 2.01 2.01 8.11 8.11 95th-Percentile Queue Length [veh/ln] 0.00 0.00 0.08 0.08 0.32 0.32 Movement LOS A A A A D B
d_M, Delay for Movement [s/veh] 0.00 0.00 8.71 0.00 26.51 13.42 V/C, Movement V/C Ratio 0.01 0.00 0.03 0.01 0.08 0.02
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane No
Priority Scheme Free Free Stop
Intersection Settings
Kittelson & Associates, Inc.
12/29/2020
SE Fresno Regional Park Scenario 3: 3 Existing PM + Project Version 2021 (SP 0-2)
Generated with
Volume to Capacity (v/c): 0.155
Level Of Service: D
Delay (sec / veh): 30.1
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Two-way stop
Intersection 2: S. Peach Avenue & Soccer Complex Driveway Intersection Level Of Service Report
Crosswalk Yes Yes Yes
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name S. Peach Avenue S. Peach Avenue Soccer Complex Driveway Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 555 43 50 608 26 22
Total 15-Minute Volume [veh/h] 139 11 13 152 7 5
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 Total Hourly Volume [veh/h] 511 40 46 559 24 20
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 22 40 46 13 24 20
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 489 0 0 546 0 0
Name S. Peach Avenue S. Peach Avenue Soccer Complex Driveway Volumes
Kittelson & Associates, Inc.
12/29/2020
SE Fresno Regional Park Scenario 3: 3 Existing PM + Project Version 2021 (SP 0-2)
Generated with
Intersection LOS D
d_I, Intersection Delay [s/veh] 1.20
Approach LOS A A C
d_A, Approach Delay [s/veh] 0.00 0.67 23.43
95th-Percentile Queue Length [ft/ln] 0.00 0.00 4.03 4.03 17.94 17.94 95th-Percentile Queue Length [veh/ln] 0.00 0.00 0.16 0.16 0.72 0.72 Movement LOS A A A A D C
d_M, Delay for Movement [s/veh] 0.00 0.00 8.88 0.00 30.07 15.58 V/C, Movement V/C Ratio 0.01 0.00 0.05 0.01 0.15 0.04
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane No
Priority Scheme Free Free Stop
Intersection Settings
Kittelson & Associates, Inc.
12/29/2020
SE Fresno Regional Park Scenario 3: 3 Existing PM + Project Version 2021 (SP 0-2)
Generated with
Volume to Capacity (v/c): 0.067
Level Of Service: B
Delay (sec / veh): 12.2
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Two-way stop
Intersection 3: S. Peach Avenue & E. Geary Street
Intersection Level Of Service Report
Crosswalk Yes Yes Yes
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name S. Peach Avenue S. Peach Avenue E. Geary Street
Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 544 7 0 614 0 36
Total 15-Minute Volume [veh/h] 136 2 0 153 0 9
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9500 0.9500 1.0000 0.9500 1.0000 0.9500 Total Hourly Volume [veh/h] 517 7 0 583 0 34
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 61 2 0 37 0 1
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 456 5 0 546 0 33
Name S. Peach Avenue S. Peach Avenue E. Geary Street
Volumes
Kittelson & Associates, Inc.
12/29/2020
SE Fresno Regional Park Scenario 3: 3 Existing PM + Project Version 2021 (SP 0-2)
Generated with
Intersection LOS B
d_I, Intersection Delay [s/veh] 0.37
Approach LOS A A B
d_A, Approach Delay [s/veh] 0.00 0.00 12.19
95th-Percentile Queue Length [ft/ln] 0.00 0.00 0.00 0.00 0.00 5.38 95th-Percentile Queue Length [veh/ln] 0.00 0.00 0.00 0.00 0.00 0.22 Movement LOS A A A B
d_M, Delay for Movement [s/veh] 0.00 0.00 0.00 0.00 0.00 12.19 V/C, Movement V/C Ratio 0.01 0.00 0.00 0.01 0.00 0.07
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane
Priority Scheme Free Free Stop
Intersection Settings
Kittelson & Associates, Inc.
12/29/2020
SE Fresno Regional Park Scenario 3: 3 Existing PM + Project Version 2021 (SP 0-2)
Generated with
Volume to Capacity (v/c): 0.567
Level Of Service: C
Delay (sec / veh): 22.2
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 4: S. Peach Avenue & E. Church Street
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 250.00 100.00 100.00 200.00 100.00 220.00 130.00 100.00 100.00 115.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 0 1 0 1 1 0 0 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name S. Peach Avenue S. Peach Avenue E. Church Avenue E. Church Avenue Intersection Setup
Kittelson & Associates, Inc.
12/29/2020
SE Fresno Regional Park Scenario 3: 3 Existing PM + Project Version 2021 (SP 0-2)
Generated with
Bicycle Volume [bicycles/h] 2 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ 2 0 0 1 v_co, Outbound Pedestrian Volume crossing minor stree 1 0 0 2 v_di, Inbound Pedestrian Volume crossing major street [ 0 0 1 0 v_do, Outbound Pedestrian Volume crossing major stree 1 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 12 353 39 150 257 108 87 160 17 17 140 85 Total 15-Minute Volume [veh/h] 3 88 10 38 64 27 22 40 4 4 35 21 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 Total Hourly Volume [veh/h] 11 325 36 138 236 99 80 147 16 16 129 78 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 42 0 11 18 8 11 0 0 0 0 10 In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 11 283 36 127 218 91 69 147 16 16 129 68 Name S. Peach Avenue S. Peach Avenue E. Church Avenue E. Church Avenue Volumes
Kittelson & Associates, Inc.
12/29/2020
SE Fresno Regional Park Scenario 3: 3 Existing PM + Project Version 2021 (SP 0-2)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 20.0 20.0 0.0 20.0 20.0 0.0 20.0 20.0 0.0 20.0 20.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No Yes No Yes No No No No
l2, Clearance Lost Time [s] 2.9 3.3 0.0 2.9 3.3 0.0 2.0 2.9 0.0 2.0 2.9 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 16 0 0 14 0 0 21 0 0 20 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 2.0 5.5 0.0 2.0 5.5 0.0 2.0 6.5 0.0 2.0 4.9 0.0 Split [s] 0 0 0 0 0 0 0 0 0 0 0 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.9 4.3 0.0 3.9 4.3 0.0 3.0 3.9 0.0 3.0 3.9 0.0 Maximum Green [s] 20 30 0 20 30 0 20 30 0 20 30 0
Minimum Green [s] 8 8 0 8 8 0 8 8 0 8 8 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 3 8 0 7 4 0
Control Type Protect Permis Permis Protect Permis Permis Protect Permis Permis Protect Permis Permis Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Free Running
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kittelson & Associates, Inc.
12/29/2020
SE Fresno Regional Park Scenario 3: 3 Existing PM + Project Version 2021 (SP 0-2)
Generated with
95th-Percentile Queue Length [ft/ln] 7.66 204.21 17.62 86.38 106.90 41.50 49.21 96.24 10.53 145.25 95th-Percentile Queue Length [veh/ln] 0.31 8.17 0.70 3.46 4.28 1.66 1.97 3.85 0.42 5.81 50th-Percentile Queue Length [ft/ln] 4.26 115.92 9.79 47.99 59.39 23.05 27.34 53.47 5.85 80.69 50th-Percentile Queue Length [veh/ln] 0.17 4.64 0.39 1.92 2.38 0.92 1.09 2.14 0.23 3.23 Critical Lane Group No Yes No Yes No No Yes No No Yes
Lane Group LOS C C B C B B C C C C
d, Delay for Lane Group [s/veh] 29.13 24.71 16.47 25.63 14.58 13.04 25.26 20.78 28.44 28.89 X, volume / capacity 0.27 0.71 0.10 0.67 0.38 0.19 0.47 0.39 0.28 0.72 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 1.21 5.23 0.28 1.29 0.95 0.42 0.68 2.57 0.94 6.27 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.04 0.30 0.30 0.04 0.30 0.30 0.04 0.52 0.04 0.22 d1, Uniform Delay [s] 27.93 19.47 16.19 24.34 13.63 12.62 24.58 18.21 27.49 22.62 c, Capacity [veh/h] 44 494 408 224 683 580 187 458 60 312 s, saturation flow rate [veh/h] 1781 1870 1544 1781 1870 1589 1781 1838 1781 1753 (v / s)_i Volume / Saturation Flow Rate 0.01 0.19 0.03 0.08 0.14 0.07 0.05 0.10 0.01 0.13 g / C, Green / Cycle 0.02 0.26 0.26 0.13 0.36 0.36 0.10 0.25 0.03 0.18 g_i, Effective Green Time [s] 1 15 15 7 21 21 6 14 2 10 l2, Clearance Lost Time [s] 2.90 3.30 3.30 2.90 3.30 3.30 2.00 2.90 2.00 2.90 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.90 5.30 5.30 4.90 5.30 5.30 4.00 4.90 4.00 4.90 C, Cycle Length [s] 58 58 58 58 58 58 58 58 58 58
Lane Group L C R L C R L C L C
Lane Group Calculations
Kittelson & Associates, Inc.
12/29/2020
SE Fresno Regional Park Scenario 3: 3 Existing PM + Project Version 2021 (SP 0-2)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 29.13 24.71 16.47 25.63 14.58 13.04 25.26 20.78 20.78 28.44 28.89 28.89 Movement LOS C C B C B B C C C C C C
d_A, Approach Delay [s/veh] 24.04 17.48 22.26 28.86
Approach LOS C B C C
d_I, Intersection Delay [s/veh] 22.16
Intersection LOS C
Intersection V/C 0.567
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 19.10 19.10 19.10 19.10
I_p,int, Pedestrian LOS Score for Intersection 2.276 2.360 2.086 2.108 Crosswalk LOS B B B B
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1032 1032 1032 1032 d_b, Bicycle Delay [s] 6.81 6.80 6.80 6.80
I_b,int, Bicycle LOS Score for Intersection 2.226 2.409 1.995 1.959 Bicycle LOS B B A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
Kittelson & Associates, Inc.
12/29/2020
SE Fresno Regional Park Scenario 3: 3 Existing PM + Project Version 2021 (SP 0-2)
Generated with
Volume to Capacity (v/c): 0.416
Level Of Service: B
Delay (sec / veh): 13.4
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 5: S. Peach Avenue & E. Jensen Avenue
Intersection Level Of Service Report
Crosswalk No Yes No Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 125.00 100.00 100.00 266.00 100.00 1000.0 No. of Lanes in Entry Pocket 0 0 0 0 0 0 1 0 0 1 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name S. Peach Avenue S. Peach Avenue E. Jensen Avenue E. Jensen Avenue Intersection Setup
Kittelson & Associates, Inc.
12/29/2020
SE Fresno Regional Park Scenario 3: 3 Existing PM + Project Version 2021 (SP 0-2)
Generated with
Bicycle Volume [bicycles/h] 0 0 1 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor stree 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major stree 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 19 115 18 81 57 84 189 549 14 7 325 77 Total 15-Minute Volume [veh/h] 5 29 4 20 14 21 47 137 3 2 81 19 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 Total Hourly Volume [veh/h] 18 109 17 77 54 80 180 522 13 7 309 73 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 9 0 9 30 0 0 0 0 12
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 18 109 17 68 54 71 150 522 13 7 309 61 Name S. Peach Avenue S. Peach Avenue E. Jensen Avenue E. Jensen Avenue Volumes
Kittelson & Associates, Inc.
12/29/2020
SE Fresno Regional Park Scenario 3: 3 Existing PM + Project Version 2021 (SP 0-2)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 20.0 0.0 0.0 20.0 0.0 20.0 20.0 0.0 20.0 20.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No Yes No Yes
l2, Clearance Lost Time [s] 0.0 4.0 0.0 0.0 4.0 0.0 3.0 4.0 0.0 3.0 4.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 18 0 0 0 0 0 0 0 0 20 0
Walk [s] 0 7 0 0 0 0 0 0 0 0 7 0
Vehicle Extension [s] 0.0 3.5 0.0 0.0 4.2 0.0 2.0 5.6 0.0 2.0 5.6 0.0 Split [s] 0 0 0 0 0 0 0 0 0 0 0 0
All red [s] 0.0 1.0 0.0 0.0 1.0 0.0 2.0 1.0 0.0 2.0 1.0 0.0 Amber [s] 0.0 5.0 0.0 0.0 5.0 0.0 3.0 5.0 0.0 3.0 5.0 0.0 Maximum Green [s] 0 17 0 0 17 0 16 48 0 12 48 0
Minimum Green [s] 0 7 0 0 7 0 4 12 0 4 12 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 6 0 0 2 0 3 8 0 7 4 0
Control Type Permis Permis Permis Permis Permis Permis Protect Permis Permis Protect Permis Permis Phasing & Timing
Lost time [s] 9.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Free Running
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kittelson & Associates, Inc.
12/29/2020
SE Fresno Regional Park Scenario 3: 3 Existing PM + Project Version 2021 (SP 0-2)
Generated with
95th-Percentile Queue Length [ft/ln] 53.91 85.75 73.24 66.51 66.07 4.42 47.05 22.69 95th-Percentile Queue Length [veh/ln] 2.16 3.43 2.93 2.66 2.64 0.18 1.88 0.91 50th-Percentile Queue Length [ft/ln] 29.95 47.64 40.69 36.95 36.70 2.46 26.14 12.60 50th-Percentile Queue Length [veh/ln] 1.20 1.91 1.63 1.48 1.47 0.10 1.05 0.50 Critical Lane Group No Yes Yes No No No Yes No
Lane Group LOS B B B A A C B B
d, Delay for Lane Group [s/veh] 16.42 18.16 19.13 9.26 9.27 30.29 12.39 11.84 X, volume / capacity 0.37 0.54 0.76 0.36 0.36 0.49 0.32 0.17 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.67 1.69 1.76 0.83 0.84 9.53 0.53 0.52 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.13 0.17 0.04 0.31 0.31 0.04 0.31 0.31 d1, Uniform Delay [s] 15.75 16.47 17.37 8.43 8.43 20.77 11.86 11.32 c, Capacity [veh/h] 411 411 250 779 771 14 1011 451
s, saturation flow rate [veh/h] 1838 1717 1781 1870 1851 1781 3560 1589 (v / s)_i Volume / Saturation Flow Rate 0.08 0.13 0.11 0.15 0.15 0.00 0.09 0.05 g / C, Green / Cycle 0.17 0.17 0.14 0.42 0.42 0.01 0.28 0.28 g_i, Effective Green Time [s] 7 7 6 17 17 0 12 12
l2, Clearance Lost Time [s] 4.00 4.00 3.00 4.00 4.00 3.00 4.00 4.00 l1_p, Permitted Start-Up Lost Time [s] 2.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 6.00 6.00 5.00 6.00 6.00 5.00 6.00 6.00 C, Cycle Length [s] 42 42 42 42 42 42 42 42
Lane Group C C L C C L C R
Lane Group Calculations
Kittelson & Associates, Inc.
12/29/2020
SE Fresno Regional Park Scenario 3: 3 Existing PM + Project Version 2021 (SP 0-2)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 16.42 16.42 16.42 18.16 18.16 18.16 19.13 9.26 9.27 30.29 12.39 11.84 Movement LOS B B B B B B B A A C B B
d_A, Approach Delay [s/veh] 16.42 18.16 11.74 12.59
Approach LOS B B B B
d_I, Intersection Delay [s/veh] 13.36
Intersection LOS B
Intersection V/C 0.416
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 11.0 0.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 11.37 0.00 11.37
I_p,int, Pedestrian LOS Score for Intersection 0.000 2.091 0.000 2.695 Crosswalk LOS F B F B
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 812 812 2294 2294 d_b, Bicycle Delay [s] 7.38 7.38 0.45 0.45
I_b,int, Bicycle LOS Score for Intersection 1.810 1.926 2.180 1.897 Bicycle LOS A A B A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 7 8 - - - - - - - - - - - -
Ring 1 - 2 3 4 - - - - - - - - - - - -
Sequence
Kittelson & Associates, Inc.
12/29/2020
SE Fresno Regional Park Scenario 3: 3 Existing PM + Project Version 2021 (SP 0-2)
Generated with
Intersection Analysis Summary
Report File: H:\...\Existing SAT_LOS Details.pdf 1/11/2021 Vistro File: H:\...\25496_SE_Fresno_Park_20201231.vistro Scenario 2 Existing Saturday SE Fresno Regional Park
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection.
WB Left 0.303 11.8 B
HCM 6th
Edition Signalized S. Peach Avenue & E. JensenAvenue 5
WB Thru 0.426 18.8 B
HCM 6th
Edition Signalized S. Peach Avenue & E. ChurchStreet 4
WB Right 0.076 10.9 B
HCM 6th
Edition Two-way stop S. Peach Avenue & E. GearyStreet 3 SB Thru 0.005 0.0 A
HCM 6th
Edition Two-way stop S. Peach Avenue & SoccerComplex Driveway 2 SB Thru 0.005 0.0 A
HCM 6th
Edition Two-way stop S. Peach Avenue & RegionalPark Driveway 1 ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS Kittelson & Associates, Inc.
1/11/2021
SE Fresno Regional Park Scenario 2: 2 Existing Saturday Version 2021 (SP 0-2)
Generated with
Volume to Capacity (v/c): 0.005
Level Of Service: A
Delay (sec / veh): 0.0
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Two-way stop
Intersection 1: S. Peach Avenue & Regional Park Driveway Intersection Level Of Service Report
Crosswalk Yes Yes Yes
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name S. Peach Avenue S. Peach Avenue Regional Park Driveway Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 434 0 0 466 0 0
Total 15-Minute Volume [veh/h] 108 0 0 117 0 0
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 Total Hourly Volume [veh/h] 399 0 0 429 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 399 0 0 429 0 0
Name S. Peach Avenue S. Peach Avenue Regional Park Driveway Volumes
Kittelson & Associates, Inc.
1/11/2021
SE Fresno Regional Park Scenario 2: 2 Existing Saturday Version 2021 (SP 0-2)
Generated with
Intersection LOS A
d_I, Intersection Delay [s/veh] 0.00
Approach LOS A A B
d_A, Approach Delay [s/veh] 0.00 0.00 13.72
95th-Percentile Queue Length [ft/ln] 0.00 0.00 0.00 0.00 0.00 0.00 95th-Percentile Queue Length [veh/ln] 0.00 0.00 0.00 0.00 0.00 0.00 Movement LOS A A A A C B
d_M, Delay for Movement [s/veh] 0.00 0.00 8.20 0.00 16.65 10.79 V/C, Movement V/C Ratio 0.00 0.00 0.00 0.00 0.00 0.00
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane No
Priority Scheme Free Free Stop
Intersection Settings
Kittelson & Associates, Inc.
1/11/2021
SE Fresno Regional Park Scenario 2: 2 Existing Saturday Version 2021 (SP 0-2)
Generated with
Volume to Capacity (v/c): 0.005
Level Of Service: A
Delay (sec / veh): 0.0
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Two-way stop
Intersection 2: S. Peach Avenue & Soccer Complex Driveway Intersection Level Of Service Report
Crosswalk Yes Yes Yes
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name S. Peach Avenue S. Peach Avenue Soccer Complex Driveway Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 434 0 0 466 0 0
Total 15-Minute Volume [veh/h] 108 0 0 117 0 0
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 Total Hourly Volume [veh/h] 399 0 0 429 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 399 0 0 429 0 0
Name S. Peach Avenue S. Peach Avenue Soccer Complex Driveway Volumes
Kittelson & Associates, Inc.
1/11/2021
SE Fresno Regional Park Scenario 2: 2 Existing Saturday Version 2021 (SP 0-2)
Generated with
Intersection LOS A
d_I, Intersection Delay [s/veh] 0.00
Approach LOS A A B
d_A, Approach Delay [s/veh] 0.00 0.00 13.72
95th-Percentile Queue Length [ft/ln] 0.00 0.00 0.00 0.00 0.00 0.00 95th-Percentile Queue Length [veh/ln] 0.00 0.00 0.00 0.00 0.00 0.00 Movement LOS A A A A C B
d_M, Delay for Movement [s/veh] 0.00 0.00 8.20 0.00 16.65 10.79 V/C, Movement V/C Ratio 0.00 0.00 0.00 0.00 0.00 0.00
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane No
Priority Scheme Free Free Stop
Intersection Settings
Kittelson & Associates, Inc.
1/11/2021
SE Fresno Regional Park Scenario 2: 2 Existing Saturday Version 2021 (SP 0-2)
Generated with
Volume to Capacity (v/c): 0.076
Level Of Service: B
Delay (sec / veh): 10.9
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Two-way stop
Intersection 3: S. Peach Avenue & E. Geary Street
Intersection Level Of Service Report
Crosswalk Yes Yes Yes
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name S. Peach Avenue S. Peach Avenue E. Geary Street
Intersection Setup
Pedestrian Volume [ped/h] 0 0 1
Total Analysis Volume [veh/h] 384 4 0 463 0 50
Total 15-Minute Volume [veh/h] 96 1 0 116 0 13
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9200 0.9200 1.0000 0.9200 1.0000 0.9200 Total Hourly Volume [veh/h] 353 4 0 426 0 46
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 353 4 0 426 0 46
Name S. Peach Avenue S. Peach Avenue E. Geary Street
Volumes
Kittelson & Associates, Inc.
1/11/2021
SE Fresno Regional Park Scenario 2: 2 Existing Saturday Version 2021 (SP 0-2)
Generated with
Intersection LOS B
d_I, Intersection Delay [s/veh] 0.60
Approach LOS A A B
d_A, Approach Delay [s/veh] 0.00 0.00 10.90
95th-Percentile Queue Length [ft/ln] 0.00 0.00 0.00 0.00 0.00 6.12 95th-Percentile Queue Length [veh/ln] 0.00 0.00 0.00 0.00 0.00 0.24 Movement LOS A A A B
d_M, Delay for Movement [s/veh] 0.00 0.00 0.00 0.00 0.00 10.90 V/C, Movement V/C Ratio 0.00 0.00 0.00 0.00 0.00 0.08
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane
Priority Scheme Free Free Stop
Intersection Settings
Kittelson & Associates, Inc.
1/11/2021
SE Fresno Regional Park Scenario 2: 2 Existing Saturday Version 2021 (SP 0-2)
Generated with
Volume to Capacity (v/c): 0.426
Level Of Service: B
Delay (sec / veh): 18.8
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 4: S. Peach Avenue & E. Church Street
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 250.00 100.00 100.00 200.00 100.00 220.00 130.00 100.00 100.00 115.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 0 1 0 1 1 0 0 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name S. Peach Avenue S. Peach Avenue E. Church Avenue E. Church Avenue Intersection Setup
Kittelson & Associates, Inc.
