Traffic Impact Statement
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TRAFFIC IMPACT STUDY Parkway 303 East NEC of SR303L & Olive Avenue Glendale, Arizona August 22, 2022 PREPARED FOR Property Reserve, Inc 51 South Main Street, Suite 301 Salt Lake City, Utah 84111 PREPARED BY Alan Heathcoat, P.E. Principal Engineer Glendale Transportation 10/04/2022 10:55:43 AM Right of way dedication needs to be addressed to be in line with Glendale Engineering standard G-322. Confirmation of development agreement with signal payments needs to be confirmed. INTELLIGENT TRANSPORTATION ● TRAFFIC ● TRANSPORTATION PLANNING ● TRAFFIC DATA COLLECTION TRAFFIC IMPACT STUDY Parkway 303 East NEC of SR303L & Olive Avenue Glendale, Arizona August 22, 2022 PREPARED FOR Property Reserve, Inc 51 South Main Street, Suite 301 Salt Lake City, Utah 84111 PREPARED BY 2803 N. 7th Avenue Phoenix, Arizona 85007 UCG Project Number: TR22060 Conducted by: Sarah Simpson PhD, PE President ii TABLE OF CONTENTS I. EXECUTIVE SUMMARY .................................................................................................................................. 1 A. STUDY OBJECTIVES ................................................................................................................................................ 2 B. CONCLUSIONS AND RECOMMENDATIONS ................................................................................................................... 2 II. PROPOSED DEVELOPMENT .......................................................................................................................... 5 A. SITE LOCATION ..................................................................................................................................................... 5 B. LAND USE ............................................................................................................................................................ 5 C. PHASING AND TIMING ............................................................................................................................................ 5 D. SITE ACCESSIBILITY ................................................................................................................................................ 6 III. STUDY AREA CONDITIONS ......................................................................................................................... 10 A. STUDY AREA ....................................................................................................................................................... 10 B. STUDY AREA LAND USE ........................................................................................................................................ 10 C. ANTICIPATED FUTURE DEVELOPMENT AND PLANNED IMPROVEMENTS ........................................................................... 10 IV. LEVEL OF SERVICE METHODOLOGY ........................................................................................................... 11 V. EXISTING ROADWAY CONDITIONS ............................................................................................................. 13 A. PHYSICAL CHARACTERISTICS ................................................................................................................................... 13 B. EXISTING TRAFFIC VOLUMES .................................................................................................................................. 15 C. EXISTING TRAFFIC OBSERVATIONS ........................................................................................................................... 15 D. CRASH DATA ...................................................................................................................................................... 15 E. EXISTING INTERSECTION LEVEL OF SERVICE ANALYSES .................................................................................................. 20 VI. PROJECTED TRAFFIC .................................................................................................................................. 21 A. TRIP GENERATION ............................................................................................................................................... 21 B. TRIP DISTRIBUTION .............................................................................................................................................. 22 C. PROJECTED BACKGROUND AND TOTAL TRAFFIC VOLUMES ........................................................................................... 24 VII. TRAFFIC AND IMPROVEMENT ANALYSIS .................................................................................................. 29 A. ROADWAY IMPROVEMENTS ................................................................................................................................... 29 B. SITE ACCESSIBILITY ............................................................................................................................................... 29 C. TURN LANE ANALYSIS ........................................................................................................................................... 30 C.1. Right-Turn Deceleration Lanes ................................................................................................................ 30 C.2. Left-Turn Deceleration Lanes ................................................................................................................... 31 D. TRAFFIC SIGNAL WARRANT ANALYSIS ...................................................................................................................... 32 E. INTERSECTION LEVEL OF SERVICE ANALYSES .............................................................................................................. 34 E.1. Background Traffic .................................................................................................................................. 