1/11/2021
SE Fresno Regional Park Scenario 2: 2 Existing Saturday Version 2021 (SP 0-2)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ 1 0 0 1 v_co, Outbound Pedestrian Volume crossing minor stree 1 0 0 1 v_di, Inbound Pedestrian Volume crossing major street [ 0 0 0 1 v_do, Outbound Pedestrian Volume crossing major stree 0 1 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 20 188 24 111 171 70 66 125 16 17 121 76 Total 15-Minute Volume [veh/h] 5 47 6 28 43 17 17 31 4 4 30 19 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 Total Hourly Volume [veh/h] 18 173 22 102 157 64 61 115 15 16 111 70 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 18 173 22 102 157 64 61 115 15 16 111 70 Name S. Peach Avenue S. Peach Avenue E. Church Avenue E. Church Avenue Volumes
Kittelson & Associates, Inc.
1/11/2021
SE Fresno Regional Park Scenario 2: 2 Existing Saturday Version 2021 (SP 0-2)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 20.0 20.0 0.0 20.0 20.0 0.0 20.0 20.0 0.0 20.0 20.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No Yes No Yes No No No No
l2, Clearance Lost Time [s] 2.9 3.3 0.0 2.9 3.3 0.0 2.0 2.9 0.0 2.0 2.9 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 16 0 0 14 0 0 21 0 0 20 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 2.0 5.5 0.0 2.0 5.5 0.0 2.0 6.5 0.0 2.0 4.9 0.0 Split [s] 0 0 0 0 0 0 0 0 0 0 0 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.9 4.3 0.0 3.9 4.3 0.0 3.0 3.9 0.0 3.0 3.9 0.0 Maximum Green [s] 20 30 0 20 30 0 20 30 0 20 30 0
Minimum Green [s] 8 8 0 8 8 0 8 8 0 8 8 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 3 8 0 7 4 0
Control Type Protect Permis Permis Protect Permis Permis Protect Permis Permis Protect Permis Permis Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Free Running
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kittelson & Associates, Inc.
1/11/2021
SE Fresno Regional Park Scenario 2: 2 Existing Saturday Version 2021 (SP 0-2)
Generated with
95th-Percentile Queue Length [ft/ln] 8.97 88.88 9.49 43.73 60.26 23.38 26.74 57.14 7.75 94.02 95th-Percentile Queue Length [veh/ln] 0.36 3.56 0.38 1.75 2.41 0.94 1.07 2.29 0.31 3.76 50th-Percentile Queue Length [ft/ln] 4.99 49.38 5.27 24.29 33.48 12.99 14.86 31.75 4.31 52.23 50th-Percentile Queue Length [veh/ln] 0.20 1.98 0.21 0.97 1.34 0.52 0.59 1.27 0.17 2.09 Critical Lane Group No Yes No Yes No No Yes No No Yes
Lane Group LOS C C B B B B B B C C
d, Delay for Lane Group [s/veh] 21.78 21.91 16.13 18.53 14.53 13.24 19.37 16.37 22.08 22.72 X, volume / capacity 0.28 0.59 0.09 0.46 0.34 0.17 0.36 0.33 0.27 0.67 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.77 4.67 0.39 0.52 1.13 0.51 0.46 2.09 0.86 5.17 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.04 0.30 0.30 0.04 0.30 0.30 0.04 0.52 0.04 0.22 d1, Uniform Delay [s] 21.01 17.24 15.75 18.01 13.40 12.74 18.92 14.28 21.22 17.55 c, Capacity [veh/h] 72 320 270 240 496 422 181 432 62 296 s, saturation flow rate [veh/h] 1781 1870 1580 1781 1870 1589 1781 1833 1781 1749 (v / s)_i Volume / Saturation Flow Rate 0.01 0.10 0.02 0.06 0.09 0.04 0.04 0.08 0.01 0.11 g / C, Green / Cycle 0.04 0.17 0.17 0.13 0.27 0.27 0.10 0.23 0.03 0.17 g_i, Effective Green Time [s] 2 8 8 6 12 12 5 11 2 8
l2, Clearance Lost Time [s] 2.90 3.30 3.30 2.90 3.30 3.30 2.00 2.90 2.00 2.90 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.90 5.30 5.30 4.90 5.30 5.30 4.00 4.90 4.00 4.90 C, Cycle Length [s] 45 45 45 45 45 45 45 45 45 45
Lane Group L C R L C R L C L C
Lane Group Calculations
Kittelson & Associates, Inc.
1/11/2021
SE Fresno Regional Park Scenario 2: 2 Existing Saturday Version 2021 (SP 0-2)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 21.78 21.91 16.13 18.53 14.53 13.24 19.37 16.37 16.37 22.08 22.72 22.72 Movement LOS C C B B B B B B B C C C
d_A, Approach Delay [s/veh] 21.30 15.54 17.33 22.67
Approach LOS C B B C
d_I, Intersection Delay [s/veh] 18.75
Intersection LOS B
Intersection V/C 0.426
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 12.82 12.82 12.82 12.82
I_p,int, Pedestrian LOS Score for Intersection 2.197 2.257 2.036 2.054 Crosswalk LOS B B B B
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1335 1335 1335 1335 d_b, Bicycle Delay [s] 2.48 2.48 2.48 2.48
I_b,int, Bicycle LOS Score for Intersection 1.942 2.140 1.901 1.913 Bicycle LOS A B A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
Kittelson & Associates, Inc.
1/11/2021
SE Fresno Regional Park Scenario 2: 2 Existing Saturday Version 2021 (SP 0-2)
Generated with
Volume to Capacity (v/c): 0.303
Level Of Service: B
Delay (sec / veh): 11.8
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 5: S. Peach Avenue & E. Jensen Avenue
Intersection Level Of Service Report
Crosswalk No Yes No Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 125.00 100.00 100.00 266.00 100.00 1000.0 No. of Lanes in Entry Pocket 0 0 0 0 0 0 1 0 0 1 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name S. Peach Avenue S. Peach Avenue E. Jensen Avenue E. Jensen Avenue Intersection Setup
Kittelson & Associates, Inc.
1/11/2021
SE Fresno Regional Park Scenario 2: 2 Existing Saturday Version 2021 (SP 0-2)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ 1 0 0 1 v_co, Outbound Pedestrian Volume crossing minor stree 1 0 0 1 v_di, Inbound Pedestrian Volume crossing major street [ 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major stree 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 6 43 12 57 41 67 94 297 11 11 277 61 Total 15-Minute Volume [veh/h] 2 11 3 14 10 17 23 74 3 3 69 15 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 Total Hourly Volume [veh/h] 6 42 12 55 40 65 91 288 11 11 269 59 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 6 42 12 55 40 65 91 288 11 11 269 59 Name S. Peach Avenue S. Peach Avenue E. Jensen Avenue E. Jensen Avenue Volumes
Kittelson & Associates, Inc.
1/11/2021
SE Fresno Regional Park Scenario 2: 2 Existing Saturday Version 2021 (SP 0-2)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 20.0 0.0 0.0 20.0 0.0 20.0 20.0 0.0 20.0 20.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No Yes No Yes
l2, Clearance Lost Time [s] 0.0 4.0 0.0 0.0 4.0 0.0 3.0 4.0 0.0 3.0 4.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 18 0 0 0 0 0 0 0 0 20 0
Walk [s] 0 7 0 0 0 0 0 0 0 0 7 0
Vehicle Extension [s] 0.0 3.5 0.0 0.0 4.2 0.0 2.0 5.6 0.0 2.0 5.6 0.0 Split [s] 0 0 0 0 0 0 0 0 0 0 0 0
All red [s] 0.0 1.0 0.0 0.0 1.0 0.0 2.0 1.0 0.0 2.0 1.0 0.0 Amber [s] 0.0 5.0 0.0 0.0 5.0 0.0 3.0 5.0 0.0 3.0 5.0 0.0 Maximum Green [s] 0 17 0 0 17 0 16 48 0 12 48 0
Minimum Green [s] 0 7 0 0 7 0 4 12 0 4 12 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 6 0 0 2 0 3 8 0 7 4 0
Control Type Permis Permis Permis Permis Permis Permis Protect Permis Permis Protect Permis Permis Phasing & Timing
Lost time [s] 9.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Free Running
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kittelson & Associates, Inc.
1/11/2021
SE Fresno Regional Park Scenario 2: 2 Existing Saturday Version 2021 (SP 0-2)
Generated with
95th-Percentile Queue Length [ft/ln] 17.54 52.75 35.19 31.11 30.92 5.31 30.39 13.82 95th-Percentile Queue Length [veh/ln] 0.70 2.11 1.41 1.24 1.24 0.21 1.22 0.55 50th-Percentile Queue Length [ft/ln] 9.75 29.30 19.55 17.28 17.18 2.95 16.88 7.68 50th-Percentile Queue Length [veh/ln] 0.39 1.17 0.78 0.69 0.69 0.12 0.68 0.31 Critical Lane Group No Yes Yes No No No Yes No
Lane Group LOS B B C A A C A A
d, Delay for Lane Group [s/veh] 13.90 15.66 20.37 8.42 8.44 24.26 9.77 9.37 X, volume / capacity 0.16 0.42 0.75 0.22 0.22 0.49 0.25 0.12 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.22 1.09 3.39 0.46 0.47 6.01 0.33 0.31 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.13 0.17 0.04 0.31 0.31 0.04 0.31 0.31 d1, Uniform Delay [s] 13.68 14.57 16.98 7.96 7.97 18.25 9.44 9.06 c, Capacity [veh/h] 392 393 125 698 689 22 1124 502
s, saturation flow rate [veh/h] 1818 1674 1781 1870 1847 1781 3560 1589 (v / s)_i Volume / Saturation Flow Rate 0.03 0.10 0.05 0.08 0.08 0.01 0.08 0.04 g / C, Green / Cycle 0.16 0.16 0.07 0.37 0.37 0.01 0.32 0.32 g_i, Effective Green Time [s] 6 6 3 14 14 0 12 12
l2, Clearance Lost Time [s] 4.00 4.00 3.00 4.00 4.00 3.00 4.00 4.00 l1_p, Permitted Start-Up Lost Time [s] 2.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 6.00 6.00 5.00 6.00 6.00 5.00 6.00 6.00 C, Cycle Length [s] 37 37 37 37 37 37 37 37
Lane Group C C L C C L C R
Lane Group Calculations
Kittelson & Associates, Inc.
1/11/2021
SE Fresno Regional Park Scenario 2: 2 Existing Saturday Version 2021 (SP 0-2)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 13.90 13.90 13.90 15.66 15.66 15.66 20.37 8.43 8.44 24.26 9.77 9.37 Movement LOS B B B B B B C A A C A A
d_A, Approach Delay [s/veh] 13.90 15.66 11.22 10.16
Approach LOS B B B B
d_I, Intersection Delay [s/veh] 11.76
Intersection LOS B
Intersection V/C 0.303
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 11.0 0.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 9.15 0.00 9.15
I_p,int, Pedestrian LOS Score for Intersection 0.000 2.004 0.000 2.596 Crosswalk LOS F B F B
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 918 918 2593 2593 d_b, Bicycle Delay [s] 5.42 5.42 1.63 1.63
I_b,int, Bicycle LOS Score for Intersection 1.660 1.832 1.891 1.848 Bicycle LOS A A A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 7 8 - - - - - - - - - - - -
Ring 1 - 2 3 4 - - - - - - - - - - - -
Sequence
Kittelson & Associates, Inc.
1/11/2021
SE Fresno Regional Park Scenario 2: 2 Existing Saturday Version 2021 (SP 0-2)
Generated with
Intersection Analysis Summary
Report File: H:\...\Existing SAT+Proj_LOS Details.pdf 12/29/2020 Vistro File: H:\...\25496_SE_Fresno_Park_20201229.vistro Scenario 4 Existing Saturday + Project SE Fresno Regional Park
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection.
WB Left 0.380 13.2 B
HCM 6th
Edition Signalized S. Peach Avenue & E. JensenAvenue 5
WB Left 0.525 21.2 C
HCM 6th
Edition Signalized S. Peach Avenue & E. ChurchStreet 4
WB Right 0.096 12.1 B
HCM 6th
Edition Two-way stop S. Peach Avenue & E. GearyStreet 3 WB Left 0.522 49.4 E
HCM 6th
Edition Two-way stop S. Peach Avenue & SoccerComplex Driveway 2 WB Left 0.251 29.8 D
HCM 6th
Edition Two-way stop S. Peach Avenue & RegionalPark Driveway 1 ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS Kittelson & Associates, Inc.
12/29/2020
SE Fresno Regional Park Scenario 4: 4 Existing Saturday + Project Version 2021 (SP 0-2)
Generated with
Volume to Capacity (v/c): 0.251
Level Of Service: D
Delay (sec / veh): 29.8
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Two-way stop
Intersection 1: S. Peach Avenue & Regional Park Driveway Intersection Level Of Service Report
Crosswalk Yes Yes Yes
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name S. Peach Avenue S. Peach Avenue Regional Park Driveway Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 522 42 45 553 49 46
Total 15-Minute Volume [veh/h] 130 11 11 138 12 11
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 Total Hourly Volume [veh/h] 480 39 41 509 45 42
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 81 39 41 80 45 42
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 399 0 0 429 0 0
Name S. Peach Avenue S. Peach Avenue Regional Park Driveway Volumes
Kittelson & Associates, Inc.
12/29/2020
SE Fresno Regional Park Scenario 4: 4 Existing Saturday + Project Version 2021 (SP 0-2)
Generated with
Intersection LOS D
d_I, Intersection Delay [s/veh] 2.13
Approach LOS A A C
d_A, Approach Delay [s/veh] 0.00 0.66 24.08
95th-Percentile Queue Length [ft/ln] 0.00 0.00 3.50 3.50 35.84 35.84 95th-Percentile Queue Length [veh/ln] 0.00 0.00 0.14 0.14 1.43 1.43 Movement LOS A A A A D C
d_M, Delay for Movement [s/veh] 0.00 0.00 8.74 0.00 29.79 18.00 V/C, Movement V/C Ratio 0.01 0.00 0.04 0.01 0.25 0.09
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane No
Priority Scheme Free Free Stop
Intersection Settings
Kittelson & Associates, Inc.
12/29/2020
SE Fresno Regional Park Scenario 4: 4 Existing Saturday + Project Version 2021 (SP 0-2)
Generated with
Volume to Capacity (v/c): 0.522
Level Of Service: E
Delay (sec / veh): 49.4
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Two-way stop
Intersection 2: S. Peach Avenue & Soccer Complex Driveway Intersection Level Of Service Report
Crosswalk Yes Yes Yes
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name S. Peach Avenue S. Peach Avenue Soccer Complex Driveway Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 480 77 87 515 93 84
Total 15-Minute Volume [veh/h] 120 19 22 129 23 21
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 Total Hourly Volume [veh/h] 442 71 80 474 86 77
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 43 71 80 45 86 77
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 399 0 0 429 0 0
Name S. Peach Avenue S. Peach Avenue Soccer Complex Driveway Volumes
Kittelson & Associates, Inc.
12/29/2020
SE Fresno Regional Park Scenario 4: 4 Existing Saturday + Project Version 2021 (SP 0-2)
Generated with
Intersection LOS E
d_I, Intersection Delay [s/veh] 6.26
Approach LOS A A E
d_A, Approach Delay [s/veh] 0.00 1.28 42.90
95th-Percentile Queue Length [ft/ln] 0.00 0.00 7.02 7.02 109.67 109.67 95th-Percentile Queue Length [veh/ln] 0.00 0.00 0.28 0.28 4.39 4.39 Movement LOS A A A A E E
d_M, Delay for Movement [s/veh] 0.00 0.00 8.88 0.00 49.43 35.67 V/C, Movement V/C Ratio 0.00 0.00 0.09 0.01 0.52 0.15
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane No
Priority Scheme Free Free Stop
Intersection Settings
Kittelson & Associates, Inc.
12/29/2020
SE Fresno Regional Park Scenario 4: 4 Existing Saturday + Project Version 2021 (SP 0-2)
Generated with
Volume to Capacity (v/c): 0.096
Level Of Service: B
Delay (sec / veh): 12.1
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Two-way stop
Intersection 3: S. Peach Avenue & E. Geary Street
Intersection Level Of Service Report
Crosswalk Yes Yes Yes
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name S. Peach Avenue S. Peach Avenue E. Geary Street
Intersection Setup
Pedestrian Volume [ped/h] 0 0 1
Total Analysis Volume [veh/h] 503 9 0 605 0 54
Total 15-Minute Volume [veh/h] 126 2 0 151 0 14
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9200 0.9200 1.0000 0.9200 1.0000 0.9200 Total Hourly Volume [veh/h] 463 8 0 557 0 50
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 110 4 0 131 0 4
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 353 4 0 426 0 46
Name S. Peach Avenue S. Peach Avenue E. Geary Street
Volumes
Kittelson & Associates, Inc.
12/29/2020
SE Fresno Regional Park Scenario 4: 4 Existing Saturday + Project Version 2021 (SP 0-2)
Generated with
Intersection LOS B
d_I, Intersection Delay [s/veh] 0.56
Approach LOS A A B
d_A, Approach Delay [s/veh] 0.00 0.00 12.06
95th-Percentile Queue Length [ft/ln] 0.00 0.00 0.00 0.00 0.00 7.90 95th-Percentile Queue Length [veh/ln] 0.00 0.00 0.00 0.00 0.00 0.32 Movement LOS A A A B
d_M, Delay for Movement [s/veh] 0.00 0.00 0.00 0.00 0.00 12.06 V/C, Movement V/C Ratio 0.01 0.00 0.00 0.01 0.00 0.10
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane
Priority Scheme Free Free Stop
Intersection Settings
Kittelson & Associates, Inc.
12/29/2020
SE Fresno Regional Park Scenario 4: 4 Existing Saturday + Project Version 2021 (SP 0-2)
Generated with
Volume to Capacity (v/c): 0.525
Level Of Service: C
Delay (sec / veh): 21.2
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 4: S. Peach Avenue & E. Church Street
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 250.00 100.00 100.00 200.00 100.00 220.00 130.00 100.00 100.00 115.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 0 1 0 1 1 0 0 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name S. Peach Avenue S. Peach Avenue E. Church Avenue E. Church Avenue Intersection Setup
Kittelson & Associates, Inc.
12/29/2020
SE Fresno Regional Park Scenario 4: 4 Existing Saturday + Project Version 2021 (SP 0-2)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ 1 0 0 1 v_co, Outbound Pedestrian Volume crossing minor stree 1 0 0 1 v_di, Inbound Pedestrian Volume crossing major street [ 0 0 0 1 v_do, Outbound Pedestrian Volume crossing major stree 0 1 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 20 259 24 155 240 98 91 125 16 17 121 104 Total 15-Minute Volume [veh/h] 5 65 6 39 60 24 23 31 4 4 30 26 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 Total Hourly Volume [veh/h] 18 238 22 143 221 90 84 115 15 16 111 96 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 65 0 41 64 26 23 0 0 0 0 26 In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 18 173 22 102 157 64 61 115 15 16 111 70 Name S. Peach Avenue S. Peach Avenue E. Church Avenue E. Church Avenue Volumes
Kittelson & Associates, Inc.
12/29/2020
SE Fresno Regional Park Scenario 4: 4 Existing Saturday + Project Version 2021 (SP 0-2)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 20.0 20.0 0.0 20.0 20.0 0.0 20.0 20.0 0.0 20.0 20.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No Yes No Yes No No No No
l2, Clearance Lost Time [s] 2.9 3.3 0.0 2.9 3.3 0.0 2.0 2.9 0.0 2.0 2.9 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 16 0 0 14 0 0 21 0 0 20 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 2.0 5.5 0.0 2.0 5.5 0.0 2.0 6.5 0.0 2.0 4.9 0.0 Split [s] 0 0 0 0 0 0 0 0 0 0 0 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.9 4.3 0.0 3.9 4.3 0.0 3.0 3.9 0.0 3.0 3.9 0.0 Maximum Green [s] 20 30 0 20 30 0 20 30 0 20 30 0
Minimum Green [s] 8 8 0 8 8 0 8 8 0 8 8 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 3 8 0 7 4 0
Control Type Protect Permis Permis Protect Permis Permis Protect Permis Permis Protect Permis Permis Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Free Running
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kittelson & Associates, Inc.
12/29/2020
SE Fresno Regional Park Scenario 4: 4 Existing Saturday + Project Version 2021 (SP 0-2)
Generated with
95th-Percentile Queue Length [ft/ln] 11.03 144.73 10.72 78.86 101.26 38.13 45.75 64.75 9.51 129.21 95th-Percentile Queue Length [veh/ln] 0.44 5.79 0.43 3.15 4.05 1.53 1.83 2.59 0.38 5.17 50th-Percentile Queue Length [ft/ln] 6.13 80.40 5.96 43.81 56.26 21.18 25.42 35.97 5.28 71.78 50th-Percentile Queue Length [veh/ln] 0.25 3.22 0.24 1.75 2.25 0.85 1.02 1.44 0.21 2.87 Critical Lane Group No Yes No Yes No No Yes No No Yes
Lane Group LOS C C B C B B C B C C
d, Delay for Lane Group [s/veh] 25.77 24.59 17.22 22.94 16.14 14.30 22.81 17.30 26.09 25.98 X, volume / capacity 0.29 0.66 0.07 0.64 0.42 0.20 0.46 0.29 0.28 0.70 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.82 5.19 0.25 1.07 1.35 0.56 0.60 1.60 0.91 5.60 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.04 0.30 0.30 0.04 0.30 0.30 0.04 0.52 0.04 0.22 d1, Uniform Delay [s] 24.95 19.40 16.97 21.88 14.79 13.74 22.21 15.70 25.17 20.38 c, Capacity [veh/h] 70 391 331 241 571 486 200 483 61 321 s, saturation flow rate [veh/h] 1781 1870 1582 1781 1870 1589 1781 1833 1781 1727 (v / s)_i Volume / Saturation Flow Rate 0.01 0.14 0.02 0.09 0.13 0.06 0.05 0.08 0.01 0.13 g / C, Green / Cycle 0.04 0.21 0.21 0.14 0.31 0.31 0.11 0.26 0.03 0.18 g_i, Effective Green Time [s] 2 11 11 7 16 16 6 14 2 10 l2, Clearance Lost Time [s] 2.90 3.30 3.30 2.90 3.30 3.30 2.00 2.90 2.00 2.90 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.90 5.30 5.30 4.90 5.30 5.30 4.00 4.90 4.00 4.90 C, Cycle Length [s] 53 53 53 53 53 53 53 53 53 53
Lane Group L C R L C R L C L C
Lane Group Calculations
Kittelson & Associates, Inc.
12/29/2020
SE Fresno Regional Park Scenario 4: 4 Existing Saturday + Project Version 2021 (SP 0-2)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 25.77 24.59 17.22 22.94 16.14 14.30 22.81 17.30 17.30 26.09 25.98 25.98 Movement LOS C C B C B B C B B C C C
d_A, Approach Delay [s/veh] 24.08 17.91 19.46 25.99
Approach LOS C B B C
d_I, Intersection Delay [s/veh] 21.21
Intersection LOS C
Intersection V/C 0.525
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 16.76 16.76 16.76 16.76
I_p,int, Pedestrian LOS Score for Intersection 2.242 2.332 2.064 2.088 Crosswalk LOS B B B B
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1127 1127 1127 1127 d_b, Bicycle Delay [s] 5.08 5.08 5.08 5.08
I_b,int, Bicycle LOS Score for Intersection 2.060 2.373 1.942 1.959 Bicycle LOS B B A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
Kittelson & Associates, Inc.
12/29/2020
SE Fresno Regional Park Scenario 4: 4 Existing Saturday + Project Version 2021 (SP 0-2)
Generated with
Volume to Capacity (v/c): 0.380
Level Of Service: B
Delay (sec / veh): 13.2
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 5: S. Peach Avenue & E. Jensen Avenue
Intersection Level Of Service Report
Crosswalk No Yes No Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 125.00 100.00 100.00 266.00 100.00 1000.0 No. of Lanes in Entry Pocket 0 0 0 0 0 0 1 0 0 1 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name S. Peach Avenue S. Peach Avenue E. Jensen Avenue E. Jensen Avenue Intersection Setup
Kittelson & Associates, Inc.
12/29/2020
SE Fresno Regional Park Scenario 4: 4 Existing Saturday + Project Version 2021 (SP 0-2)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ 1 0 0 1 v_co, Outbound Pedestrian Volume crossing minor stree 1 0 0 1 v_di, Inbound Pedestrian Volume crossing major street [ 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major stree 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 6 43 12 87 41 103 134 297 11 11 277 88 Total 15-Minute Volume [veh/h] 2 11 3 22 10 26 34 74 3 3 69 22 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 Total Hourly Volume [veh/h] 6 42 12 84 40 100 130 288 11 11 269 85 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 29 0 35 39 0 0 0 0 26 In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 6 42 12 55 40 65 91 288 11 11 269 59 Name S. Peach Avenue S. Peach Avenue E. Jensen Avenue E. Jensen Avenue Volumes
Kittelson & Associates, Inc.
12/29/2020
SE Fresno Regional Park Scenario 4: 4 Existing Saturday + Project Version 2021 (SP 0-2)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 20.0 0.0 0.0 20.0 0.0 20.0 20.0 0.0 20.0 20.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No Yes No Yes
l2, Clearance Lost Time [s] 0.0 4.0 0.0 0.0 4.0 0.0 3.0 4.0 0.0 3.0 4.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 18 0 0 0 0 0 0 0 0 20 0
Walk [s] 0 7 0 0 0 0 0 0 0 0 7 0
Vehicle Extension [s] 0.0 3.5 0.0 0.0 4.2 0.0 2.0 5.6 0.0 2.0 5.6 0.0 Split [s] 0 0 0 0 0 0 0 0 0 0 0 0
All red [s] 0.0 1.0 0.0 0.0 1.0 0.0 2.0 1.0 0.0 2.0 1.0 0.0 Amber [s] 0.0 5.0 0.0 0.0 5.0 0.0 3.0 5.0 0.0 3.0 5.0 0.0 Maximum Green [s] 0 17 0 0 17 0 16 48 0 12 48 0
Minimum Green [s] 0 7 0 0 7 0 4 12 0 4 12 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 6 0 0 2 0 3 8 0 7 4 0
Control Type Permis Permis Permis Permis Permis Permis Protect Permis Permis Protect Permis Permis Phasing & Timing
Lost time [s] 9.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Free Running
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kittelson & Associates, Inc.
12/29/2020
SE Fresno Regional Park Scenario 4: 4 Existing Saturday + Project Version 2021 (SP 0-2)
Generated with
95th-Percentile Queue Length [ft/ln] 18.65 83.21 52.39 34.67 34.42 5.97 36.55 24.38 95th-Percentile Queue Length [veh/ln] 0.75 3.33 2.10 1.39 1.38 0.24 1.46 0.98 50th-Percentile Queue Length [ft/ln] 10.36 46.23 29.11 19.26 19.12 3.32 20.30 13.54 50th-Percentile Queue Length [veh/ln] 0.41 1.85 1.16 0.77 0.76 0.13 0.81 0.54 Critical Lane Group No Yes Yes No No No Yes No
Lane Group LOS B B C A A C B B
d, Delay for Lane Group [s/veh] 14.00 17.03 20.17 8.90 8.91 27.05 11.36 11.28 X, volume / capacity 0.14 0.54 0.75 0.22 0.22 0.52 0.27 0.19 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.17 1.62 2.45 0.44 0.45 7.19 0.39 0.57 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.13 0.17 0.04 0.31 0.31 0.04 0.31 0.31 d1, Uniform Delay [s] 13.82 15.41 17.72 8.46 8.46 19.86 10.97 10.71 c, Capacity [veh/h] 439 428 178 712 703 21 1042 465
s, saturation flow rate [veh/h] 1822 1630 1781 1870 1847 1781 3560 1589 (v / s)_i Volume / Saturation Flow Rate 0.03 0.14 0.08 0.08 0.08 0.01 0.08 0.06 g / C, Green / Cycle 0.19 0.19 0.10 0.38 0.38 0.01 0.29 0.29 g_i, Effective Green Time [s] 7 7 4 15 15 0 12 12
l2, Clearance Lost Time [s] 4.00 4.00 3.00 4.00 4.00 3.00 4.00 4.00 l1_p, Permitted Start-Up Lost Time [s] 2.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 6.00 6.00 5.00 6.00 6.00 5.00 6.00 6.00 C, Cycle Length [s] 40 40 40 40 40 40 40 40
Lane Group C C L C C L C R
Lane Group Calculations
Kittelson & Associates, Inc.
12/29/2020
SE Fresno Regional Park Scenario 4: 4 Existing Saturday + Project Version 2021 (SP 0-2)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 14.00 14.00 14.00 17.03 17.03 17.03 20.17 8.91 8.91 27.05 11.36 11.28 Movement LOS B B B B B B C A A C B B
d_A, Approach Delay [s/veh] 14.00 17.03 12.32 11.80
Approach LOS B B B B
d_I, Intersection Delay [s/veh] 13.22
Intersection LOS B
Intersection V/C 0.380
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 11.0 0.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 10.65 0.00 10.65
I_p,int, Pedestrian LOS Score for Intersection 0.000 2.054 0.000 2.654 Crosswalk LOS F B F B
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 844 844 2382 2382 d_b, Bicycle Delay [s] 6.74 6.74 0.74 0.74
I_b,int, Bicycle LOS Score for Intersection 1.660 1.941 1.924 1.870 Bicycle LOS A A A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 7 8 - - - - - - - - - - - -
Ring 1 - 2 3 4 - - - - - - - - - - - -
Sequence
Kittelson & Associates, Inc.
12/29/2020
SE Fresno Regional Park Scenario 4: 4 Existing Saturday + Project Version 2021 (SP 0-2)
Generated with
Intersection Analysis Summary
Report File: H:\...\2035 PM_LOS Details.pdf 12/31/2020
Vistro File: H:\...\25496_SE_Fresno_Park_20201231.vistro Scenario 5 2035 PM SE Fresno Regional Park
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection.
WB Left 0.486 18.7 B
HCM 6th
Edition Signalized S. Peach Avenue & E. JensenAvenue 5
NB Left 0.526 20.1 C
HCM 6th
Edition Signalized S. Peach Avenue & E. ChurchStreet 4
WB Right 0.055 11.0 B
HCM 6th
Edition Two-way stop S. Peach Avenue & E. GearyStreet 3 SB Thru 0.009 0.0 A
HCM 6th
Edition Two-way stop S. Peach Avenue & SoccerComplex Driveway 2 SB Thru 0.009 0.0 A
HCM 6th
Edition Two-way stop S. Peach Avenue & RegionalPark Driveway 1 ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 5: 5 2035 PM
Version 2021 (SP 0-2)
Generated with
Volume to Capacity (v/c): 0.009
Level Of Service: A
Delay (sec / veh): 0.0
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Two-way stop
Intersection 1: S. Peach Avenue & Regional Park Driveway Intersection Level Of Service Report
Crosswalk Yes Yes Yes
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name S. Peach Avenue S. Peach Avenue Regional Park Driveway Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 784 0 0 922 0 0
Total 15-Minute Volume [veh/h] 196 0 0 230 0 0
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 Total Hourly Volume [veh/h] 721 0 0 848 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 721 0 0 848 0 0
Name S. Peach Avenue S. Peach Avenue Regional Park Driveway Volumes
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 5: 5 2035 PM
Version 2021 (SP 0-2)
Generated with
Intersection LOS A
d_I, Intersection Delay [s/veh] 0.00
Approach LOS A A C
d_A, Approach Delay [s/veh] 0.00 0.00 18.80
95th-Percentile Queue Length [ft/ln] 0.00 0.00 0.00 0.00 0.00 0.00 95th-Percentile Queue Length [veh/ln] 0.00 0.00 0.00 0.00 0.00 0.00 Movement LOS A A A A D B
d_M, Delay for Movement [s/veh] 0.00 0.00 9.34 0.00 26.68 10.93 V/C, Movement V/C Ratio 0.01 0.00 0.00 0.01 0.00 0.00
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane No
Priority Scheme Free Free Stop
Intersection Settings
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 5: 5 2035 PM
Version 2021 (SP 0-2)
Generated with
Volume to Capacity (v/c): 0.009
Level Of Service: A
Delay (sec / veh): 0.0
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Two-way stop
Intersection 2: S. Peach Avenue & Soccer Complex Driveway Intersection Level Of Service Report
Crosswalk Yes Yes Yes
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name S. Peach Avenue S. Peach Avenue Soccer Complex Driveway Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 784 0 0 922 0 0
Total 15-Minute Volume [veh/h] 196 0 0 230 0 0
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 Total Hourly Volume [veh/h] 721 0 0 848 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 721 0 0 848 0 0
Name S. Peach Avenue S. Peach Avenue Soccer Complex Driveway Volumes
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 5: 5 2035 PM
Version 2021 (SP 0-2)
Generated with
Intersection LOS A
d_I, Intersection Delay [s/veh] 0.00
Approach LOS A A C
d_A, Approach Delay [s/veh] 0.00 0.00 18.80
95th-Percentile Queue Length [ft/ln] 0.00 0.00 0.00 0.00 0.00 0.00 95th-Percentile Queue Length [veh/ln] 0.00 0.00 0.00 0.00 0.00 0.00 Movement LOS A A A A D B
d_M, Delay for Movement [s/veh] 0.00 0.00 9.34 0.00 26.68 10.93 V/C, Movement V/C Ratio 0.01 0.00 0.00 0.01 0.00 0.00
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane No
Priority Scheme Free Free Stop
Intersection Settings
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 5: 5 2035 PM
Version 2021 (SP 0-2)
Generated with
Volume to Capacity (v/c): 0.055
Level Of Service: B
Delay (sec / veh): 11.0
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Two-way stop
Intersection 3: S. Peach Avenue & E. Geary Street
Intersection Level Of Service Report
Crosswalk Yes Yes Yes
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name S. Peach Avenue S. Peach Avenue E. Geary Street
Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 724 5 0 893 0 35
Total 15-Minute Volume [veh/h] 181 1 0 223 0 9
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9500 0.9500 1.0000 0.9500 1.0000 0.9500 Total Hourly Volume [veh/h] 688 5 0 848 0 33
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 688 5 0 848 0 33
Name S. Peach Avenue S. Peach Avenue E. Geary Street
Volumes
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 5: 5 2035 PM
Version 2021 (SP 0-2)
Generated with
Intersection LOS B
d_I, Intersection Delay [s/veh] 0.23
Approach LOS A A B
d_A, Approach Delay [s/veh] 0.00 0.00 11.03
95th-Percentile Queue Length [ft/ln] 0.00 0.00 0.00 0.00 0.00 4.38 95th-Percentile Queue Length [veh/ln] 0.00 0.00 0.00 0.00 0.00 0.18 Movement LOS A A A B
d_M, Delay for Movement [s/veh] 0.00 0.00 0.00 0.00 0.00 11.03 V/C, Movement V/C Ratio 0.01 0.00 0.00 0.01 0.00 0.06
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane
Priority Scheme Free Free Stop
Intersection Settings
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 5: 5 2035 PM
Version 2021 (SP 0-2)
Generated with
Volume to Capacity (v/c): 0.526
Level Of Service: C
Delay (sec / veh): 20.1
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 4: S. Peach Avenue & E. Church Street
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 250.00 100.00 250.00 200.00 100.00 220.00 130.00 100.00 100.00 115.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 1 1 0 1 1 0 0 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name S. Peach Avenue S. Peach Avenue E. Church Avenue E. Church Avenue Intersection Setup
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 5: 5 2035 PM
Version 2021 (SP 0-2)
Generated with
Bicycle Volume [bicycles/h] 2 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ 2 0 0 1 v_co, Outbound Pedestrian Volume crossing minor stree 1 0 0 2 v_di, Inbound Pedestrian Volume crossing major street [ 0 0 1 0 v_do, Outbound Pedestrian Volume crossing major stree 1 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 12 485 60 254 425 123 127 264 27 22 122 97 Total 15-Minute Volume [veh/h] 3 121 15 64 106 31 32 66 7 5 30 24 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 Total Hourly Volume [veh/h] 11 446 55 234 391 113 117 243 25 20 112 89 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 11 446 55 234 391 113 117 243 25 20 112 89 Name S. Peach Avenue S. Peach Avenue E. Church Avenue E. Church Avenue Volumes
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 5: 5 2035 PM
Version 2021 (SP 0-2)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No Yes No Yes No No No No
l2, Clearance Lost Time [s] 2.9 3.3 0.0 2.9 3.3 0.0 2.0 2.9 0.0 2.0 2.9 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 16 0 0 14 0 0 21 0 0 20 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 2.0 5.5 0.0 2.0 5.5 0.0 2.0 6.5 0.0 2.0 4.9 0.0 Split [s] 0 0 0 0 0 0 0 0 0 0 0 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.9 4.3 0.0 3.9 4.3 0.0 3.0 3.9 0.0 3.0 3.9 0.0 Maximum Green [s] 20 30 0 20 30 0 20 30 0 20 30 0
Minimum Green [s] 8 8 0 8 8 0 8 8 0 8 8 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 3 8 0 7 4 0
Control Type Protect Permis Permis Protect Permis Permis Protect Permis Permis Protect Permis Permis Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Free Running
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 5: 5 2035 PM
Version 2021 (SP 0-2)
Generated with
95th-Percentile Queue Length [ft/ln] 7.53 126.20 28.61 144.57 77.92 44.76 70.66 82.17 80.95 13.13 66.73 64.45 95th-Percentile Queue Length [veh/ln] 0.30 5.05 1.14 5.78 3.12 1.79 2.83 3.29 3.24 0.53 2.67 2.58 50th-Percentile Queue Length [ft/ln] 4.19 70.11 15.90 80.31 43.29 24.87 39.26 45.65 44.97 7.29 37.07 35.80 50th-Percentile Queue Length [veh/ln] 0.17 2.80 0.64 3.21 1.73 0.99 1.57 1.83 1.80 0.29 1.48 1.43 Critical Lane Group No Yes No Yes No No Yes No No No No Yes Lane Group LOS C C B C B B C C C C C C
d, Delay for Lane Group [s/veh] 28.67 21.13 17.97 24.86 12.67 12.20 24.73 21.79 21.94 27.44 25.27 26.27 X, volume / capacity 0.27 0.58 0.16 0.82 0.31 0.20 0.59 0.36 0.37 0.30 0.45 0.48 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, 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 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 1.24 1.75 0.57 2.07 0.35 0.44 0.94 2.66 2.79 0.82 2.50 3.37 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.04 0.30 0.30 0.04 0.30 0.30 0.04 0.52 0.52 0.04 0.22 0.22 d1, Uniform Delay [s] 27.43 19.39 17.40 22.79 12.31 11.75 23.79 19.13 19.15 26.63 22.77 22.90 c, Capacity [veh/h] 44 838 367 310 1370 611 217 403 390 74 254 218 s, saturation flow rate [veh/h] 1781 3560 1561 1781 3560 1589 1781 1870 1810 1781 1870 1610 (v / s)_i Volume / Saturation Flow Rate 0.01 0.14 0.04 0.14 0.12 0.08 0.07 0.08 0.08 0.01 0.06 0.07 g / C, Green / Cycle 0.02 0.24 0.24 0.17 0.38 0.38 0.12 0.22 0.22 0.04 0.14 0.14 g_i, Effective Green Time [s] 1 13 13 10 22 22 7 12 12 2 8 8 l2, Clearance Lost Time [s] 2.90 3.30 3.30 2.90 3.30 3.30 2.00 2.90 2.90 2.00 2.90 2.90 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.90 5.30 5.30 4.90 5.30 5.30 4.00 4.90 4.90 4.00 4.90 4.90 C, Cycle Length [s] 57 57 57 57 57 57 57 57 57 57 57 57 Lane Group L C R L C R L C C L C C
Lane Group Calculations
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 5: 5 2035 PM
Version 2021 (SP 0-2)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 28.67 21.13 17.97 24.86 12.67 12.20 24.73 21.85 21.94 27.44 25.34 26.27 Movement LOS C C B C B B C C C C C C
d_A, Approach Delay [s/veh] 20.96 16.46 22.73 25.91
Approach LOS C B C C
d_I, Intersection Delay [s/veh] 20.13
Intersection LOS C
Intersection V/C 0.526
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 18.65 18.65 18.65 18.65
I_p,int, Pedestrian LOS Score for Intersection 2.595 2.673 2.406 2.434 Crosswalk LOS B B B B
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1049 1049 1049 1049 d_b, Bicycle Delay [s] 6.47 6.46 6.46 6.46
I_b,int, Bicycle LOS Score for Intersection 2.019 2.221 1.904 1.758 Bicycle LOS B B A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 5: 5 2035 PM
Version 2021 (SP 0-2)
Generated with
Volume to Capacity (v/c): 0.486
Level Of Service: B
Delay (sec / veh): 18.7
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 5: S. Peach Avenue & E. Jensen Avenue
Intersection Level Of Service Report
Crosswalk No Yes No Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 125.00 100.00 100.00 266.00 100.00 1000.0 No. of Lanes in Entry Pocket 1 0 0 1 0 0 1 0 0 1 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name S. Peach Avenue S. Peach Avenue E. Jensen Avenue E. Jensen Avenue Intersection Setup
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 5: 5 2035 PM
Version 2021 (SP 0-2)
Generated with
Bicycle Volume [bicycles/h] 0 0 1 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor stree 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major stree 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 142 309 105 82 185 109 177 1351 95 40 797 56 Total 15-Minute Volume [veh/h] 36 77 26 21 46 27 44 338 24 10 199 14 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 Total Hourly Volume [veh/h] 135 294 100 78 176 104 168 1283 90 38 757 53 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 135 294 100 78 176 104 168 1283 90 38 757 53 Name S. Peach Avenue S. Peach Avenue E. Jensen Avenue E. Jensen Avenue Volumes
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 5: 5 2035 PM
Version 2021 (SP 0-2)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No Yes No Yes
l2, Clearance Lost Time [s] 0.0 4.0 0.0 0.0 4.0 0.0 3.0 4.0 0.0 3.0 4.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 18 0 0 0 0 0 0 0 0 20 0
Walk [s] 0 7 0 0 0 0 0 0 0 0 7 0
Vehicle Extension [s] 0.0 3.5 0.0 0.0 4.2 0.0 2.0 5.6 0.0 2.0 5.6 0.0 Split [s] 0 0 0 0 0 0 0 0 0 0 0 0
All red [s] 0.0 1.0 0.0 0.0 1.0 0.0 2.0 1.0 0.0 2.0 1.0 0.0 Amber [s] 0.0 5.0 0.0 0.0 5.0 0.0 3.0 5.0 0.0 3.0 5.0 0.0 Maximum Green [s] 0 17 0 0 17 0 16 48 0 12 48 0
Minimum Green [s] 0 7 0 0 7 0 4 12 0 4 12 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 6 0 0 2 0 3 8 0 7 4 0
Control Type Permis Permis Permis Permis Permis Permis Protect Permis Permis Protect Permis Permis Phasing & Timing
Lost time [s] 9.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Free Running
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 5: 5 2035 PM
Version 2021 (SP 0-2)
Generated with
95th-Percentile Queue Length [ft/ln] 108.80 134.47 125.76 62.68 92.61 86.27 132.34 213.32 222.84 33.58 130.18 24.81 95th-Percentile Queue Length [veh/ln] 4.35 5.38 5.03 2.51 3.70 3.45 5.29 8.53 8.91 1.34 5.21 0.99 50th-Percentile Queue Length [ft/ln] 60.45 74.70 69.87 34.82 51.45 47.93 73.52 122.55 129.52 18.66 72.32 13.79 50th-Percentile Queue Length [veh/ln] 2.42 2.99 2.79 1.39 2.06 1.92 2.94 4.90 5.18 0.75 2.89 0.55 Critical Lane Group Yes No No No No No No No Yes Yes No No Lane Group LOS C C C C C C C B B D B B
d, Delay for Lane Group [s/veh] 32.01 23.67 23.83 31.99 22.59 22.83 32.43 13.63 14.45 39.57 15.79 13.66 X, volume / capacity 0.55 0.47 0.48 0.39 0.34 0.35 0.80 0.56 0.56 0.71 0.40 0.09 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, 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 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 2.26 0.93 1.04 1.77 0.67 0.81 2.55 0.82 1.63 5.94 0.38 0.18 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.13 0.13 0.13 0.17 0.17 0.17 0.04 0.31 0.31 0.04 0.31 0.31 d1, Uniform Delay [s] 29.75 22.74 22.79 30.22 21.92 22.02 29.87 12.80 12.82 33.64 15.41 13.48 c, Capacity [veh/h] 256 453 415 211 453 399 221 1722 872 56 1992 622 s, saturation flow rate [veh/h] 1085 1870 1711 972 1870 1646 1781 3560 1803 1781 5094 1589 (v / s)_i Volume / Saturation Flow Rate 0.13 0.11 0.12 0.08 0.08 0.09 0.10 0.27 0.27 0.02 0.16 0.04 g / C, Green / Cycle 0.24 0.24 0.24 0.24 0.24 0.24 0.12 0.48 0.48 0.03 0.39 0.39 g_i, Effective Green Time [s] 17 17 17 17 17 17 9 34 34 2 27 27 l2, Clearance Lost Time [s] 4.00 4.00 4.00 4.00 4.00 4.00 3.00 4.00 4.00 3.00 4.00 4.00 l1_p, Permitted Start-Up Lost Time [s] 2.00 0.00 0.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 6.00 6.00 6.00 6.00 6.00 6.00 5.00 6.00 6.00 5.00 6.00 6.00 C, Cycle Length [s] 70 70 70 70 70 70 70 70 70 70 70 70 Lane Group L C C L C C L C C L C R
Lane Group Calculations
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 5: 5 2035 PM
Version 2021 (SP 0-2)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 32.01 23.72 23.83 31.99 22.63 22.83 32.43 13.87 14.45 39.57 15.79 13.66 Movement LOS C C C C C C C B B D B B
d_A, Approach Delay [s/veh] 25.86 24.73 15.92 16.72
Approach LOS C C B B
d_I, Intersection Delay [s/veh] 18.69
Intersection LOS B
Intersection V/C 0.486
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 11.0 0.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 24.88 0.00 24.88
I_p,int, Pedestrian LOS Score for Intersection 0.000 2.465 0.000 3.125 Crosswalk LOS F B F C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 485 485 1371 1371 d_b, Bicycle Delay [s] 20.08 20.08 3.47 3.47
I_b,int, Bicycle LOS Score for Intersection 2.018 1.870 2.452 2.051 Bicycle LOS B A B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 7 8 - - - - - - - - - - - -
Ring 1 - 2 3 4 - - - - - - - - - - - -
Sequence
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 5: 5 2035 PM
Version 2021 (SP 0-2)
Generated with
Intersection Analysis Summary
Report File: H:\...\2035 PM+Proj_LOS Details.pdf 12/31/2020 Vistro File: H:\...\25496_SE_Fresno_Park_20201231.vistro Scenario 7 2035 PM + Project SE Fresno Regional Park
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection.