34 E.2. Total Traffic ............................................................................................................................................. 35 F. COMMERCIAL AND INDUSTRIAL DRIVEWAYS/THROAT LENGTH ...................................................................................... 39 G. INTERSECTION SIGHT DISTANCE.............................................................................................................................. 39 H. AT&SF RAILROAD CROSSING ................................................................................................................................ 39 VIII. CONCLUSIONS AND RECOMMENDATIONS .............................................................................................. 40 XI. LIMITATIONS ............................................................................................................................................ 42 X. SOURCES ................................................................................................................................................... 43 iii LIST OF TABLES Table 1: Intersection Levels Of Service And Delay .................................................................................................. 11 Table 2: Injury Severity 2019-2021 .......................................................................................................................... 16 Table 3: Collision Manner 2019-2021 ..................................................................................................................... 17 Table 4: Existing Conditions Intersection Levels Of Service .................................................................................... 20 Table 5: Trip Generation – All Vehicles ................................................................................................................... 21 Table 6: Trip Generation – Heavy Vehicles Only ..................................................................................................... 21 Table 7: Trip Distribution Percentages .................................................................................................................... 22 Table 9: Right Turn Lane Analyses .......................................................................................................................... 31 Table 10: 2025 Background Traffic Intersection Levels Of Service ......................................................................... 34 Table 11: 2030 Background Traffic Intersection Levels Of Service ......................................................................... 35 Table 12: 2025 Total Traffic Intersection Levels Of Service ..................................................................................... 36 Table 13: 2030 Total Traffic Intersection Levels Of Service ..................................................................................... 38 LIST OF FIGURES Figure 1: Vicinity Map................................................................................................................................................ 7 Figure 2: Aerial View ................................................................................................................................................. 8 Figure 3: Site Plan ...................................................................................................................................................... 9 Figure 4: Existing Conditions And Volumes ............................................................................................................. 18 Figure 5: Site Generated Traffic and Trip Distribution ............................................................................................. 23 Figure 6: Background Traffic – Year 2025 ................................................................................................................ 25 Figure 7: Background Traffic – Year 2030 ................................................................................................................ 26 Figure 8: Total Traffic - Year 2025 ............................................................................................................................ 27 Figure 9: Total Traffic - Year 2030 ............................................................................................................................ 28 Appendix A . . . Traffic Data Appendix B . . . Capacity Analyses Appendix C . . . Other Known Development Appendix D . . . Signal Warrant Analysis 1 I. EXECUTIVE SUMMARY United Civil Group (UCG) was retained by Property Reserve Inc to perform this Traffic Impact Study (TIS) for the planned Parkway 303 East Development located on the northeast corner of SR303L and Olive Avenue in Glendale, Arizona. The site consists of approximately 276.4 acres of agricultural land, Maricopa County Assessor’s parcels (501-06-008C and 501-41-004A). The site will be developed as four warehouse buildings totaling approximately 4,381,272 square feet. It is assumed that the warehouse buildings will be constructed in one phase and occupied by year 2025. Because the City of Glendale follows MCDOT traffic impact standards, this TIS has been performed in general conformance with the MCDOT Traffic Impact Study Manual dated May 2017, and per scoping information provided by City of Glendale Transportation Department, locally accepted standards, and industry practice. Per the MCDOT Traffic Impact Study Manual, this planned Parkway 303 East Development is characterized as an Analysis Category II, moderate development which generates 500 or more peak hour trips but fewer than 999 peak hour trips. As such, the study horizon years for this development are opening year, 2025, plus 5 years after opening, 2030. The minimum study area is defined as all site access driveways and all signal-controlled intersections within ½ mile and/or major street intersections without signal control and driveways within ½ mile. Within these parameters and based on discussions with the City of Glendale staff, the intersections of Cotton Lane/Olive Avenue, Sarival