WB Left 0.487 19.1 B
HCM 6th
Edition Signalized S. Peach Avenue & E. JensenAvenue 5
NB Left 0.558 20.8 C
HCM 6th
Edition Signalized S. Peach Avenue & E. ChurchStreet 4
WB Right 0.060 11.4 B
HCM 6th
Edition Two-way stop S. Peach Avenue & E. GearyStreet 3 WB Left 0.216 41.2 E
HCM 6th
Edition Two-way stop S. Peach Avenue & SoccerComplex Driveway 2 WB Left 0.104 34.3 D
HCM 6th
Edition Two-way stop S. Peach Avenue & RegionalPark Driveway 1 ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 7: 7 2035 PM + Project Version 2021 (SP 0-2)
Generated with
Volume to Capacity (v/c): 0.104
Level Of Service: D
Delay (sec / veh): 34.3
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Two-way stop
Intersection 1: S. Peach Avenue & Regional Park Driveway Intersection Level Of Service Report
Crosswalk Yes Yes Yes
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name S. Peach Avenue S. Peach Avenue Regional Park Driveway Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 807 23 26 972 14 11
Total 15-Minute Volume [veh/h] 202 6 7 243 4 3
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 Total Hourly Volume [veh/h] 742 21 24 894 13 10
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 21 21 24 46 13 10
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 721 0 0 848 0 0
Name S. Peach Avenue S. Peach Avenue Regional Park Driveway Volumes
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 7: 7 2035 PM + Project Version 2021 (SP 0-2)
Generated with
Intersection LOS D
d_I, Intersection Delay [s/veh] 0.48
Approach LOS A A D
d_A, Approach Delay [s/veh] 0.00 0.25 25.22
95th-Percentile Queue Length [ft/ln] 0.00 0.00 2.52 1.26 10.35 10.35 95th-Percentile Queue Length [veh/ln] 0.00 0.00 0.10 0.05 0.41 0.41 Movement LOS A A A A D B
d_M, Delay for Movement [s/veh] 0.00 0.00 9.67 0.00 34.34 13.62 V/C, Movement V/C Ratio 0.01 0.00 0.03 0.01 0.10 0.02
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane No
Priority Scheme Free Free Stop
Intersection Settings
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 7: 7 2035 PM + Project Version 2021 (SP 0-2)
Generated with
Volume to Capacity (v/c): 0.216
Level Of Service: E
Delay (sec / veh): 41.2
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Two-way stop
Intersection 2: S. Peach Avenue & Soccer Complex Driveway Intersection Level Of Service Report
Crosswalk Yes Yes Yes
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name S. Peach Avenue S. Peach Avenue Soccer Complex Driveway Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 808 43 50 936 26 22
Total 15-Minute Volume [veh/h] 202 11 13 234 7 5
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 Total Hourly Volume [veh/h] 743 40 46 861 24 20
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 22 40 46 13 24 20
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 721 0 0 848 0 0
Name S. Peach Avenue S. Peach Avenue Soccer Complex Driveway Volumes
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 7: 7 2035 PM + Project Version 2021 (SP 0-2)
Generated with
Intersection LOS E
d_I, Intersection Delay [s/veh] 1.04
Approach LOS A A D
d_A, Approach Delay [s/veh] 0.00 0.50 30.41
95th-Percentile Queue Length [ft/ln] 0.00 0.00 5.10 2.55 24.20 24.20 95th-Percentile Queue Length [veh/ln] 0.00 0.00 0.20 0.10 0.97 0.97 Movement LOS A A A A E C
d_M, Delay for Movement [s/veh] 0.00 0.00 9.91 0.00 41.25 17.60 V/C, Movement V/C Ratio 0.01 0.00 0.06 0.01 0.22 0.04
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane No
Priority Scheme Free Free Stop
Intersection Settings
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 7: 7 2035 PM + Project Version 2021 (SP 0-2)
Generated with
Volume to Capacity (v/c): 0.060
Level Of Service: B
Delay (sec / veh): 11.4
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Two-way stop
Intersection 3: S. Peach Avenue & E. Geary Street
Intersection Level Of Service Report
Crosswalk Yes Yes Yes
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name S. Peach Avenue S. Peach Avenue E. Geary Street
Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 788 7 0 932 0 36
Total 15-Minute Volume [veh/h] 197 2 0 233 0 9
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9500 0.9500 1.0000 0.9500 1.0000 0.9500 Total Hourly Volume [veh/h] 749 7 0 885 0 34
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 61 2 0 37 0 1
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 688 5 0 848 0 33
Name S. Peach Avenue S. Peach Avenue E. Geary Street
Volumes
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 7: 7 2035 PM + Project Version 2021 (SP 0-2)
Generated with
Intersection LOS B
d_I, Intersection Delay [s/veh] 0.23
Approach LOS A A B
d_A, Approach Delay [s/veh] 0.00 0.00 11.36
95th-Percentile Queue Length [ft/ln] 0.00 0.00 0.00 0.00 0.00 4.76 95th-Percentile Queue Length [veh/ln] 0.00 0.00 0.00 0.00 0.00 0.19 Movement LOS A A A B
d_M, Delay for Movement [s/veh] 0.00 0.00 0.00 0.00 0.00 11.36 V/C, Movement V/C Ratio 0.01 0.00 0.00 0.01 0.00 0.06
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane
Priority Scheme Free Free Stop
Intersection Settings
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 7: 7 2035 PM + Project Version 2021 (SP 0-2)
Generated with
Volume to Capacity (v/c): 0.558
Level Of Service: C
Delay (sec / veh): 20.8
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 4: S. Peach Avenue & E. Church Street
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 250.00 100.00 250.00 200.00 100.00 220.00 130.00 100.00 100.00 115.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 1 1 0 1 1 0 0 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name S. Peach Avenue S. Peach Avenue E. Church Avenue E. Church Avenue Intersection Setup
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 7: 7 2035 PM + Project Version 2021 (SP 0-2)
Generated with
Bicycle Volume [bicycles/h] 2 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ 2 0 0 1 v_co, Outbound Pedestrian Volume crossing minor stree 1 0 0 2 v_di, Inbound Pedestrian Volume crossing major street [ 0 0 1 0 v_do, Outbound Pedestrian Volume crossing major stree 1 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 12 530 60 266 445 132 139 264 27 22 122 108 Total 15-Minute Volume [veh/h] 3 133 15 67 111 33 35 66 7 5 30 27 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 Total Hourly Volume [veh/h] 11 488 55 245 409 121 128 243 25 20 112 99 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 42 0 11 18 8 11 0 0 0 0 10 In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 11 446 55 234 391 113 117 243 25 20 112 89 Name S. Peach Avenue S. Peach Avenue E. Church Avenue E. Church Avenue Volumes
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 7: 7 2035 PM + Project Version 2021 (SP 0-2)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No Yes No Yes No No No No
l2, Clearance Lost Time [s] 2.9 3.3 0.0 2.9 3.3 0.0 2.0 2.9 0.0 2.0 2.9 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 16 0 0 14 0 0 21 0 0 20 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 2.0 5.5 0.0 2.0 5.5 0.0 2.0 6.5 0.0 2.0 4.9 0.0 Split [s] 0 0 0 0 0 0 0 0 0 0 0 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.9 4.3 0.0 3.9 4.3 0.0 3.0 3.9 0.0 3.0 3.9 0.0 Maximum Green [s] 20 30 0 20 30 0 20 30 0 20 30 0
Minimum Green [s] 8 8 0 8 8 0 8 8 0 8 8 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 3 8 0 7 4 0
Control Type Protect Permis Permis Protect Permis Permis Protect Permis Permis Protect Permis Permis Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Free Running
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 7: 7 2035 PM + Project Version 2021 (SP 0-2)
Generated with
95th-Percentile Queue Length [ft/ln] 7.90 144.14 29.32 159.12 83.16 48.85 82.42 87.00 85.66 13.79 75.19 72.46 95th-Percentile Queue Length [veh/ln] 0.32 5.77 1.17 6.36 3.33 1.95 3.30 3.48 3.43 0.55 3.01 2.90 50th-Percentile Queue Length [ft/ln] 4.39 80.08 16.29 88.40 46.20 27.14 45.79 48.33 47.59 7.66 41.77 40.26 50th-Percentile Queue Length [veh/ln] 0.18 3.20 0.65 3.54 1.85 1.09 1.83 1.93 1.90 0.31 1.67 1.61 Critical Lane Group No Yes No Yes No No Yes No No No No Yes Lane Group LOS C C B C B B C C C C C C
d, Delay for Lane Group [s/veh] 29.85 21.66 18.06 25.73 12.48 12.03 26.22 22.99 23.15 28.60 27.08 28.38 X, volume / capacity 0.27 0.60 0.16 0.83 0.31 0.21 0.64 0.37 0.38 0.30 0.49 0.53 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, 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 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 1.25 1.81 0.51 2.14 0.34 0.43 1.21 2.81 2.95 0.83 3.02 4.17 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.04 0.30 0.30 0.04 0.30 0.30 0.04 0.52 0.52 0.04 0.22 0.22 d1, Uniform Delay [s] 28.60 19.85 17.55 23.60 12.15 11.59 25.02 20.18 20.20 27.77 24.06 24.21 c, Capacity [veh/h] 44 882 387 321 1436 641 216 394 382 74 245 209 s, saturation flow rate [veh/h] 1781 3560 1562 1781 3560 1589 1781 1870 1809 1781 1870 1595 (v / s)_i Volume / Saturation Flow Rate 0.01 0.15 0.04 0.15 0.12 0.08 0.08 0.08 0.08 0.01 0.06 0.07 g / C, Green / Cycle 0.02 0.25 0.25 0.18 0.40 0.40 0.12 0.21 0.21 0.04 0.13 0.13 g_i, Effective Green Time [s] 1 15 15 11 24 24 7 13 13 2 8 8 l2, Clearance Lost Time [s] 2.90 3.30 3.30 2.90 3.30 3.30 2.00 2.90 2.90 2.00 2.90 2.90 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.90 5.30 5.30 4.90 5.30 5.30 4.00 4.90 4.90 4.00 4.90 4.90 C, Cycle Length [s] 60 60 60 60 60 60 60 60 60 60 60 60 Lane Group L C R L C R L C C L C C
Lane Group Calculations
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 7: 7 2035 PM + Project Version 2021 (SP 0-2)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 29.85 21.66 18.06 25.73 12.48 12.03 26.22 23.06 23.15 28.60 27.11 28.38 Movement LOS C C B C B B C C C C C C
d_A, Approach Delay [s/veh] 21.46 16.59 24.09 27.79
Approach LOS C B C C
d_I, Intersection Delay [s/veh] 20.81
Intersection LOS C
Intersection V/C 0.558
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 19.82 19.82 19.82 19.82
I_p,int, Pedestrian LOS Score for Intersection 2.608 2.693 2.413 2.441 Crosswalk LOS B B B B
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1007 1007 1007 1007 d_b, Bicycle Delay [s] 7.36 7.35 7.35 7.35
I_b,int, Bicycle LOS Score for Intersection 2.056 2.255 1.914 1.768 Bicycle LOS B B A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 7: 7 2035 PM + Project Version 2021 (SP 0-2)
Generated with
Volume to Capacity (v/c): 0.487
Level Of Service: B
Delay (sec / veh): 19.1
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 5: S. Peach Avenue & E. Jensen Avenue
Intersection Level Of Service Report
Crosswalk No Yes No Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 125.00 100.00 100.00 266.00 100.00 1000.0 No. of Lanes in Entry Pocket 1 0 0 1 0 0 1 0 0 1 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name S. Peach Avenue S. Peach Avenue E. Jensen Avenue E. Jensen Avenue Intersection Setup
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 7: 7 2035 PM + Project Version 2021 (SP 0-2)
Generated with
Bicycle Volume [bicycles/h] 0 0 1 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor stree 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major stree 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 142 309 105 92 185 119 208 1351 95 40 797 68 Total 15-Minute Volume [veh/h] 36 77 26 23 46 30 52 338 24 10 199 17 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 Total Hourly Volume [veh/h] 135 294 100 87 176 113 198 1283 90 38 757 65 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 9 0 9 30 0 0 0 0 12
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 135 294 100 78 176 104 168 1283 90 38 757 53 Name S. Peach Avenue S. Peach Avenue E. Jensen Avenue E. Jensen Avenue Volumes
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 7: 7 2035 PM + Project Version 2021 (SP 0-2)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No Yes No Yes
l2, Clearance Lost Time [s] 0.0 4.0 0.0 0.0 4.0 0.0 3.0 4.0 0.0 3.0 4.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 18 0 0 0 0 0 0 0 0 20 0
Walk [s] 0 7 0 0 0 0 0 0 0 0 7 0
Vehicle Extension [s] 0.0 3.5 0.0 0.0 4.2 0.0 2.0 5.6 0.0 2.0 5.6 0.0 Split [s] 0 0 0 0 0 0 0 0 0 0 0 0
All red [s] 0.0 1.0 0.0 0.0 1.0 0.0 2.0 1.0 0.0 2.0 1.0 0.0 Amber [s] 0.0 5.0 0.0 0.0 5.0 0.0 3.0 5.0 0.0 3.0 5.0 0.0 Maximum Green [s] 0 17 0 0 17 0 16 48 0 12 48 0
Minimum Green [s] 0 7 0 0 7 0 4 12 0 4 12 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 6 0 0 2 0 3 8 0 7 4 0
Control Type Permis Permis Permis Permis Permis Permis Protect Permis Permis Protect Permis Permis Phasing & Timing
Lost time [s] 9.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Free Running
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 7: 7 2035 PM + Project Version 2021 (SP 0-2)
Generated with
95th-Percentile Queue Length [ft/ln] 109.67 134.47 125.77 71.50 96.52 89.25 154.24 213.31 222.87 33.58 135.54 31.64 95th-Percentile Queue Length [veh/ln] 4.39 5.38 5.03 2.86 3.86 3.57 6.17 8.53 8.91 1.34 5.42 1.27 50th-Percentile Queue Length [ft/ln] 60.93 74.71 69.87 39.72 53.62 49.58 85.69 122.54 129.54 18.66 75.30 17.58 50th-Percentile Queue Length [veh/ln] 2.44 2.99 2.79 1.59 2.14 1.98 3.43 4.90 5.18 0.75 3.01 0.70 Critical Lane Group Yes No No No No No No No Yes Yes No No Lane Group LOS C C C C C C C B B D B B
d, Delay for Lane Group [s/veh] 32.39 23.67 23.83 32.72 22.70 22.96 31.68 13.63 14.45 39.57 16.79 14.67 X, volume / capacity 0.56 0.47 0.48 0.44 0.35 0.37 0.82 0.56 0.56 0.71 0.42 0.11 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, 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 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 2.39 0.93 1.04 2.15 0.71 0.87 2.50 0.82 1.63 5.94 0.43 0.25 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.13 0.13 0.13 0.17 0.17 0.17 0.04 0.31 0.31 0.04 0.31 0.31 d1, Uniform Delay [s] 30.00 22.74 22.79 30.56 22.00 22.09 29.19 12.80 12.82 33.64 16.36 14.42 c, Capacity [veh/h] 251 453 415 211 453 396 254 1722 872 56 1898 592 s, saturation flow rate [veh/h] 1075 1870 1711 972 1870 1634 1781 3560 1803 1781 5094 1589 (v / s)_i Volume / Saturation Flow Rate 0.13 0.11 0.12 0.09 0.08 0.09 0.12 0.27 0.27 0.02 0.16 0.04 g / C, Green / Cycle 0.24 0.24 0.24 0.24 0.24 0.24 0.14 0.48 0.48 0.03 0.37 0.37 g_i, Effective Green Time [s] 17 17 17 17 17 17 10 34 34 2 26 26 l2, Clearance Lost Time [s] 4.00 4.00 4.00 4.00 4.00 4.00 3.00 4.00 4.00 3.00 4.00 4.00 l1_p, Permitted Start-Up Lost Time [s] 2.00 0.00 0.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 6.00 6.00 6.00 6.00 6.00 6.00 5.00 6.00 6.00 5.00 6.00 6.00 C, Cycle Length [s] 70 70 70 70 70 70 70 70 70 70 70 70 Lane Group L C C L C C L C C L C R
Lane Group Calculations
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 7: 7 2035 PM + Project Version 2021 (SP 0-2)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 32.39 23.72 23.83 32.72 22.74 22.96 31.68 13.87 14.45 39.57 16.79 14.67 Movement LOS C C C C C C C B B D B B
d_A, Approach Delay [s/veh] 25.95 25.12 16.14 17.64
Approach LOS C C B B
d_I, Intersection Delay [s/veh] 19.09
Intersection LOS B
Intersection V/C 0.487
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 11.0 0.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 24.88 0.00 24.88
I_p,int, Pedestrian LOS Score for Intersection 0.000 2.477 0.000 3.141 Crosswalk LOS F B F C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 485 485 1371 1371 d_b, Bicycle Delay [s] 20.08 20.08 3.47 3.47
I_b,int, Bicycle LOS Score for Intersection 2.018 1.886 2.469 2.057 Bicycle LOS B A B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 7 8 - - - - - - - - - - - -
Ring 1 - 2 3 4 - - - - - - - - - - - -
Sequence
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 7: 7 2035 PM + Project Version 2021 (SP 0-2)
Generated with
Intersection Analysis Summary
Report File: H:\...\2035 SAT_LOS Details.pdf 12/31/2020 Vistro File: H:\...\25496_SE_Fresno_Park_20201231.vistro Scenario 6 2035 Saturday SE Fresno Regional Park
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection.
WB Left 0.413 16.5 B
HCM 6th
Edition Signalized S. Peach Avenue & E. JensenAvenue 5
WB Left 0.492 19.6 B
HCM 6th
Edition Signalized S. Peach Avenue & E. ChurchStreet 4
WB Right 0.074 10.8 B
HCM 6th
Edition Two-way stop S. Peach Avenue & E. GearyStreet 3 SB Thru 0.008 0.0 A
HCM 6th
Edition Two-way stop S. Peach Avenue & SoccerComplex Driveway 2 SB Thru 0.008 0.0 A
HCM 6th
Edition Two-way stop S. Peach Avenue & RegionalPark Driveway 1 ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 6: 6 2035 Saturday
Version 2021 (SP 0-2)
Generated with
Volume to Capacity (v/c): 0.008
Level Of Service: A
Delay (sec / veh): 0.0
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Two-way stop
Intersection 1: S. Peach Avenue & Regional Park Driveway Intersection Level Of Service Report
Crosswalk Yes Yes Yes
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name S. Peach Avenue S. Peach Avenue Regional Park Driveway Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 687 0 0 795 0 0
Total 15-Minute Volume [veh/h] 172 0 0 199 0 0
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 Total Hourly Volume [veh/h] 632 0 0 731 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 632 0 0 731 0 0
Name S. Peach Avenue S. Peach Avenue Regional Park Driveway Volumes
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 6: 6 2035 Saturday
Version 2021 (SP 0-2)
Generated with
Intersection LOS A
d_I, Intersection Delay [s/veh] 0.00
Approach LOS A A C
d_A, Approach Delay [s/veh] 0.00 0.00 16.28
95th-Percentile Queue Length [ft/ln] 0.00 0.00 0.00 0.00 0.00 0.00 95th-Percentile Queue Length [veh/ln] 0.00 0.00 0.00 0.00 0.00 0.00 Movement LOS A A A A C B
d_M, Delay for Movement [s/veh] 0.00 0.00 8.99 0.00 22.03 10.52 V/C, Movement V/C Ratio 0.01 0.00 0.00 0.01 0.00 0.00
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane No
Priority Scheme Free Free Stop
Intersection Settings
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 6: 6 2035 Saturday
Version 2021 (SP 0-2)
Generated with
Volume to Capacity (v/c): 0.008
Level Of Service: A
Delay (sec / veh): 0.0
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Two-way stop
Intersection 2: S. Peach Avenue & Soccer Complex Driveway Intersection Level Of Service Report
Crosswalk Yes Yes Yes
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name S. Peach Avenue S. Peach Avenue Soccer Complex Driveway Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 687 0 0 795 0 0
Total 15-Minute Volume [veh/h] 172 0 0 199 0 0
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 Total Hourly Volume [veh/h] 632 0 0 731 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 632 0 0 731 0 0
Name S. Peach Avenue S. Peach Avenue Soccer Complex Driveway Volumes
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 6: 6 2035 Saturday
Version 2021 (SP 0-2)
Generated with
Intersection LOS A
d_I, Intersection Delay [s/veh] 0.00
Approach LOS A A C
d_A, Approach Delay [s/veh] 0.00 0.00 16.28
95th-Percentile Queue Length [ft/ln] 0.00 0.00 0.00 0.00 0.00 0.00 95th-Percentile Queue Length [veh/ln] 0.00 0.00 0.00 0.00 0.00 0.00 Movement LOS A A A A C B
d_M, Delay for Movement [s/veh] 0.00 0.00 8.99 0.00 22.03 10.52 V/C, Movement V/C Ratio 0.01 0.00 0.00 0.01 0.00 0.00
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane No
Priority Scheme Free Free Stop
Intersection Settings
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 6: 6 2035 Saturday
Version 2021 (SP 0-2)
Generated with
Volume to Capacity (v/c): 0.074
Level Of Service: B
Delay (sec / veh): 10.8
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Two-way stop
Intersection 3: S. Peach Avenue & E. Geary Street
Intersection Level Of Service Report
Crosswalk Yes Yes Yes
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name S. Peach Avenue S. Peach Avenue E. Geary Street
Intersection Setup
Pedestrian Volume [ped/h] 0 0 1
Total Analysis Volume [veh/h] 637 4 0 791 0 50
Total 15-Minute Volume [veh/h] 159 1 0 198 0 13
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9200 0.9200 1.0000 0.9200 1.0000 0.9200 Total Hourly Volume [veh/h] 586 4 0 728 0 46
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 586 4 0 728 0 46
Name S. Peach Avenue S. Peach Avenue E. Geary Street
Volumes
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 6: 6 2035 Saturday
Version 2021 (SP 0-2)
Generated with
Intersection LOS B
d_I, Intersection Delay [s/veh] 0.36
Approach LOS A A B
d_A, Approach Delay [s/veh] 0.00 0.00 10.77
95th-Percentile Queue Length [ft/ln] 0.00 0.00 0.00 0.00 0.00 6.00 95th-Percentile Queue Length [veh/ln] 0.00 0.00 0.00 0.00 0.00 0.24 Movement LOS A A A B
d_M, Delay for Movement [s/veh] 0.00 0.00 0.00 0.00 0.00 10.77 V/C, Movement V/C Ratio 0.01 0.00 0.00 0.01 0.00 0.07
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane
Priority Scheme Free Free Stop
Intersection Settings
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 6: 6 2035 Saturday
Version 2021 (SP 0-2)
Generated with
Volume to Capacity (v/c): 0.492
Level Of Service: B
Delay (sec / veh): 19.6
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 4: S. Peach Avenue & E. Church Street
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 250.00 100.00 250.00 200.00 100.00 220.00 130.00 100.00 100.00 115.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 1 1 0 1 1 0 0 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name S. Peach Avenue S. Peach Avenue E. Church Avenue E. Church Avenue Intersection Setup
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 6: 6 2035 Saturday
Version 2021 (SP 0-2)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ 1 0 0 1 v_co, Outbound Pedestrian Volume crossing minor stree 1 0 0 1 v_di, Inbound Pedestrian Volume crossing major street [ 0 0 0 1 v_do, Outbound Pedestrian Volume crossing major stree 0 1 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 22 360 47 262 324 93 120 191 63 20 99 104 Total 15-Minute Volume [veh/h] 5 90 12 65 81 23 30 48 16 5 25 26 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 Total Hourly Volume [veh/h] 20 331 43 241 298 86 110 176 58 18 91 96 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 20 331 43 241 298 86 110 176 58 18 91 96 Name S. Peach Avenue S. Peach Avenue E. Church Avenue E. Church Avenue Volumes
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 6: 6 2035 Saturday
Version 2021 (SP 0-2)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No Yes No Yes No No No No
l2, Clearance Lost Time [s] 2.9 3.3 0.0 2.9 3.3 0.0 2.0 2.9 0.0 2.0 2.9 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 16 0 0 14 0 0 21 0 0 20 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 2.0 5.5 0.0 2.0 5.5 0.0 2.0 6.5 0.0 2.0 4.9 0.0 Split [s] 0 0 0 0 0 0 0 0 0 0 0 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.9 4.3 0.0 3.9 4.3 0.0 3.0 3.9 0.0 3.0 3.9 0.0 Maximum Green [s] 20 30 0 20 30 0 20 30 0 20 30 0
Minimum Green [s] 8 8 0 8 8 0 8 8 0 8 8 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 3 8 0 7 4 0
Control Type Protect Permis Permis Protect Permis Permis Protect Permis Permis Protect Permis Permis Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Free Running
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 6: 6 2035 Saturday
Version 2021 (SP 0-2)
Generated with
95th-Percentile Queue Length [ft/ln] 12.06 89.59 22.32 135.54 59.19 34.28 60.39 63.62 61.37 11.05 51.57 56.94 95th-Percentile Queue Length [veh/ln] 0.48 3.58 0.89 5.42 2.37 1.37 2.42 2.54 2.45 0.44 2.06 2.28 50th-Percentile Queue Length [ft/ln] 6.70 49.77 12.40 75.30 32.88 19.05 33.55 35.35 34.10 6.14 28.65 31.63 50th-Percentile Queue Length [veh/ln] 0.27 1.99 0.50 3.01 1.32 0.76 1.34 1.41 1.36 0.25 1.15 1.27 Critical Lane Group No Yes No Yes No No Yes No No No No Yes Lane Group LOS C C B C B B C B B C C C
d, Delay for Lane Group [s/veh] 25.59 21.26 18.70 22.91 13.58 13.22 22.67 18.81 19.12 25.78 22.25 23.66 X, volume / capacity 0.29 0.53 0.16 0.81 0.28 0.18 0.54 0.30 0.31 0.29 0.36 0.45 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, 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 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.78 1.77 0.65 1.90 0.35 0.44 0.75 1.86 2.12 0.83 1.65 2.78 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.04 0.30 0.30 0.04 0.30 0.30 0.04 0.52 0.52 0.04 0.22 0.22 d1, Uniform Delay [s] 24.81 19.48 18.05 21.02 13.24 12.78 21.93 16.96 17.00 24.95 20.60 20.88 c, Capacity [veh/h] 76 678 302 323 1172 523 223 433 398 70 272 231 s, saturation flow rate [veh/h] 1781 3560 1584 1781 3560 1589 1781 1870 1716 1781 1870 1586 (v / s)_i Volume / Saturation Flow Rate 0.01 0.10 0.03 0.15 0.09 0.06 0.07 0.07 0.07 0.01 0.05 0.07 g / C, Green / Cycle 0.04 0.19 0.19 0.18 0.33 0.33 0.13 0.23 0.23 0.04 0.15 0.15 g_i, Effective Green Time [s] 2 10 10 10 18 18 7 12 12 2 8 8 l2, Clearance Lost Time [s] 2.90 3.30 3.30 2.90 3.30 3.30 2.00 2.90 2.90 2.00 2.90 2.90 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.90 5.30 5.30 4.90 5.30 5.30 4.00 4.90 4.90 4.00 4.90 4.90 C, Cycle Length [s] 53 53 53 53 53 53 53 53 53 53 53 53 Lane Group L C R L C R L C C L C C
Lane Group Calculations
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 6: 6 2035 Saturday
Version 2021 (SP 0-2)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 25.59 21.26 18.70 22.91 13.58 13.22 22.67 18.91 19.12 25.78 22.25 23.66 Movement LOS C C B C B B C B B C C C
d_A, Approach Delay [s/veh] 21.20 17.13 20.15 23.23
Approach LOS C B C C
d_I, Intersection Delay [s/veh] 19.62
Intersection LOS B
Intersection V/C 0.492
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 16.79 16.79 16.79 16.79
I_p,int, Pedestrian LOS Score for Intersection 2.559 2.629 2.385 2.411 Crosswalk LOS B B B B
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1126 1126 1126 1126 d_b, Bicycle Delay [s] 5.10 5.10 5.10 5.10
I_b,int, Bicycle LOS Score for Intersection 1.914 2.120 1.868 1.744 Bicycle LOS A B A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 6: 6 2035 Saturday
Version 2021 (SP 0-2)
Generated with
Volume to Capacity (v/c): 0.413
Level Of Service: B
Delay (sec / veh): 16.5
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 5: S. Peach Avenue & E. Jensen Avenue
Intersection Level Of Service Report
Crosswalk No Yes No Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 125.00 100.00 100.00 266.00 100.00 1000.0 No. of Lanes in Entry Pocket 1 0 0 1 0 0 1 0 0 1 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name S. Peach Avenue S. Peach Avenue E. Jensen Avenue E. Jensen Avenue Intersection Setup
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 6: 6 2035 Saturday
Version 2021 (SP 0-2)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ 1 0 0 1 v_co, Outbound Pedestrian Volume crossing minor stree 1 0 0 1 v_di, Inbound Pedestrian Volume crossing major street [ 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major stree 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 106 212 139 70 138 127 142 1037 106 58 734 45 Total 15-Minute Volume [veh/h] 27 53 35 18 35 32 36 259 27 14 184 11 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 Total Hourly Volume [veh/h] 103 206 135 68 134 123 138 1006 103 56 712 44 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 103 206 135 68 134 123 138 1006 103 56 712 44 Name S. Peach Avenue S. Peach Avenue E. Jensen Avenue E. Jensen Avenue Volumes
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 6: 6 2035 Saturday
Version 2021 (SP 0-2)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No Yes No Yes
l2, Clearance Lost Time [s] 0.0 4.0 0.0 0.0 4.0 0.0 3.0 4.0 0.0 3.0 4.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 18 0 0 0 0 0 0 0 0 20 0
Walk [s] 0 7 0 0 0 0 0 0 0 0 7 0
Vehicle Extension [s] 0.0 3.5 0.0 0.0 4.2 0.0 2.0 5.6 0.0 2.0 5.6 0.0 Split [s] 0 0 0 0 0 0 0 0 0 0 0 0
All red [s] 0.0 1.0 0.0 0.0 1.0 0.0 2.0 1.0 0.0 2.0 1.0 0.0 Amber [s] 0.0 5.0 0.0 0.0 5.0 0.0 3.0 5.0 0.0 3.0 5.0 0.0 Maximum Green [s] 0 17 0 0 17 0 16 48 0 12 48 0
Minimum Green [s] 0 7 0 0 7 0 4 12 0 4 12 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 6 0 0 2 0 3 8 0 7 4 0
Control Type Permis Permis Permis Permis Permis Permis Protect Permis Permis Protect Permis Permis Phasing & Timing
Lost time [s] 9.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Free Running
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 6: 6 2035 Saturday
Version 2021 (SP 0-2)
Generated with
95th-Percentile Queue Length [ft/ln] 61.26 90.38 82.75 41.09 66.18 61.96 85.95 145.49 152.87 39.33 97.36 16.47 95th-Percentile Queue Length [veh/ln] 2.45 3.62 3.31 1.64 2.65 2.48 3.44 5.82 6.11 1.57 3.89 0.66 50th-Percentile Queue Length [ft/ln] 34.03 50.21 45.97 22.83 36.76 34.42 47.75 80.83 84.93 21.85 54.09 9.15 50th-Percentile Queue Length [veh/ln] 1.36 2.01 1.84 0.91 1.47 1.38 1.91 3.23 3.40 0.87 2.16 0.37 Critical Lane Group No No Yes No No No No No Yes Yes No No Lane Group LOS C B B C B B C B B C B B
d, Delay for Lane Group [s/veh] 24.72 19.44 19.69 25.11 18.80 19.11 27.83 12.89 13.64 33.35 14.06 12.20 X, volume / capacity 0.38 0.41 0.43 0.28 0.31 0.34 0.77 0.50 0.50 0.76 0.39 0.08 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, 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 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 1.01 0.74 0.91 0.95 0.60 0.79 2.51 0.75 1.49 5.85 0.40 0.16 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.13 0.13 0.13 0.17 0.17 0.17 0.04 0.31 0.31 0.04 0.31 0.31 d1, Uniform Delay [s] 23.70 18.70 18.78 24.16 18.20 18.32 25.32 12.14 12.14 27.50 13.67 12.04 c, Capacity [veh/h] 280 445 387 247 445 378 185 1519 760 76 1860 580 s, saturation flow rate [veh/h] 1114 1870 1627 1029 1870 1589 1781 3560 1783 1781 5094 1589 (v / s)_i Volume / Saturation Flow Rate 0.10 0.10 0.10 0.07 0.07 0.08 0.08 0.21 0.21 0.03 0.14 0.03 g / C, Green / Cycle 0.24 0.24 0.24 0.24 0.24 0.24 0.10 0.43 0.43 0.04 0.37 0.37 g_i, Effective Green Time [s] 14 14 14 14 14 14 6 25 25 2 21 21 l2, Clearance Lost Time [s] 4.00 4.00 4.00 4.00 4.00 4.00 3.00 4.00 4.00 3.00 4.00 4.00 l1_p, Permitted Start-Up Lost Time [s] 2.00 0.00 0.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 6.00 6.00 6.00 6.00 6.00 6.00 5.00 6.00 6.00 5.00 6.00 6.00 C, Cycle Length [s] 58 58 58 58 58 58 58 58 58 58 58 58 Lane Group L C C L C C L C C L C R
Lane Group Calculations
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 6: 6 2035 Saturday
Version 2021 (SP 0-2)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 24.72 19.47 19.69 25.11 18.80 19.11 27.83 13.09 13.64 33.35 14.06 12.20 Movement LOS C B B C B B C B B C B B
d_A, Approach Delay [s/veh] 20.76 20.24 14.76 15.30
Approach LOS C C B B
d_I, Intersection Delay [s/veh] 16.49
Intersection LOS B
Intersection V/C 0.413
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 11.0 0.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 19.00 0.00 19.00
I_p,int, Pedestrian LOS Score for Intersection 0.000 2.418 0.000 3.054 Crosswalk LOS F B F C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 587 587 1658 1658 d_b, Bicycle Delay [s] 14.45 14.45 0.85 0.85
I_b,int, Bicycle LOS Score for Intersection 1.937 1.836 2.266 2.020 Bicycle LOS A A B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 7 8 - - - - - - - - - - - -
Ring 1 - 2 3 4 - - - - - - - - - - - -
Sequence
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 6: 6 2035 Saturday
Version 2021 (SP 0-2)
Generated with
Intersection Analysis Summary
Report File: H:\...\2035 SAT+Proj_LOS Details.pdf 12/31/2020 Vistro File: H:\...\25496_SE_Fresno_Park_20201231.vistro Scenario 8 2035 Saturday + Project SE Fresno Regional Park
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection.
WB Left 0.411 17.6 B
HCM 6th
Edition Signalized S. Peach Avenue & E. JensenAvenue 5
WB Right 0.577 21.2 C
HCM 6th
Edition Signalized S. Peach Avenue & E. ChurchStreet 4
WB Right 0.088 11.4 B
HCM 6th
Edition Two-way stop S. Peach Avenue & E. GearyStreet 3 WB Left 0.784 108.8 F
HCM 6th
Edition Two-way stop S. Peach Avenue & SoccerComplex Driveway 2 WB Left 0.361 43.9 E
HCM 6th
Edition Two-way stop S. Peach Avenue & RegionalPark Driveway 1 ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 8: 8 2035 Saturday + Project Version 2021 (SP 0-2)
Generated with
Volume to Capacity (v/c): 0.361
Level Of Service: E
Delay (sec / veh): 43.9
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Two-way stop
Intersection 1: S. Peach Avenue & Regional Park Driveway Intersection Level Of Service Report
Crosswalk Yes Yes Yes
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name S. Peach Avenue S. Peach Avenue Regional Park Driveway Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 775 42 45 882 49 46
Total 15-Minute Volume [veh/h] 194 11 11 220 12 11
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 Total Hourly Volume [veh/h] 713 39 41 811 45 42
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 81 39 41 80 45 42
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 632 0 0 731 0 0
Name S. Peach Avenue S. Peach Avenue Regional Park Driveway Volumes
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 8: 8 2035 Saturday + Project Version 2021 (SP 0-2)
Generated with
Intersection LOS E
d_I, Intersection Delay [s/veh] 1.99
Approach LOS A A D
d_A, Approach Delay [s/veh] 0.00 0.47 33.97
95th-Percentile Queue Length [ft/ln] 0.00 0.00 4.42 2.21 51.54 51.54 95th-Percentile Queue Length [veh/ln] 0.00 0.00 0.18 0.09 2.06 2.06 Movement LOS A A A A E C
d_M, Delay for Movement [s/veh] 0.00 0.00 9.73 0.00 43.85 23.44 V/C, Movement V/C Ratio 0.01 0.00 0.06 0.01 0.36 0.08
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane No
Priority Scheme Free Free Stop
Intersection Settings
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 8: 8 2035 Saturday + Project Version 2021 (SP 0-2)
Generated with
Volume to Capacity (v/c): 0.784
Level Of Service: F
Delay (sec / veh): 108.8
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Two-way stop
Intersection 2: S. Peach Avenue & Soccer Complex Driveway Intersection Level Of Service Report
Crosswalk Yes Yes Yes
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name S. Peach Avenue S. Peach Avenue Soccer Complex Driveway Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 734 77 87 843 93 84
Total 15-Minute Volume [veh/h] 183 19 22 211 23 21
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 Total Hourly Volume [veh/h] 675 71 80 776 86 77
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 43 71 80 45 86 77
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 632 0 0 731 0 0
Name S. Peach Avenue S. Peach Avenue Soccer Complex Driveway Volumes
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 8: 8 2035 Saturday + Project Version 2021 (SP 0-2)
Generated with
Intersection LOS F
d_I, Intersection Delay [s/veh] 9.42
Approach LOS A A F
d_A, Approach Delay [s/veh] 0.00 0.93 97.21
95th-Percentile Queue Length [ft/ln] 0.00 0.00 8.98 4.49 182.67 182.67 95th-Percentile Queue Length [veh/ln] 0.00 0.00 0.36 0.18 7.31 7.31 Movement LOS A A A A F F
d_M, Delay for Movement [s/veh] 0.00 0.00 9.97 0.00 108.75 84.44 V/C, Movement V/C Ratio 0.01 0.00 0.11 0.01 0.78 0.14
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane No
Priority Scheme Free Free Stop
Intersection Settings
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 8: 8 2035 Saturday + Project Version 2021 (SP 0-2)
Generated with
Volume to Capacity (v/c): 0.088
Level Of Service: B
Delay (sec / veh): 11.4
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Two-way stop
Intersection 3: S. Peach Avenue & E. Geary Street
Intersection Level Of Service Report
Crosswalk Yes Yes Yes
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name S. Peach Avenue S. Peach Avenue E. Geary Street
Intersection Setup
Pedestrian Volume [ped/h] 0 0 1
Total Analysis Volume [veh/h] 757 9 0 934 0 54
Total 15-Minute Volume [veh/h] 189 2 0 233 0 14
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9200 0.9200 1.0000 0.9200 1.0000 0.9200 Total Hourly Volume [veh/h] 696 8 0 859 0 50
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 110 4 0 131 0 4
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 586 4 0 728 0 46
Name S. Peach Avenue S. Peach Avenue E. Geary Street
Volumes
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 8: 8 2035 Saturday + Project Version 2021 (SP 0-2)
Generated with
Intersection LOS B
d_I, Intersection Delay [s/veh] 0.35
Approach LOS A A B
d_A, Approach Delay [s/veh] 0.00 0.00 11.43
95th-Percentile Queue Length [ft/ln] 0.00 0.00 0.00 0.00 0.00 7.21 95th-Percentile Queue Length [veh/ln] 0.00 0.00 0.00 0.00 0.00 0.29 Movement LOS A A A B
d_M, Delay for Movement [s/veh] 0.00 0.00 0.00 0.00 0.00 11.43 V/C, Movement V/C Ratio 0.01 0.00 0.00 0.01 0.00 0.09
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane
Priority Scheme Free Free Stop
Intersection Settings
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 8: 8 2035 Saturday + Project Version 2021 (SP 0-2)
Generated with
Volume to Capacity (v/c): 0.577
Level Of Service: C
Delay (sec / veh): 21.2
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 4: S. Peach Avenue & E. Church Street
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 250.00 100.00 250.00 200.00 100.00 220.00 130.00 100.00 100.00 115.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 1 1 0 1 1 0 0 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name S. Peach Avenue S. Peach Avenue E. Church Avenue E. Church Avenue Intersection Setup