Avenue/Peoria Avenue, Sarival Avenue/Olive Avenue, Sarival Avenue/Northern Parkway, and Reems Road/Olive Avenue are included within the study area. 2 A. Study Objectives This study is intended to investigate the existing and future traffic conditions and identify any potential roadway improvements necessary to serve the proposed development. Major study objectives of this traffic report are as follows: • Analyze the existing study area intersections and site accessibility for the development. • Determine the site traffic volumes generated by the proposed development and their impacts on the surrounding study area and roadway network. • Where applicable, recommend safety, intersection and/or roadway improvements, sufficient to meet the needs of the development and adjacent roadway network due to the additional site generated traffic volumes. B. Conclusions and Recommendations The site consists of approximately 276.4 acres of agricultural land, Maricopa County Assessor’s parcels (501-06-008C and 501-41-004A). The site will be developed as four warehouse buildings with a total of approximately 4,381,272 square feet. It is assumed that the warehouses will be constructed and occupied by year 2025. Five site driveways are planned for this development. The driveways will align to provide access to development on both the west and east sides of Sarival Avenue. The southern driveway, Access A, will be limited to right in/right out only due to its proximity to the intersection of Sarival Avenue/Olive Avenue, the required southbound left turn storage at Olive Avenue and the location of the railroad crossing north of Olive Avenue. The remaining four accesses are planned as full movement driveways and are spaces at least 500 feet apart, measured center of driveway to center of driveway. The forecasted trip generation was calculated based on values presented within the 11th Edition of the ITE Trip Generation Manual. On a weekday, after full build-out of Parkway 303 East, the development is estimated to generate a total of 7,492 daily trips with 745 trips occurring in the morning peak hour and 789 trips occurring in the evening peak hour. According to the Trip Generation Manual, it is assumed that approximately 12 percent of the trips in the morning peak hour are heavy vehicles and 16 percent in the evening peak hour. Right turn deceleration lanes will be required for the development at all the site accesses, Accesses A through E. The right turn lanes should be designed as 150 feet of storage with a 150-foot taper. 3 A two way left turn lane will be constructed on Sarival Avenue within the project boundary limits. The two way left turn lane is sufficient to accommodate left turn traffic into the site accesses, B through E. Based on signal warrants, traffic signals will be warranted in the future at the intersections of Sarival Avenue/Peoria Avenue and Sarival Avenue/Olive Avenue by full buildout year 2025. Therefore, the developer should be responsible for 10% of the signal costs at eth intersection of Sarival Avenue/Peoria Avenue and 50% of the signal costs at the intersection of Sarival Avenue/Olive Avenue. Using the forecasted total traffic volumes for years 2025 and 2030, along with the recommended intersection improvements, the study area intersections and the proposed site accesses are anticipated to operate at acceptable levels of service, LOS C or better, during the morning and evening peak hours. Proper intersection sight distance and sight triangles shall be provided and maintained at the site accesses and intersections of the proposed development to give drivers exiting the accesses a clear view of oncoming traffic. The landscape and hardscape within the sight triangles must not obstruct the driver’s view of the adjacent travel lanes. To ensure adequate sight distances and sight distance triangles, AASHTO’s A Policy on Geometric Design of Highways and Streets Section 9.5 should be followed as appropriate when designing the accesses and landscaping. Based on the findings of this TIA, the following recommendations apply: • Within the property boundary, construct Sarival Avenue to its ultimate section with 110 feet or right of way per the City of Glendale’s Arterial Section A-1. • Install new pad, gates, and safety devices to accommodate the roadway widening of Sarival Avenue under the direction of the AT&SF Railroad. • Provide an exclusive left turn lane for southbound traffic on Sarival Avenue at Olive Avenue. The left turn lane should provide 150 feet of storage with a 100 foot opening. Depending upon the intersection geometrics, the left turn lane may be required to be split (additional length) to avoid vehicles stopped over the tracks. • Limit Access A to a right in/right out only with a raised driveway island. 130 feet needed at Olive intersection G-322 4 • Construct right turn deceleration lanes on Sarival Avenue at the site accesses A through E in the northbound and southbound directions. Each right turn lane should provide 150 feet of storage with a 150-foot taper. • Contribute an in-lieu payment of 10% of the cost of traffic signal design and installation at the intersection of Sarival Avenue/Peoria Avenue. • Contribute an in-lieu payment of 50% of the cost of traffic signal design and installation at the intersection of Sarival Avenue/Olive Avenue. This signal may include train pre-emption to enhance safety at the intersection. confirmation needed of development agreement. 