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 8: 8 2035 Saturday + Project Version 2021 (SP 0-2)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ 1 0 0 1 v_co, Outbound Pedestrian Volume crossing minor stree 1 0 0 1 v_di, Inbound Pedestrian Volume crossing major street [ 0 0 0 1 v_do, Outbound Pedestrian Volume crossing major stree 0 1 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 22 430 47 307 393 122 145 191 63 20 99 133 Total 15-Minute Volume [veh/h] 5 108 12 77 98 30 36 48 16 5 25 33 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 Total Hourly Volume [veh/h] 20 396 43 282 362 112 133 176 58 18 91 122 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 65 0 41 64 26 23 0 0 0 0 26 In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 20 331 43 241 298 86 110 176 58 18 91 96 Name S. Peach Avenue S. Peach Avenue E. Church Avenue E. Church Avenue Volumes
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 8: 8 2035 Saturday + Project Version 2021 (SP 0-2)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No Yes No Yes No No No No
l2, Clearance Lost Time [s] 2.9 3.3 0.0 2.9 3.3 0.0 2.0 2.9 0.0 2.0 2.9 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 16 0 0 14 0 0 21 0 0 20 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 2.0 5.5 0.0 2.0 5.5 0.0 2.0 6.5 0.0 2.0 4.9 0.0 Split [s] 0 0 0 0 0 0 0 0 0 0 0 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.9 4.3 0.0 3.9 4.3 0.0 3.0 3.9 0.0 3.0 3.9 0.0 Maximum Green [s] 20 30 0 20 30 0 20 30 0 20 30 0
Minimum Green [s] 8 8 0 8 8 0 8 8 0 8 8 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 3 8 0 7 4 0
Control Type Protect Permis Permis Protect Permis Permis Protect Permis Permis Protect Permis Permis Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Free Running
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 8: 8 2035 Saturday + Project Version 2021 (SP 0-2)
Generated with
95th-Percentile Queue Length [ft/ln] 13.50 118.90 23.97 177.45 75.78 47.13 84.16 72.39 69.56 12.36 58.69 88.07 95th-Percentile Queue Length [veh/ln] 0.54 4.76 0.96 7.10 3.03 1.89 3.37 2.90 2.78 0.49 2.35 3.52 50th-Percentile Queue Length [ft/ln] 7.50 66.06 13.32 98.59 42.10 26.18 46.75 40.22 38.64 6.86 32.61 48.93 50th-Percentile Queue Length [veh/ln] 0.30 2.64 0.53 3.94 1.68 1.05 1.87 1.61 1.55 0.27 1.30 1.96 Critical Lane Group No Yes No Yes No No Yes No No No No Yes Lane Group LOS C C B C B B C C C C C C
d, Delay for Lane Group [s/veh] 28.12 22.82 19.45 24.53 13.36 13.01 25.77 21.14 21.46 28.32 25.03 29.46 X, volume / capacity 0.30 0.58 0.14 0.84 0.30 0.21 0.66 0.31 0.32 0.29 0.39 0.61 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, 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 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.82 1.95 0.53 2.07 0.34 0.47 1.24 2.06 2.34 0.86 1.94 5.59 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.04 0.30 0.30 0.04 0.30 0.30 0.04 0.52 0.52 0.04 0.22 0.22 d1, Uniform Delay [s] 27.30 20.88 18.92 22.45 13.01 12.54 24.53 19.08 19.13 27.45 23.09 23.87 c, Capacity [veh/h] 74 745 332 364 1325 591 221 416 382 69 256 217 s, saturation flow rate [veh/h] 1781 3560 1585 1781 3560 1589 1781 1870 1715 1781 1870 1586 (v / s)_i Volume / Saturation Flow Rate 0.01 0.12 0.03 0.17 0.11 0.08 0.08 0.07 0.07 0.01 0.05 0.08 g / C, Green / Cycle 0.04 0.21 0.21 0.20 0.37 0.37 0.12 0.22 0.22 0.04 0.14 0.14 g_i, Effective Green Time [s] 2 12 12 12 22 22 7 13 13 2 8 8 l2, Clearance Lost Time [s] 2.90 3.30 3.30 2.90 3.30 3.30 2.00 2.90 2.90 2.00 2.90 2.90 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.90 5.30 5.30 4.90 5.30 5.30 4.00 4.90 4.90 4.00 4.90 4.90 C, Cycle Length [s] 59 59 59 59 59 59 59 59 59 59 59 59 Lane Group L C R L C R L C C L C C
Lane Group Calculations
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 8: 8 2035 Saturday + Project Version 2021 (SP 0-2)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 28.12 22.82 19.45 24.53 13.36 13.01 25.77 21.24 21.46 28.32 25.03 29.46 Movement LOS C C B C B B C C C C C C
d_A, Approach Delay [s/veh] 22.74 17.48 22.92 27.63
Approach LOS C B C C
d_I, Intersection Delay [s/veh] 21.21
Intersection LOS C
Intersection V/C 0.577
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 19.31 19.31 19.31 19.31
I_p,int, Pedestrian LOS Score for Intersection 2.587 2.678 2.401 2.431 Crosswalk LOS B B B B
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1025 1025 1025 1025 d_b, Bicycle Delay [s] 6.97 6.97 6.97 6.97
I_b,int, Bicycle LOS Score for Intersection 1.971 2.238 1.889 1.768 Bicycle LOS A B A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 8: 8 2035 Saturday + Project Version 2021 (SP 0-2)
Generated with
Volume to Capacity (v/c): 0.411
Level Of Service: B
Delay (sec / veh): 17.6
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 5: S. Peach Avenue & E. Jensen Avenue
Intersection Level Of Service Report
Crosswalk No Yes No Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 125.00 100.00 100.00 266.00 100.00 1000.0 No. of Lanes in Entry Pocket 1 0 0 1 0 0 1 0 0 1 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name S. Peach Avenue S. Peach Avenue E. Jensen Avenue E. Jensen Avenue Intersection Setup
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 8: 8 2035 Saturday + Project Version 2021 (SP 0-2)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ 1 0 0 1 v_co, Outbound Pedestrian Volume crossing minor stree 1 0 0 1 v_di, Inbound Pedestrian Volume crossing major street [ 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major stree 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 106 212 139 100 138 163 182 1037 106 58 734 72 Total 15-Minute Volume [veh/h] 27 53 35 25 35 41 46 259 27 14 184 18 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 Total Hourly Volume [veh/h] 103 206 135 97 134 158 177 1006 103 56 712 70 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 29 0 35 39 0 0 0 0 26 In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 103 206 135 68 134 123 138 1006 103 56 712 44 Name S. Peach Avenue S. Peach Avenue E. Jensen Avenue E. Jensen Avenue Volumes
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 8: 8 2035 Saturday + Project Version 2021 (SP 0-2)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No Yes No Yes
l2, Clearance Lost Time [s] 0.0 4.0 0.0 0.0 4.0 0.0 3.0 4.0 0.0 3.0 4.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 18 0 0 0 0 0 0 0 0 20 0
Walk [s] 0 7 0 0 0 0 0 0 0 0 7 0
Vehicle Extension [s] 0.0 3.5 0.0 0.0 4.2 0.0 2.0 5.6 0.0 2.0 5.6 0.0 Split [s] 0 0 0 0 0 0 0 0 0 0 0 0
All red [s] 0.0 1.0 0.0 0.0 1.0 0.0 2.0 1.0 0.0 2.0 1.0 0.0 Amber [s] 0.0 5.0 0.0 0.0 5.0 0.0 3.0 5.0 0.0 3.0 5.0 0.0 Maximum Green [s] 0 17 0 0 17 0 16 48 0 12 48 0
Minimum Green [s] 0 7 0 0 7 0 4 12 0 4 12 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 6 0 0 2 0 3 8 0 7 4 0
Control Type Permis Permis Permis Permis Permis Permis Protect Permis Permis Protect Permis Permis Phasing & Timing
Lost time [s] 9.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Free Running
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 8: 8 2035 Saturday + Project Version 2021 (SP 0-2)
Generated with
95th-Percentile Queue Length [ft/ln] 64.11 90.83 83.08 61.37 66.52 82.39 112.15 154.68 162.28 41.07 109.15 30.08 95th-Percentile Queue Length [veh/ln] 2.56 3.63 3.32 2.45 2.66 3.30 4.49 6.19 6.49 1.64 4.37 1.20 50th-Percentile Queue Length [ft/ln] 35.62 50.46 46.15 34.10 36.96 45.77 62.30 85.94 90.16 22.81 60.64 16.71 50th-Percentile Queue Length [veh/ln] 1.42 2.02 1.85 1.36 1.48 1.83 2.49 3.44 3.61 0.91 2.43 0.67 Critical Lane Group No No No No No Yes No No Yes Yes No No Lane Group LOS C B B C B B C B B C B B
d, Delay for Lane Group [s/veh] 25.72 19.02 19.24 25.94 18.42 19.47 27.57 13.64 14.43 34.80 16.14 14.35 X, volume / capacity 0.39 0.39 0.40 0.38 0.29 0.40 0.79 0.51 0.51 0.78 0.43 0.14 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, 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 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 1.12 0.62 0.76 1.38 0.51 0.98 2.31 0.79 1.57 6.41 0.52 0.34 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.13 0.13 0.13 0.17 0.17 0.17 0.04 0.31 0.31 0.04 0.31 0.31 d1, Uniform Delay [s] 24.60 18.41 18.49 24.57 17.91 18.49 25.26 12.85 12.85 28.39 15.62 14.01 c, Capacity [veh/h] 270 477 415 263 477 406 230 1491 747 74 1688 527 s, saturation flow rate [veh/h] 1078 1870 1627 1029 1870 1589 1781 3560 1783 1781 5094 1589 (v / s)_i Volume / Saturation Flow Rate 0.10 0.10 0.10 0.10 0.07 0.10 0.10 0.21 0.21 0.03 0.14 0.05 g / C, Green / Cycle 0.26 0.26 0.26 0.26 0.26 0.26 0.13 0.42 0.42 0.04 0.33 0.33 g_i, Effective Green Time [s] 15 15 15 15 15 15 8 25 25 2 20 20 l2, Clearance Lost Time [s] 4.00 4.00 4.00 4.00 4.00 4.00 3.00 4.00 4.00 3.00 4.00 4.00 l1_p, Permitted Start-Up Lost Time [s] 2.00 0.00 0.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 6.00 6.00 6.00 6.00 6.00 6.00 5.00 6.00 6.00 5.00 6.00 6.00 C, Cycle Length [s] 60 60 60 60 60 60 60 60 60 60 60 60 Lane Group L C C L C C L C C L C R
Lane Group Calculations
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 8: 8 2035 Saturday + Project Version 2021 (SP 0-2)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 25.72 19.05 19.24 25.94 18.42 19.47 27.57 13.85 14.43 34.80 16.14 14.35 Movement LOS C B B C B B C B B C B B
d_A, Approach Delay [s/veh] 20.66 20.72 15.78 17.24
Approach LOS C C B B
d_I, Intersection Delay [s/veh] 17.58
Intersection LOS B
Intersection V/C 0.411
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 11.0 0.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 19.87 0.00 19.87
I_p,int, Pedestrian LOS Score for Intersection 0.000 2.446 0.000 3.106 Crosswalk LOS F B F C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 569 569 1608 1608 d_b, Bicycle Delay [s] 15.27 15.27 1.15 1.15
I_b,int, Bicycle LOS Score for Intersection 1.937 1.890 2.288 2.035 Bicycle LOS A A B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 7 8 - - - - - - - - - - - -
Ring 1 - 2 3 4 - - - - - - - - - - - -
Sequence
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 8: 8 2035 Saturday + Project Version 2021 (SP 0-2)
Generated with
Southeast Fresno Regional Park TIS February 2021
Kittelson & Associates, Inc.
Appendix 6 Signal Warrant Analysis
Signal Warrants Report For Intersection 1: S. Peach Avenue & Regional Park Driveway Hour Major Streets Minor Streets
S N E
1 531 616 23
2 515 598 22
3 504 585 22
4 473 548 20
5 419 487 18
6 414 480 18
7 409 474 18
8 372 431 16
9 366 425 16
10 361 419 16
11 313 363 14
12 292 339 13
13 287 333 12
14 212 246 9
15 212 246 9
16 149 172 6
17 85 99 4
18 85 99 4
19 48 55 2
20 27 31 1
21 16 18 1
22 5 6 0
23 5 6 0
24 5 6 0
Warrant Analysis Traffic Volumes
Major Approaches S, N
Minor Approaches E
Speed > 40mph No
Population < 10,000 No
Warrant Factor 100%
Intersection Warrants Parameters
Warrant Name Met?
#1 Eight Hour Vehicular Volume No
#2 Four Hour Vehicular Volume No
#3 Peak Hour No
Warrants Summary
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 3: 3 Existing PM + Project Version 2021 (SP 0-2)
Generated with
Orientation E
Total Stopped Delay Per Vehicle on Minor Approach (s) 20.7 Number of Lanes on Minor Street Approach 1
VehicleHours of Stopped Delay on Minor Approach ([h]h:mm) 0:07 Delay Condition Met No
Volume on Minor Street Approach During Same Hour 23
High Minor Volume Condition Met No
Total Entering Volume on All Approaches During Same Hour 1170 Number of Approaches on Intersection 3
Total Volume Condition Met Yes
Warrant Met for Approach No
Warrant Met for Intersection No
Warrant 3 Condition A
Hour Major Streets Minor Street Warrant 1 Condition A Warrant 1 Condition B Warrant 2 Warrant 3 Number Volume Number Volume 100% 80% 70% 56% 100% 80% 70% 56% Condition B
1 2 1147 1 23 No No No No No No No No No No
2 2 1113 1 22 No No No No No No No No No No
3 2 1089 1 22 No No No No No No No No No No
4 2 1021 1 20 No No No No No No No No No No
5 2 906 1 18 No No No No No No No No No No
6 2 894 1 18 No No No No No No No No No No
7 2 883 1 18 No No No No No No No No No No
8 2 803 1 16 No No No No No No No No No No
9 2 791 1 16 No No No No No No No No No No
10 2 780 1 16 No No No No No No No No No No
11 2 676 1 14 No No No No No No No No No No
12 2 631 1 13 No No No No No No No No No No
13 2 620 1 12 No No No No No No No No No No
14 2 458 1 9 No No No No No No No No No No
15 2 458 1 9 No No No No No No No No No No
16 2 321 1 6 No No No No No No No No No No
17 2 184 1 4 No No No No No No No No No No
18 2 184 1 4 No No No No No No No No No No
19 2 103 1 2 No No No No No No No No No No
20 2 58 1 1 No No No No No No No No No No
21 2 34 1 1 No No No No No No No No No No
22 2 11 1 0 No No No No No No No No No No
23 2 11 1 0 No No No No No No No No No No
24 2 11 1 0 No No No No No No No No No No
Hours
Met 0 0 0 0 0 0 0 0 0 0
Warrant Analysis by Hour
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 3: 3 Existing PM + Project Version 2021 (SP 0-2)
Generated with
Signal Warrants Report For Intersection 2: S. Peach Avenue & Soccer Complex Driveway Hour Major Streets Minor Streets
S N E
1 551 605 44
2 534 587 43
3 523 575 42
4 490 538 39
5 435 478 35
6 430 472 34
7 424 466 34
8 386 424 31
9 380 417 30
10 375 411 30
11 325 357 26
12 303 333 24
13 298 327 24
14 220 242 18
15 220 242 18
16 154 169 12
17 88 97 7
18 88 97 7
19 50 54 4
20 28 30 2
21 17 18 1
22 6 6 0
23 6 6 0
24 6 6 0
Warrant Analysis Traffic Volumes
Major Approaches S, N
Minor Approaches E
Speed > 40mph No
Population < 10,000 No
Warrant Factor 100%
Intersection Warrants Parameters
Warrant Name Met?
#1 Eight Hour Vehicular Volume No
#2 Four Hour Vehicular Volume No
#3 Peak Hour No
Warrants Summary
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 3: 3 Existing PM + Project Version 2021 (SP 0-2)
Generated with
Orientation E
Total Stopped Delay Per Vehicle on Minor Approach (s) 23.4 Number of Lanes on Minor Street Approach 1
VehicleHours of Stopped Delay on Minor Approach ([h]h:mm) 0:17 Delay Condition Met No
Volume on Minor Street Approach During Same Hour 44
High Minor Volume Condition Met No
Total Entering Volume on All Approaches During Same Hour 1200 Number of Approaches on Intersection 3
Total Volume Condition Met Yes
Warrant Met for Approach No
Warrant Met for Intersection No
Warrant 3 Condition A
Hour Major Streets Minor Street Warrant 1 Condition A Warrant 1 Condition B Warrant 2 Warrant 3 Number Volume Number Volume 100% 80% 70% 56% 100% 80% 70% 56% Condition B
1 2 1156 1 44 No No No No No No No Yes No No
2 2 1121 1 43 No No No No No No No Yes No No
3 2 1098 1 42 No No No No No No No Yes No No
4 2 1028 1 39 No No No No No No No No No No
5 2 913 1 35 No No No No No No No No No No
6 2 902 1 34 No No No No No No No No No No
7 2 890 1 34 No No No No No No No No No No
8 2 810 1 31 No No No No No No No No No No
9 2 797 1 30 No No No No No No No No No No
10 2 786 1 30 No No No No No No No No No No
11 2 682 1 26 No No No No No No No No No No
12 2 636 1 24 No No No No No No No No No No
13 2 625 1 24 No No No No No No No No No No
14 2 462 1 18 No No No No No No No No No No
15 2 462 1 18 No No No No No No No No No No
16 2 323 1 12 No No No No No No No No No No
17 2 185 1 7 No No No No No No No No No No
18 2 185 1 7 No No No No No No No No No No
19 2 104 1 4 No No No No No No No No No No
20 2 58 1 2 No No No No No No No No No No
21 2 35 1 1 No No No No No No No No No No
22 2 12 1 0 No No No No No No No No No No
23 2 12 1 0 No No No No No No No No No No
24 2 12 1 0 No No No No No No No No No No
Hours
Met 0 0 0 0 0 0 0 3 0 0
Warrant Analysis by Hour
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 3: 3 Existing PM + Project Version 2021 (SP 0-2)
Generated with
Signal Warrants Report For Intersection 3: S. Peach Avenue & E. Geary Street Hour Major Streets Minor Streets
N S E
1 583 524 34
2 566 508 33
3 554 498 32
4 519 466 30
5 461 414 27
6 455 409 27
7 449 403 26
8 408 367 24
9 402 362 23
10 396 356 23
11 344 309 20
12 321 288 19
13 315 283 18
14 233 210 14
15 233 210 14
16 163 147 10
17 93 84 5
18 93 84 5
19 52 47 3
20 29 26 2
21 17 16 1
22 6 5 0
23 6 5 0
24 6 5 0
Warrant Analysis Traffic Volumes
Major Approaches N, S
Minor Approaches E
Speed > 40mph No
Population < 10,000 No
Warrant Factor 100%
Intersection Warrants Parameters
Warrant Name Met?
#1 Eight Hour Vehicular Volume No
#2 Four Hour Vehicular Volume No
#3 Peak Hour No
Warrants Summary
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 3: 3 Existing PM + Project Version 2021 (SP 0-2)
Generated with
Orientation E
Total Stopped Delay Per Vehicle on Minor Approach (s) 12.2 Number of Lanes on Minor Street Approach 1
VehicleHours of Stopped Delay on Minor Approach ([h]h:mm) 0:06 Delay Condition Met No
Volume on Minor Street Approach During Same Hour 34
High Minor Volume Condition Met No
Total Entering Volume on All Approaches During Same Hour 1141 Number of Approaches on Intersection 3
Total Volume Condition Met Yes
Warrant Met for Approach No
Warrant Met for Intersection No
Warrant 3 Condition A
Hour Major Streets Minor Street Warrant 1 Condition A Warrant 1 Condition B Warrant 2 Warrant 3 Number Volume Number Volume 100% 80% 70% 56% 100% 80% 70% 56% Condition B
1 2 1107 1 34 No No No No No No No No No No
2 2 1074 1 33 No No No No No No No No No No
3 2 1052 1 32 No No No No No No No No No No
4 2 985 1 30 No No No No No No No No No No
5 2 875 1 27 No No No No No No No No No No
6 2 864 1 27 No No No No No No No No No No
7 2 852 1 26 No No No No No No No No No No
8 2 775 1 24 No No No No No No No No No No
9 2 764 1 23 No No No No No No No No No No
10 2 752 1 23 No No No No No No No No No No
11 2 653 1 20 No No No No No No No No No No
12 2 609 1 19 No No No No No No No No No No
13 2 598 1 18 No No No No No No No No No No
14 2 443 1 14 No No No No No No No No No No
15 2 443 1 14 No No No No No No No No No No
16 2 310 1 10 No No No No No No No No No No
17 2 177 1 5 No No No No No No No No No No
18 2 177 1 5 No No No No No No No No No No
19 2 99 1 3 No No No No No No No No No No
20 2 55 1 2 No No No No No No No No No No
21 2 33 1 1 No No No No No No No No No No
22 2 11 1 0 No No No No No No No No No No
23 2 11 1 0 No No No No No No No No No No
24 2 11 1 0 No No No No No No No No No No
Hours
Met 0 0 0 0 0 0 0 0 0 0
Warrant Analysis by Hour
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 3: 3 Existing PM + Project Version 2021 (SP 0-2)
Generated with
Signal Warrants Report For Intersection 1: S. Peach Avenue & Regional Park Driveway Hour Major Streets Minor Streets
S N E
1 519 550 87
2 503 534 84
3 493 523 83
4 462 490 77
5 410 435 69
6 405 429 68
7 400 424 67
8 363 385 61
9 358 379 60
10 353 374 59
11 306 325 51
12 285 303 48
13 280 297 47
14 208 220 35
15 208 220 35
16 145 154 24
17 83 88 14
18 83 88 14
19 47 50 8
20 26 28 4
21 16 17 3
22 5 6 1
23 5 6 1
24 5 6 1
Warrant Analysis Traffic Volumes
Major Approaches S, N
Minor Approaches E
Speed > 40mph No
Population < 10,000 No
Warrant Factor 100%
Intersection Warrants Parameters
Warrant Name Met?
#1 Eight Hour Vehicular Volume No
#2 Four Hour Vehicular Volume No
#3 Peak Hour No
Warrants Summary
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 4: 4 Existing Saturday + Project Version 2021 (SP 0-2)
Generated with
Orientation E
Total Stopped Delay Per Vehicle on Minor Approach (s) 24.1 Number of Lanes on Minor Street Approach 1
VehicleHours of Stopped Delay on Minor Approach ([h]h:mm) 0:34 Delay Condition Met No
Volume on Minor Street Approach During Same Hour 87
High Minor Volume Condition Met No
Total Entering Volume on All Approaches During Same Hour 1156 Number of Approaches on Intersection 3
Total Volume Condition Met Yes
Warrant Met for Approach No
Warrant Met for Intersection No
Warrant 3 Condition A
Hour Major Streets Minor Street Warrant 1 Condition A Warrant 1 Condition B Warrant 2 Warrant 3 Number Volume Number Volume 100% 80% 70% 56% 100% 80% 70% 56% Condition B
1 2 1069 1 87 No No No Yes Yes Yes Yes Yes No No
2 2 1037 1 84 No No No Yes Yes Yes Yes Yes No No
3 2 1016 1 83 No No No No Yes Yes Yes Yes No No
4 2 952 1 77 No No No No Yes Yes Yes Yes No No
5 2 845 1 69 No No No No No Yes Yes Yes No No
6 2 834 1 68 No No No No No Yes Yes Yes No No
7 2 824 1 67 No No No No No Yes Yes Yes No No
8 2 748 1 61 No No No No No Yes Yes Yes No No
9 2 737 1 60 No No No No No Yes Yes Yes No No
10 2 727 1 59 No No No No No No Yes Yes No No
11 2 631 1 51 No No No No No No No Yes No No
12 2 588 1 48 No No No No No No No Yes No No
13 2 577 1 47 No No No No No No No Yes No No
14 2 428 1 35 No No No No No No No No No No
15 2 428 1 35 No No No No No No No No No No
16 2 299 1 24 No No No No No No No No No No
17 2 171 1 14 No No No No No No No No No No
18 2 171 1 14 No No No No No No No No No No
19 2 97 1 8 No No No No No No No No No No
20 2 54 1 4 No No No No No No No No No No
21 2 33 1 3 No No No No No No No No No No
22 2 11 1 1 No No No No No No No No No No
23 2 11 1 1 No No No No No No No No No No
24 2 11 1 1 No No No No No No No No No No
Hours
Met 0 0 0 2 4 9 10 13 0 0
Warrant Analysis by Hour
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 4: 4 Existing Saturday + Project Version 2021 (SP 0-2)
Generated with
Signal Warrants Report For Intersection 2: S. Peach Avenue & Soccer Complex Driveway Hour Major Streets Minor Streets
S N E
1 513 554 163
2 498 537 158
3 487 526 155
4 457 493 145
5 405 438 129
6 400 432 127
7 395 427 126
8 359 388 114
9 354 382 112
10 349 377 111
11 303 327 96
12 282 305 90
13 277 299 88
14 205 222 65
15 205 222 65
16 144 155 46
17 82 89 26
18 82 89 26
19 46 50 15
20 26 28 8
21 15 17 5
22 5 6 2
23 5 6 2
24 5 6 2
Warrant Analysis Traffic Volumes
Major Approaches S, N
Minor Approaches E
Speed > 40mph No
Population < 10,000 No
Warrant Factor 100%
Intersection Warrants Parameters
Warrant Name Met?
#1 Eight Hour Vehicular Volume No
#2 Four Hour Vehicular Volume No
#3 Peak Hour No
Warrants Summary
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 4: 4 Existing Saturday + Project Version 2021 (SP 0-2)
Generated with
Orientation E
Total Stopped Delay Per Vehicle on Minor Approach (s) 42.9 Number of Lanes on Minor Street Approach 1
VehicleHours of Stopped Delay on Minor Approach ([h]h:mm) 1:56 Delay Condition Met No
Volume on Minor Street Approach During Same Hour 163
High Minor Volume Condition Met Yes
Total Entering Volume on All Approaches During Same Hour 1230 Number of Approaches on Intersection 3
Total Volume Condition Met Yes
Warrant Met for Approach No
Warrant Met for Intersection No
Warrant 3 Condition A
Hour Major Streets Minor Street Warrant 1 Condition A Warrant 1 Condition B Warrant 2 Warrant 3 Number Volume Number Volume 100% 80% 70% 56% 100% 80% 70% 56% Condition B
1 2 1067 1 163 Yes Yes Yes Yes Yes Yes Yes Yes Yes No
2 2 1035 1 158 Yes Yes Yes Yes Yes Yes Yes Yes Yes No
3 2 1013 1 155 Yes Yes Yes Yes Yes Yes Yes Yes Yes No
4 2 950 1 145 No Yes Yes Yes Yes Yes Yes Yes No No
5 2 843 1 129 No Yes Yes Yes No Yes Yes Yes No No
6 2 832 1 127 No Yes Yes Yes No Yes Yes Yes No No
7 2 822 1 126 No Yes Yes Yes No Yes Yes Yes No No
8 2 747 1 114 No No Yes Yes No Yes Yes Yes No No
9 2 736 1 112 No No Yes Yes No Yes Yes Yes No No
10 2 726 1 111 No No Yes Yes No Yes Yes Yes No No
11 2 630 1 96 No No No Yes No No Yes Yes No No
12 2 587 1 90 No No No Yes No No No Yes No No
13 2 576 1 88 No No No Yes No No No Yes No No
14 2 427 1 65 No No No No No No No No No No
15 2 427 1 65 No No No No No No No No No No
16 2 299 1 46 No No No No No No No No No No
17 2 171 1 26 No No No No No No No No No No
18 2 171 1 26 No No No No No No No No No No
19 2 96 1 15 No No No No No No No No No No
20 2 54 1 8 No No No No No No No No No No
21 2 32 1 5 No No No No No No No No No No
22 2 11 1 2 No No No No No No No No No No
23 2 11 1 2 No No No No No No No No No No
24 2 11 1 2 No No No No No No No No No No
Hours
Met 3 7 10 13 4 10 11 13 3 0
Warrant Analysis by Hour
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 4: 4 Existing Saturday + Project Version 2021 (SP 0-2)
Generated with
Signal Warrants Report For Intersection 3: S. Peach Avenue & E. Geary Street Hour Major Streets Minor Streets
N S E
1 557 471 50
2 540 457 49
3 529 447 48
4 496 419 45
5 440 372 40
6 434 367 39
7 429 363 39
8 390 330 35
9 384 325 35
10 379 320 34
11 329 278 30
12 306 259 28
13 301 254 27
14 223 188 20
15 223 188 20
16 156 132 14
17 89 75 8
18 89 75 8
19 50 42 5
20 28 24 3
21 17 14 2
22 6 5 1
23 6 5 1
24 6 5 1
Warrant Analysis Traffic Volumes
Major Approaches N, S
Minor Approaches E
Speed > 40mph No
Population < 10,000 No
Warrant Factor 100%
Intersection Warrants Parameters
Warrant Name Met?
#1 Eight Hour Vehicular Volume No
#2 Four Hour Vehicular Volume No
#3 Peak Hour No
Warrants Summary
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 4: 4 Existing Saturday + Project Version 2021 (SP 0-2)
Generated with
Orientation E
Total Stopped Delay Per Vehicle on Minor Approach (s) 12.1 Number of Lanes on Minor Street Approach 1
VehicleHours of Stopped Delay on Minor Approach ([h]h:mm) 0:10 Delay Condition Met No
Volume on Minor Street Approach During Same Hour 50
High Minor Volume Condition Met No
Total Entering Volume on All Approaches During Same Hour 1078 Number of Approaches on Intersection 3
Total Volume Condition Met Yes
Warrant Met for Approach No
Warrant Met for Intersection No
Warrant 3 Condition A
Hour Major Streets Minor Street Warrant 1 Condition A Warrant 1 Condition B Warrant 2 Warrant 3 Number Volume Number Volume 100% 80% 70% 56% 100% 80% 70% 56% Condition B
1 2 1028 1 50 No No No No No No No Yes No No
2 2 997 1 49 No No No No No No No Yes No No
3 2 976 1 48 No No No No No No No Yes No No
4 2 915 1 45 No No No No No No No Yes No No
5 2 812 1 40 No No No No No No No No No No
6 2 801 1 39 No No No No No No No No No No
7 2 792 1 39 No No No No No No No No No No
8 2 720 1 35 No No No No No No No No No No
9 2 709 1 35 No No No No No No No No No No
10 2 699 1 34 No No No No No No No No No No
11 2 607 1 30 No No No No No No No No No No
12 2 565 1 28 No No No No No No No No No No
13 2 555 1 27 No No No No No No No No No No
14 2 411 1 20 No No No No No No No No No No
15 2 411 1 20 No No No No No No No No No No
16 2 288 1 14 No No No No No No No No No No
17 2 164 1 8 No No No No No No No No No No
18 2 164 1 8 No No No No No No No No No No
19 2 92 1 5 No No No No No No No No No No
20 2 52 1 3 No No No No No No No No No No
21 2 31 1 2 No No No No No No No No No No
22 2 11 1 1 No No No No No No No No No No
23 2 11 1 1 No No No No No No No No No No
24 2 11 1 1 No No No No No No No No No No
Hours
Met 0 0 0 0 0 0 0 4 0 0
Warrant Analysis by Hour
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 4: 4 Existing Saturday + Project Version 2021 (SP 0-2)
Generated with
Signal Warrants Report For Intersection 1: S. Peach Avenue & Regional Park Driveway Hour Major Streets Minor Streets
S N E
1 763 918 23
2 740 890 22
3 725 872 22
4 679 817 20
5 603 725 18
6 595 716 18
7 588 707 18
8 534 643 16
9 526 633 16
10 519 624 16
11 450 542 14
12 420 505 13
13 412 496 12
14 305 367 9
15 305 367 9
16 214 257 6
17 122 147 4
18 122 147 4
19 69 83 2
20 38 46 1
21 23 28 1
22 8 9 0
23 8 9 0
24 8 9 0
Warrant Analysis Traffic Volumes
Major Approaches S, N
Minor Approaches E
Speed > 40mph No
Population < 10,000 No
Warrant Factor 100%
Intersection Warrants Parameters
Warrant Name Met?
#1 Eight Hour Vehicular Volume No
#2 Four Hour Vehicular Volume No
#3 Peak Hour No
Warrants Summary
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 7: 7 2035 PM + Project Version 2021 (SP 0-2)
Generated with
Orientation E
Total Stopped Delay Per Vehicle on Minor Approach (s) 25.2 Number of Lanes on Minor Street Approach 1
VehicleHours of Stopped Delay on Minor Approach ([h]h:mm) 0:09 Delay Condition Met No
Volume on Minor Street Approach During Same Hour 23
High Minor Volume Condition Met No
Total Entering Volume on All Approaches During Same Hour 1704 Number of Approaches on Intersection 3
Total Volume Condition Met Yes
Warrant Met for Approach No
Warrant Met for Intersection No
Warrant 3 Condition A
Hour Major Streets Minor Street Warrant 1 Condition A Warrant 1 Condition B Warrant 2 Warrant 3 Number Volume Number Volume 100% 80% 70% 56% 100% 80% 70% 56% Condition B
1 4 1681 1 23 No No No No No No No No No No
2 4 1630 1 22 No No No No No No No No No No
3 4 1597 1 22 No No No No No No No No No No
4 4 1496 1 20 No No No No No No No No No No
5 4 1328 1 18 No No No No No No No No No No
6 4 1311 1 18 No No No No No No No No No No
7 4 1295 1 18 No No No No No No No No No No
8 4 1177 1 16 No No No No No No No No No No
9 4 1159 1 16 No No No No No No No No No No
10 4 1143 1 16 No No No No No No No No No No
11 4 992 1 14 No No No No No No No No No No
12 4 925 1 13 No No No No No No No No No No
13 4 908 1 12 No No No No No No No No No No
14 4 672 1 9 No No No No No No No No No No
15 4 672 1 9 No No No No No No No No No No
16 4 471 1 6 No No No No No No No No No No
17 4 269 1 4 No No No No No No No No No No
18 4 269 1 4 No No No No No No No No No No
19 4 152 1 2 No No No No No No No No No No
20 4 84 1 1 No No No No No No No No No No
21 4 51 1 1 No No No No No No No No No No
22 4 17 1 0 No No No No No No No No No No
23 4 17 1 0 No No No No No No No No No No
24 4 17 1 0 No No No No No No No No No No
Hours
Met 0 0 0 0 0 0 0 0 0 0
Warrant Analysis by Hour
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 7: 7 2035 PM + Project Version 2021 (SP 0-2)
Generated with
Signal Warrants Report For Intersection 2: S. Peach Avenue & Soccer Complex Driveway Hour Major Streets Minor Streets
S N E
1 783 907 44
2 760 880 43
3 744 862 42
4 697 807 39
5 619 717 35
6 611 707 34
7 603 698 34
8 548 635 31
9 540 626 30
10 532 617 30
11 462 535 26
12 431 499 24
13 423 490 24
14 313 363 18
15 313 363 18
16 219 254 12
17 125 145 7
18 125 145 7
19 70 82 4
20 39 45 2
21 23 27 1
22 8 9 0
23 8 9 0
24 8 9 0
Warrant Analysis Traffic Volumes
Major Approaches S, N
Minor Approaches E
Speed > 40mph No
Population < 10,000 No
Warrant Factor 100%
Intersection Warrants Parameters
Warrant Name Met?
#1 Eight Hour Vehicular Volume No
#2 Four Hour Vehicular Volume No
#3 Peak Hour No
Warrants Summary
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 7: 7 2035 PM + Project Version 2021 (SP 0-2)
Generated with
Orientation E
Total Stopped Delay Per Vehicle on Minor Approach (s) 30.4 Number of Lanes on Minor Street Approach 1
VehicleHours of Stopped Delay on Minor Approach ([h]h:mm) 0:22 Delay Condition Met No
Volume on Minor Street Approach During Same Hour 44
High Minor Volume Condition Met No
Total Entering Volume on All Approaches During Same Hour 1734 Number of Approaches on Intersection 3
Total Volume Condition Met Yes
Warrant Met for Approach No
Warrant Met for Intersection No
Warrant 3 Condition A
Hour Major Streets Minor Street Warrant 1 Condition A Warrant 1 Condition B Warrant 2 Warrant 3 Number Volume Number Volume 100% 80% 70% 56% 100% 80% 70% 56% Condition B
1 4 1690 1 44 No No No No No No No Yes No No
2 4 1640 1 43 No No No No No No No Yes No No
3 4 1606 1 42 No No No No No No No Yes No No
4 4 1504 1 39 No No No No No No No No No No
5 4 1336 1 35 No No No No No No No No No No
6 4 1318 1 34 No No No No No No No No No No
7 4 1301 1 34 No No No No No No No No No No
8 4 1183 1 31 No No No No No No No No No No
9 4 1166 1 30 No No No No No No No No No No
10 4 1149 1 30 No No No No No No No No No No
11 4 997 1 26 No No No No No No No No No No
12 4 930 1 24 No No No No No No No No No No
13 4 913 1 24 No No No No No No No No No No
14 4 676 1 18 No No No No No No No No No No
15 4 676 1 18 No No No No No No No No No No
16 4 473 1 12 No No No No No No No No No No
17 4 270 1 7 No No No No No No No No No No
18 4 270 1 7 No No No No No No No No No No
19 4 152 1 4 No No No No No No No No No No
20 4 84 1 2 No No No No No No No No No No
21 4 50 1 1 No No No No No No No No No No
22 4 17 1 0 No No No No No No No No No No
23 4 17 1 0 No No No No No No No No No No
24 4 17 1 0 No No No No No No No No No No
Hours
Met 0 0 0 0 0 0 0 3 0 0
Warrant Analysis by Hour
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 7: 7 2035 PM + Project Version 2021 (SP 0-2)
Generated with
Signal Warrants Report For Intersection 3: S. Peach Avenue & E. Geary Street Hour Major Streets Minor Streets
N S E
1 885 756 34
2 858 733 33
3 841 718 32
4 788 673 30
5 699 597 27
6 690 590 27
7 681 582 26
8 620 529 24
9 611 522 23
10 602 514 23
11 522 446 20
12 487 416 19
13 478 408 18
14 354 302 14
15 354 302 14
16 248 212 10
17 142 121 5
18 142 121 5
19 80 68 3
20 44 38 2
21 27 23 1
22 9 8 0
23 9 8 0
24 9 8 0
Warrant Analysis Traffic Volumes
Major Approaches N, S
Minor Approaches E
Speed > 40mph No
Population < 10,000 No
Warrant Factor 100%
Intersection Warrants Parameters
Warrant Name Met?
#1 Eight Hour Vehicular Volume No
#2 Four Hour Vehicular Volume No
#3 Peak Hour No
Warrants Summary
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 7: 7 2035 PM + Project Version 2021 (SP 0-2)
Generated with
Orientation E
Total Stopped Delay Per Vehicle on Minor Approach (s) 11.4 Number of Lanes on Minor Street Approach 1
VehicleHours of Stopped Delay on Minor Approach ([h]h:mm) 0:06 Delay Condition Met No
Volume on Minor Street Approach During Same Hour 34
High Minor Volume Condition Met No
Total Entering Volume on All Approaches During Same Hour 1675 Number of Approaches on Intersection 3
Total Volume Condition Met Yes
Warrant Met for Approach No
Warrant Met for Intersection No
Warrant 3 Condition A
Hour Major Streets Minor Street Warrant 1 Condition A Warrant 1 Condition B Warrant 2 Warrant 3 Number Volume Number Volume 100% 80% 70% 56% 100% 80% 70% 56% Condition B
1 4 1641 1 34 No No No No No No No No No No
2 4 1591 1 33 No No No No No No No No No No
3 4 1559 1 32 No No No No No No No No No No
4 4 1461 1 30 No No No No No No No No No No
5 4 1296 1 27 No No No No No No No No No No
6 4 1280 1 27 No No No No No No No No No No
7 4 1263 1 26 No No No No No No No No No No
8 4 1149 1 24 No No No No No No No No No No
9 4 1133 1 23 No No No No No No No No No No
10 4 1116 1 23 No No No No No No No No No No
11 4 968 1 20 No No No No No No No No No No
12 4 903 1 19 No No No No No No No No No No
13 4 886 1 18 No No No No No No No No No No
14 4 656 1 14 No No No No No No No No No No
15 4 656 1 14 No No No No No No No No No No
16 4 460 1 10 No No No No No No No No No No
17 4 263 1 5 No No No No No No No No No No
18 4 263 1 5 No No No No No No No No No No
19 4 148 1 3 No No No No No No No No No No
20 4 82 1 2 No No No No No No No No No No
21 4 50 1 1 No No No No No No No No No No
22 4 17 1 0 No No No No No No No No No No
23 4 17 1 0 No No No No No No No No No No
24 4 17 1 0 No No No No No No No No No No
Hours
Met 0 0 0 0 0 0 0 0 0 0
Warrant Analysis by Hour
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 7: 7 2035 PM + Project Version 2021 (SP 0-2)
Generated with
Signal Warrants Report For Intersection 1: S. Peach Avenue & Regional Park Driveway Hour Major Streets Minor Streets
S N E
1 752 852 87
2 729 826 84
3 714 809 83
4 669 758 77
5 594 673 69
6 587 665 68
7 579 656 67
8 526 596 61
9 519 588 60
10 511 579 59
11 444 503 51
12 414 469 48
13 406 460 47
14 301 341 35
15 301 341 35
16 211 239 24
17 120 136 14
18 120 136 14
19 68 77 8
20 38 43 4
21 23 26 3
22 8 9 1
23 8 9 1
24 8 9 1
Warrant Analysis Traffic Volumes
Major Approaches S, N
Minor Approaches E
Speed > 40mph No
Population < 10,000 No
Warrant Factor 100%
Intersection Warrants Parameters
Warrant Name Met?
#1 Eight Hour Vehicular Volume No
#2 Four Hour Vehicular Volume No
#3 Peak Hour No
Warrants Summary
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 8: 8 2035 Saturday + Project Version 2021 (SP 0-2)
Generated with
Orientation E
Total Stopped Delay Per Vehicle on Minor Approach (s) 34 Number of Lanes on Minor Street Approach 1
VehicleHours of Stopped Delay on Minor Approach ([h]h:mm) 0:49 Delay Condition Met No
Volume on Minor Street Approach During Same Hour 87
High Minor Volume Condition Met No
Total Entering Volume on All Approaches During Same Hour 1691 Number of Approaches on Intersection 3
Total Volume Condition Met Yes
Warrant Met for Approach No
Warrant Met for Intersection No
Warrant 3 Condition A
Hour Major Streets Minor Street Warrant 1 Condition A Warrant 1 Condition B Warrant 2 Warrant 3 Number Volume Number Volume 100% 80% 70% 56% 100% 80% 70% 56% Condition B
1 4 1604 1 87 No No No Yes Yes Yes Yes Yes Yes No
2 4 1555 1 84 No No No Yes Yes Yes Yes Yes Yes No
3 4 1523 1 83 No No No No Yes Yes Yes Yes Yes No
4 4 1427 1 77 No No No No Yes Yes Yes Yes No No
5 4 1267 1 69 No No No No No Yes Yes Yes No No
6 4 1252 1 68 No No No No No Yes Yes Yes No No
7 4 1235 1 67 No No No No No Yes Yes Yes No No
8 4 1122 1 61 No No No No No Yes Yes Yes No No
9 4 1107 1 60 No No No No No Yes Yes Yes No No
10 4 1090 1 59 No No No No No No Yes Yes No No
11 4 947 1 51 No No No No No No No Yes No No
12 4 883 1 48 No No No No No No No Yes No No
13 4 866 1 47 No No No No No No No Yes No No
14 4 642 1 35 No No No No No No No No No No
15 4 642 1 35 No No No No No No No No No No
16 4 450 1 24 No No No No No No No No No No
17 4 256 1 14 No No No No No No No No No No
18 4 256 1 14 No No No No No No No No No No
19 4 145 1 8 No No No No No No No No No No
20 4 81 1 4 No No No No No No No No No No
21 4 49 1 3 No No No No No No No No No No
22 4 17 1 1 No No No No No No No No No No
23 4 17 1 1 No No No No No No No No No No
24 4 17 1 1 No No No No No No No No No No
Hours
Met 0 0 0 2 4 9 10 13 3 0
Warrant Analysis by Hour
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 8: 8 2035 Saturday + Project Version 2021 (SP 0-2)
Generated with
Signal Warrants Report For Intersection 2: S. Peach Avenue & Soccer Complex Driveway Hour Major Streets Minor Streets
S N E
1 746 856 163
2 724 830 158
3 709 813 155
4 664 762 145
5 589 676 129
6 582 668 127
7 574 659 126
8 522 599 114
9 515 591 112
10 507 582 111
11 440 505 96
12 410 471 90
13 403 462 88
14 298 342 65
15 298 342 65
16 209 240 46
17 119 137 26
18 119 137 26
19 67 77 15
20 37 43 8
21 22 26 5
22 7 9 2
23 7 9 2
24 7 9 2
Warrant Analysis Traffic Volumes
Major Approaches S, N
Minor Approaches E
Speed > 40mph No
Population < 10,000 No
Warrant Factor 100%
Intersection Warrants Parameters
Warrant Name Met?
#1 Eight Hour Vehicular Volume Yes
#2 Four Hour Vehicular Volume Yes
#3 Peak Hour Yes
Warrants Summary
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 8: 8 2035 Saturday + Project Version 2021 (SP 0-2)
Generated with
Orientation E
Total Stopped Delay Per Vehicle on Minor Approach (s) 97.2 Number of Lanes on Minor Street Approach 1
VehicleHours of Stopped Delay on Minor Approach ([h]h:mm) 4:24 Delay Condition Met Yes
Volume on Minor Street Approach During Same Hour 163
High Minor Volume Condition Met Yes
Total Entering Volume on All Approaches During Same Hour 1765 Number of Approaches on Intersection 3
Total Volume Condition Met Yes
Warrant Met for Approach Yes
Warrant Met for Intersection Yes
Warrant 3 Condition A
Hour Major Streets Minor Street Warrant 1 Condition A Warrant 1 Condition B Warrant 2 Warrant 3 Number Volume Number Volume 100% 80% 70% 56% 100% 80% 70% 56% Condition B
1 4 1602 1 163 Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
2 4 1554 1 158 Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
3 4 1522 1 155 Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
4 4 1426 1 145 No Yes Yes Yes Yes Yes Yes Yes Yes No
5 4 1265 1 129 No Yes Yes Yes Yes Yes Yes Yes Yes No
6 4 1250 1 127 No Yes Yes Yes Yes Yes Yes Yes Yes No
7 4 1233 1 126 No Yes Yes Yes Yes Yes Yes Yes Yes No
8 4 1121 1 114 No No Yes Yes Yes Yes Yes Yes No No
9 4 1106 1 112 No No Yes Yes Yes Yes Yes Yes No No
10 4 1089 1 111 No No Yes Yes Yes Yes Yes Yes No No
11 4 945 1 96 No No No Yes Yes Yes Yes Yes No No
12 4 881 1 90 No No No Yes No Yes Yes Yes No No
13 4 865 1 88 No No No Yes No Yes Yes Yes No No
14 4 640 1 65 No No No No No No Yes Yes No No
15 4 640 1 65 No No No No No No Yes Yes No No
16 4 449 1 46 No No No No No No No No No No
17 4 256 1 26 No No No No No No No No No No
18 4 256 1 26 No No No No No No No No No No
19 4 144 1 15 No No No No No No No No No No
20 4 80 1 8 No No No No No No No No No No
21 4 48 1 5 No No No No No No No No No No
22 4 16 1 2 No No No No No No No No No No
23 4 16 1 2 No No No No No No No No No No
24 4 16 1 2 No No No No No No No No No No
Hours
Met 3 7 10 13 11 13 15 15 7 3
Warrant Analysis by Hour
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 8: 8 2035 Saturday + Project Version 2021 (SP 0-2)
Generated with
Signal Warrants Report For Intersection 3: S. Peach Avenue & E. Geary Street Hour Major Streets Minor Streets
N S E
1 859 704 50
2 833 683 49
3 816 669 48
4 765 627 45
5 679 556 40
6 670 549 39
7 661 542 39
8 601 493 35
9 593 486 35
10 584 479 34
11 507 415 30
12 472 387 28
13 464 380 27
14 344 282 20
15 344 282 20
16 241 197 14
17 137 113 8
18 137 113 8
19 77 63 5
20 43 35 3
21 26 21 2
22 9 7 1
23 9 7 1
24 9 7 1
Warrant Analysis Traffic Volumes
Major Approaches N, S
Minor Approaches E
Speed > 40mph No
Population < 10,000 No
Warrant Factor 100%
Intersection Warrants Parameters
Warrant Name Met?
#1 Eight Hour Vehicular Volume No
#2 Four Hour Vehicular Volume No
#3 Peak Hour No
Warrants Summary
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 8: 8 2035 Saturday + Project Version 2021 (SP 0-2)
Generated with
Orientation E
Total Stopped Delay Per Vehicle on Minor Approach (s) 11.4 Number of Lanes on Minor Street Approach 1
VehicleHours of Stopped Delay on Minor Approach ([h]h:mm) 0:09 Delay Condition Met No
Volume on Minor Street Approach During Same Hour 50
High Minor Volume Condition Met No
Total Entering Volume on All Approaches During Same Hour 1613 Number of Approaches on Intersection 3
Total Volume Condition Met Yes
Warrant Met for Approach No
Warrant Met for Intersection No
Warrant 3 Condition A
Hour Major Streets Minor Street Warrant 1 Condition A Warrant 1 Condition B Warrant 2 Warrant 3 Number Volume Number Volume 100% 80% 70% 56% 100% 80% 70% 56% Condition B
1 4 1563 1 50 No No No No No No No Yes No No
2 4 1516 1 49 No No No No No No No Yes No No
3 4 1485 1 48 No No No No No No No Yes No No
4 4 1392 1 45 No No No No No No No Yes No No
5 4 1235 1 40 No No No No No No No No No No
6 4 1219 1 39 No No No No No No No No No No
7 4 1203 1 39 No No No No No No No No No No
8 4 1094 1 35 No No No No No No No No No No
9 4 1079 1 35 No No No No No No No No No No
10 4 1063 1 34 No No No No No No No No No No
11 4 922 1 30 No No No No No No No No No No
12 4 859 1 28 No No No No No No No No No No
13 4 844 1 27 No No No No No No No No No No
14 4 626 1 20 No No No No No No No No No No
15 4 626 1 20 No No No No No No No No No No
16 4 438 1 14 No No No No No No No No No No
17 4 250 1 8 No No No No No No No No No No
18 4 250 1 8 No No No No No No No No No No
19 4 140 1 5 No No No No No No No No No No
20 4 78 1 3 No No No No No No No No No No
21 4 47 1 2 No No No No No No No No No No
22 4 16 1 1 No No No No No No No No No No
23 4 16 1 1 No No No No No No No No No No
24 4 16 1 1 No No No No No No No No No No
Hours
Met 0 0 0 0 0 0 0 4 0 0
Warrant Analysis by Hour
Kittelson & Associates, Inc.
12/31/2020
SE Fresno Regional Park Scenario 8: 8 2035 Saturday + Project Version 2021 (SP 0-2)
Generated with
Southeast Fresno Regional Park TIS February 2021
Kittelson & Associates, Inc.
Appendix 7 Level of Service
Worksheets – Proposed
Improvement
Intersection Analysis Summary
Report File: H:\...\2035 PM_LOS Details_Improved.pdf 1/11/2021 Vistro File: H:\...\25496_SE_Fresno_Park_20201231.vistro Scenario 9 2035 PM + Project Improved SE Fresno Regional Park
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection.
WB Left 0.420 3.5 A
HCM 6th
Edition Signalized S. Peach Avenue & SoccerComplex Driveway 2 ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS Kittelson & Associates, Inc.
1/11/2021
SE Fresno Regional Park Scenario 9: 9 2035 PM + Project Improved Version 2021 (SP 0-2)
Generated with
Volume to Capacity (v/c): 0.420
Level Of Service: A
Delay (sec / veh): 3.5
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 2: S. Peach Avenue & Soccer Complex Driveway Intersection Level Of Service Report
Crosswalk Yes Yes Yes
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 1 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name S. Peach Avenue S. Peach Avenue Soccer Complex Driveway Intersection Setup
Kittelson & Associates, Inc.
1/11/2021
SE Fresno Regional Park Scenario 9: 9 2035 PM + Project Improved Version 2021 (SP 0-2)
Generated with
Bicycle Volume [bicycles/h] 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ 0 0 0 v_co, Outbound Pedestrian Volume crossing minor stree 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ 0 0 0 v_do, Outbound Pedestrian Volume crossing major stree 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 808 43 50 936 26 22
Total 15-Minute Volume [veh/h] 202 11 13 234 7 5
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 Total Hourly Volume [veh/h] 743 40 46 861 24 20
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 22 40 46 13 24 20
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 721 0 0 848 0 0
Name S. Peach Avenue S. Peach Avenue Soccer Complex Driveway Volumes
Kittelson & Associates, Inc.
1/11/2021
SE Fresno Regional Park Scenario 9: 9 2035 PM + Project Improved Version 2021 (SP 0-2)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Recall No No No
Maximum Recall No No No
Minimum Recall No No No
l2, Clearance Lost Time [s] 2.0 0.0 0.0 2.0 2.0 0.0
l1, Start-Up Lost Time [s] 2.0 0.0 0.0 2.0 2.0 0.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 7 0 0 10 14 0
Walk [s] 5 0 0 5 5 0
Vehicle Extension [s] 3.0 0.0 0.0 3.0 3.0 0.0
Split [s] 0 0 0 0 0 0
All red [s] 1.0 0.0 0.0 1.0 1.0 0.0
Amber [s] 3.0 0.0 0.0 3.0 3.0 0.0
Maximum Green [s] 30 0 0 30 30 0
Minimum Green [s] 10 0 0 10 5 0
Lead / Lag - - - - Lead -
Auxiliary Signal Groups
Signal Group 6 0 0 2 7 0
Control Type Permissive Permissive Permissive Permissive Permissive Permissive Phasing & Timing
Lost time [s] 6.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Free Running
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kittelson & Associates, Inc.
1/11/2021
SE Fresno Regional Park Scenario 9: 9 2035 PM + Project Improved Version 2021 (SP 0-2)
Generated with
95th-Percentile Queue Length [ft/ln] 3.71 3.83 3.23 2.43 8.37 95th-Percentile Queue Length [veh/ln] 0.15 0.15 0.13 0.10 0.33 50th-Percentile Queue Length [ft/ln] 2.06 2.13 1.80 1.35 4.65 50th-Percentile Queue Length [veh/ln] 0.08 0.09 0.07 0.05 0.19 Critical Lane Group No No No Yes Yes
Lane Group LOS A A A A B
d, Delay for Lane Group [s/veh] 3.17 3.20 5.02 3.21 11.21 X, volume / capacity 0.43 0.44 0.09 0.50 0.42
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00
d2, Incremental Delay [s] 0.30 0.32 0.07 0.21 2.41
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00
k, delay calibration 0.11 0.11 0.11 0.11 0.11
d1, Uniform Delay [s] 2.87 2.88 4.96 3.01 8.80
c, Capacity [veh/h] 983 966 572 1871 115
s, saturation flow rate [veh/h] 1870 1837 648 3560 1688 (v / s)_i Volume / Saturation Flow Rate 0.23 0.23 0.08 0.26 0.03 g / C, Green / Cycle 0.53 0.53 0.53 0.53 0.06
g_i, Effective Green Time [s] 10 10 10 10 1
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00
l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 2.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 20 20 20 20 20
Lane Group C C L C C
Lane Group Calculations
Kittelson & Associates, Inc.
1/11/2021
SE Fresno Regional Park Scenario 9: 9 2035 PM + Project Improved Version 2021 (SP 0-2)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 3.18 3.20 5.02 3.21 11.21 11.21 Movement LOS A A A A B B
d_A, Approach Delay [s/veh] 3.18 3.31 11.21
Approach LOS A A B
d_I, Intersection Delay [s/veh] 3.45
Intersection LOS A
Intersection V/C 0.420
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 2.86 2.86 2.86
I_p,int, Pedestrian LOS Score for Intersection 2.472 2.553 1.754 Crosswalk LOS B B A
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 3064 3064 3064 d_b, Bicycle Delay [s] 2.77 2.77 2.77
I_b,int, Bicycle LOS Score for Intersection 2.262 2.373 1.639 Bicycle LOS B B A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 7 - - - - - - - - - - - - -
Ring 1 - 2 - - - - - - - - - - - - - -
Sequence
Kittelson & Associates, Inc.
1/11/2021
SE Fresno Regional Park Scenario 9: 9 2035 PM + Project Improved Version 2021 (SP 0-2)
Generated with
Intersection Analysis Summary
Report File: H:\...\2035 SAT+Proj_LOS Details_Improved.pdf 1/11/2021 Vistro File: H:\...\25496_SE_Fresno_Park_20201231.vistro Scenario 10 2035 Saturday + Project Improved SE Fresno Regional Park
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection.
WB Left 0.448 4.8 A
HCM 6th
Edition Signalized S. Peach Avenue & SoccerComplex Driveway 2 ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS Kittelson & Associates, Inc.
1/11/2021
SE Fresno Regional Park Scenario 10: 10 2035 Saturday + Project Improved Version 2021 (SP 0-2)
Generated with
Volume to Capacity (v/c): 0.448
Level Of Service: A
Delay (sec / veh): 4.8
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 2: S. Peach Avenue & Soccer Complex Driveway Intersection Level Of Service Report
Crosswalk Yes Yes Yes
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 1 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name S. Peach Avenue S. Peach Avenue Soccer Complex Driveway Intersection Setup
Kittelson & Associates, Inc.
1/11/2021
SE Fresno Regional Park Scenario 10: 10 2035 Saturday + Project Improved Version 2021 (SP 0-2)
Generated with
Bicycle Volume [bicycles/h] 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ 0 0 0 v_co, Outbound Pedestrian Volume crossing minor stree 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ 0 0 0 v_do, Outbound Pedestrian Volume crossing major stree 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 734 77 87 843 93 84
Total 15-Minute Volume [veh/h] 183 19 22 211 23 21
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 Total Hourly Volume [veh/h] 675 71 80 776 86 77
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 43 71 80 45 86 77
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 632 0 0 731 0 0
Name S. Peach Avenue S. Peach Avenue Soccer Complex Driveway Volumes
Kittelson & Associates, Inc.
1/11/2021
SE Fresno Regional Park Scenario 10: 10 2035 Saturday + Project Improved Version 2021 (SP 0-2)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 20.0 0.0 20.0 20.0 20.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Recall No No No
Maximum Recall No No No
Minimum Recall Yes Yes No
l2, Clearance Lost Time [s] 2.0 0.0 2.0 2.0 2.0 0.0
l1, Start-Up Lost Time [s] 2.0 0.0 2.0 2.0 2.0 0.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 7 0 0 10 17 0
Walk [s] 5 0 0 5 5 0
Vehicle Extension [s] 3.0 0.0 3.0 3.0 3.0 0.0
Split [s] 0 0 0 0 0 0
All red [s] 1.0 0.0 1.0 1.0 1.0 0.0
Amber [s] 3.0 0.0 3.0 3.0 3.0 0.0
Maximum Green [s] 30 0 30 30 30 0
Minimum Green [s] 10 0 5 10 5 0
Lead / Lag - - Lead - Lead -
Auxiliary Signal Groups
Signal Group 6 0 5 2 7 0
Control Type Permissive Permissive Permissive Permissive Permissive Permissive Phasing & Timing
Lost time [s] 6.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Free Running
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kittelson & Associates, Inc.
1/11/2021
SE Fresno Regional Park Scenario 10: 10 2035 Saturday + Project Improved Version 2021 (SP 0-2)
Generated with
95th-Percentile Queue Length [ft/ln] 10.97 11.22 9.36 10.12 41.22 95th-Percentile Queue Length [veh/ln] 0.44 0.45 0.37 0.40 1.65 50th-Percentile Queue Length [ft/ln] 6.09 6.24 5.20 5.62 22.90 50th-Percentile Queue Length [veh/ln] 0.24 0.25 0.21 0.22 0.92 Critical Lane Group No No No Yes Yes
Lane Group LOS A A A A B
d, Delay for Lane Group [s/veh] 3.66 3.71 6.81 3.65 14.80 X, volume / capacity 0.40 0.42 0.17 0.44 0.74
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00
d2, Incremental Delay [s] 0.26 0.28 0.16 0.16 4.47
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00
k, delay calibration 0.11 0.11 0.11 0.11 0.11
d1, Uniform Delay [s] 3.40 3.43 6.65 3.49 10.34
c, Capacity [veh/h] 1009 977 503 1922 239
s, saturation flow rate [veh/h] 1870 1809 673 3560 1685 (v / s)_i Volume / Saturation Flow Rate 0.22 0.22 0.13 0.24 0.11 g / C, Green / Cycle 0.54 0.54 0.54 0.54 0.14
g_i, Effective Green Time [s] 14 14 14 14 4
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00
l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 2.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 25 25 25 25 25
Lane Group C C L C C
Lane Group Calculations
Kittelson & Associates, Inc.
1/11/2021
SE Fresno Regional Park Scenario 10: 10 2035 Saturday + Project Improved Version 2021 (SP 0-2)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 3.68 3.71 6.81 3.65 14.80 14.80 Movement LOS A A A A B B
d_A, Approach Delay [s/veh] 3.69 3.94 14.80
Approach LOS A A B
d_I, Intersection Delay [s/veh] 4.84
Intersection LOS A
Intersection V/C 0.448
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 5.22 5.22 5.22
I_p,int, Pedestrian LOS Score for Intersection 2.480 2.564 1.928 Crosswalk LOS B B A
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 2378 2378 2378 d_b, Bicycle Delay [s] 0.45 0.45 0.45
I_b,int, Bicycle LOS Score for Intersection 2.229 2.327 1.852 Bicycle LOS B B A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 7 - - - - - - - - - - - - -
Ring 1 - 2 - - - - - - - - - - - - - -
Sequence
Kittelson & Associates, Inc.
1/11/2021
SE Fresno Regional Park Scenario 10: 10 2035 Saturday + Project Improved Version 2021 (SP 0-2)
Generated with
Appendix G
Site Design
Scheme
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APPENDIX B
CDFW CNDDB Species List
Species Element Code Federal Status State Status Global Rank State Rank Rare Plant
Rank/CDFW
SSC or FP
Agelaius tricolor
tricolored blackbird
ABPBXB0020 None Threatened G1G2 S2 SSC
Ambystoma californiense pop. 1
California tiger salamander - central California DPS
AAAAA01181 Threatened Threatened G2G3T3 S3 WL
Anniella pulchra
Northern California legless lizard
ARACC01020 None None G3 S2S3 SSC
Antrozous pallidus
pallid bat
AMACC10010 None None G4 S3 SSC
Ardea alba
great egret
ABNGA04040 None None G5 S4
Arizona elegans occidentalis
California glossy snake
ARADB01017 None None G5T2 S2 SSC
Athene cunicularia
burrowing owl
ABNSB10010 None None G4 S2 SSC
Bombus crotchii
Crotch bumble bee
IIHYM24480 None Candidate
Endangered
G2 S2
Bombus pensylvanicus
American bumble bee
IIHYM24260 None None G3G4 S2
Branchinecta lynchi
vernal pool fairy shrimp
ICBRA03030 Threatened None G3 S3
Branchinecta mesovallensis
midvalley fairy shrimp
ICBRA03150 None None G2 S2S3
Buteo swainsoni
Swainson's hawk
ABNKC19070 None Threatened G5 S4
Carex comosa
bristly sedge
PMCYP032Y0 None None G5 S2 2B.1
Castilleja campestris var. succulenta
succulent owl's-clover
PDSCR0D3Z1 Threatened Endangered G4?T2T3 S2S3 1B.2
Caulanthus californicus
California jewelflower
PDBRA31010 Endangered Endangered G1 S1 1B.1
Coccyzus americanus occidentalis
western yellow-billed cuckoo
ABNRB02022 Threatened Endangered G5T2T3 S1
Desmocerus californicus dimorphus
valley elderberry longhorn beetle
IICOL48011 Threatened None G3T3 S3
Dipodomys nitratoides exilis
Fresno kangaroo rat
AMAFD03151 Endangered Endangered G3TH SH
Efferia antiochi
Antioch efferian robberfly
IIDIP07010 None None G1G2 S1S2
Quad<span style='color:Red'> IS </span>(Malaga (3611966)<span style='color:Red'> OR </span>Sanger (3611965)<span style='color:Red'> OR </span>Round Mountain (3611975)<span style='color:Red'> OR </span>Clovis (3611976)<span style='color:Red'> OR </span>Selma (3611955)<span style='color:Red'> OR </span>Conejo (3611956)<span style='color:Red'> OR </span>Caruthers (3611957)<span style='color:Red'> OR </span>Fresno North (3611977)<span style='color:Red'> OR </span>Fresno South (3611967)) Query Criteria:
Report Printed on Tuesday, September 12, 2023
Commercial Version -- Dated September, 1 2023 -- Biogeographic Data Branch Page 1 of 3 Information Expires 3/1/2024
Selected Elements by Scientific Name
California Department of Fish and Wildlife
California Natural Diversity Database
Species Element Code Federal Status State Status Global Rank State Rank Rare Plant
Rank/CDFW
SSC or FP
Egretta thula
snowy egret
ABNGA06030 None None G5 S4
Emys marmorata
western pond turtle
ARAAD02030 None None G3G4 S3 SSC
Eryngium spinosepalum
spiny-sepaled button-celery
PDAPI0Z0Y0 None None G2 S2 1B.2
Eumops perotis californicus
western mastiff bat
AMACD02011 None None G4G5T4 S3S4 SSC
Imperata brevifolia
California satintail
PMPOA3D020 None None G3 S3 2B.1
Lagophylla dichotoma
forked hare-leaf
PDAST5J070 None None G2 S2 1B.1
Lasiurus cinereus
hoary bat
AMACC05032 None None G3G4 S4
Lasthenia chrysantha
alkali-sink goldfields
PDAST5L030 None None G2 S2 1B.1
Leptosiphon serrulatus
Madera leptosiphon
PDPLM09130 None None G3 S3 1B.2
Linderiella occidentalis
California linderiella
ICBRA06010 None None G2G3 S2S3
Lytta molesta
molestan blister beetle
IICOL4C030 None None G2 S2
Metapogon hurdi
Hurd's metapogon robberfly
IIDIP08010 None None G1G2 S1S2
Nannopterum auritum
double-crested cormorant
ABNFD01020 None None G5 S4 WL
Northern Claypan Vernal Pool
Northern Claypan Vernal Pool
CTT44120CA None None G1 S1.1
Northern Hardpan Vernal Pool
Northern Hardpan Vernal Pool
CTT44110CA None None G3 S3.1
Nycticorax nycticorax
black-crowned night heron
ABNGA11010 None None G5 S4
Orcuttia inaequalis
San Joaquin Valley Orcutt grass
PMPOA4G060 Threatened Endangered G1 S1 1B.1
Perognathus inornatus
San Joaquin pocket mouse
AMAFD01060 None None G2G3 S2S3
Phrynosoma blainvillii
coast horned lizard
ARACF12100 None None G4 S4 SSC
Pseudobahia peirsonii
San Joaquin adobe sunburst
PDAST7P030 Threatened Endangered G1 S1 1B.1
Sagittaria sanfordii
Sanford's arrowhead
PMALI040Q0 None None G3 S3 1B.2
Report Printed on Tuesday, September 12, 2023
Commercial Version -- Dated September, 1 2023 -- Biogeographic Data Branch Page 2 of 3 Information Expires 3/1/2024
Selected Elements by Scientific Name
California Department of Fish and Wildlife
California Natural Diversity Database
Species Element Code Federal Status State Status Global Rank State Rank Rare Plant
Rank/CDFW
SSC or FP
Spea hammondii
western spadefoot
AAABF02020 None None G2G3 S3S4 SSC
Taxidea taxus
American badger
AMAJF04010 None None G5 S3 SSC
Tuctoria greenei
Greene's tuctoria
PMPOA6N010 Endangered Rare G1 S1 1B.1
Vireo bellii pusillus
least Bell's vireo
ABPBW01114 Endangered Endangered G5T2 S3
Vulpes macrotis mutica
San Joaquin kit fox
AMAJA03041 Endangered Threatened G4T2 S3
Record Count: 45
Report Printed on Tuesday, September 12, 2023
Commercial Version -- Dated September, 1 2023 -- Biogeographic Data Branch Page 3 of 3 Information Expires 3/1/2024
Selected Elements by Scientific Name
California Department of Fish and Wildlife
California Natural Diversity Database