5 II. PROPOSED DEVELOPMENT A. Site Location The proposed Parkway 303 East Development is planned on approximately 276.4 acres of agricultural land, Maricopa County Assessor’s parcels (501-06-008C and 501- 41-004A). The site is located on the northeast corner of SR303L and Olive Avenue in Glendale, Arizona. Figures 1 and 2 present the location of the proposed development within the context of the immediate area and its location within the City of Glendale. B. Land Use The site will be developed as four warehouse buildings totaling approximately 4,381,272 square feet as shown on Figure 3. C. Phasing and Timing It is assumed that all the warehouse buildings will be constructed in one phase and occupied by year 2025. Per the MCDOT Traffic Impact Study Guidelines, buildout and 5 years after site buildout traffic conditions should be analyzed based on the criteria of a Category II TIS. Therefore, the analysis years for this development are as follows: • Year 2025 - site buildout of the development • Year 2030 - 5 years after full buildout 6 D. Site Accessibility Five site driveways are planned for this development. All driveways are located on Sarival Avenue. Three of the driveways will access the employee parking areas and truck yards while two driveways will access only the employee parking areas. Access A is planned to be constructed as a right in/right out driveway and will access both the employee parking areas and truck yards of Buildings B and D. Access A is spaced approximately 360 feet north of Olive Avenue. The measurements are shown as center of roadway to center of driveway. Access B is planned to be constructed as a full movement driveway and will access the employee parking areas to Buildings B and D. Access B is spaced approximately 505 feet north of Access A. The measurements are shown as center of driveway to center of driveway. Access C is planned to be constructed as a full movement driveway and will access both the employee parking areas and truck yards of Buildings A, B, C and D. Access C is spaced approximately 525 feet north of Access B. The measurements are shown as center of driveway to center of driveway. Access D is planned to be constructed as a full movement driveway and will access the employee parking areas to Buildings A and C. Access D is spaced approximately 690 feet north of Access C. The measurements are shown as center of driveway to center of driveway. Access E is planned to be constructed as a full access driveway and will access both the employee parking areas and truck yards of Buildings A and C. Access E is spaced approximately 500 feet north of Access D. The measurements are shown as center of driveway to center of driveway. The site accesses are discussed in more detail in this TIS within the Traffic and Improvement Analysis section of the report. ArcGIS - 2022 not to scale Figure 1: Vicinity Map PROJECT SITE Permission for commercial use granted by Google Earth not to scale Cotton Ln 303 Northern Pkwy Peoria Ave Sarival Rd Reems Rd PROJECT SITE Figure 2: Aerial View Olive Ave Figure 3: Site Plan not to scale 430' 520’ 500’ 700’ 480’ ACCESS A ACCESS C ACCESS B ACCESS D ACCESS E 10 III. STUDY AREA CONDITIONS A. Study Area Based on the forecasted trip generation of the proposed development, the minimum study area as defined by MCDOT criteria for a Category I TIS includes all site access driveways and all signal-controlled intersections within ½ mile and/or major street intersections without signal control and driveways within ½ mile of the development. Therefore, based on these criteria the study area includes: • Cotton Lane/Olive Avenue • Sarival Avenue/Peoria Avenue • Sarival Avenue/Olive Avenue • Sarival Avenue/Northern Parkway • Reems Road/Olive Avenue B. Study Area Land Use The following describes the existing land uses of the subject site and surrounding area: SUBJECT SITE: agricultural land NORTH: agricultural land and single-family homes SOUTH: Rail line and Olive Avenue followed by agricultural land, proposed for development EAST: agricultural land, proposed for industrial development, followed by Reems Road WEST: SR303L followed by agricultural land C. Anticipated Future Development and Planned Improvements There are no capital improvement projects listed within the study area. One development, Clarius Park, is anticipated within the study area. Clarius Park is proposed on the southwest corner of the intersection of Olive Avenue and Sarival Avenue. Clarius Park will consist of approximately 1,746,000 square feet of industrial warehousing. The site is planned for opening in 2023 with an estimated 4,154 trips per day, 699 in the morning peak hour and 699 in the evening peak hour. These trips are included in the background traffic volumes within this traffic impact study. The site plan and trip distribution for Clarius Park are included in Appendix C. 11 IV. LEVEL OF SERVICE METHODOLOGY The roadway system’s ability to accommodate traffic demand is typically limited by the capacity. The level of service (LOS) concept is used in traffic engineering to describe the degree of delay a driver can expect. The concept defines a near- capacity condition as LOS E while a free flow condition under which a driver would experience minimal delay is defined as LOS A. Intersection capacity analysis is a principal tool used in traffic engineering. Operation is characterized according to the amount of delay at an intersection approach and quantified into a level of service (“LOS”). The intersection LOS was determined using the methodologies presented in the Transportation Research Board’s Highway Capacity Manual (“HCM”). The LOS grades quantify and categorize a driver’s discomfort, frustration, fuel consumption, and travel times experienced as a result of intersection control and the resulting traffic queuing. Per the HCM, the signalized and unsignalized (all-way stop controlled or two-way stop-controlled intersection) delay and associated LOS is presented in Table 1. MCDOT guidelines strive to obtain a level of service D or better for both signalized and unsignalized intersection overall operations. Intersections having a LOS E or LOS F may warrant improvements or traffic reductions. Table 1: Intersection Levels of Service and Delay Level of Service Description Signalized Delay (Sec/Veh) Unsignalized Delay (Sec/Veh) A Minimal control delay, traffic operates at primary free flow conditions, unimpeded movement within traffic stream < 10 < 10 B Minor control delay at signalized intersections, traffic operates at a fairly unimpeded level with slightly restricted movement within traffic stream > 10 and < 20 > 10 and < 15 C Moderate control delay, movement within traffic stream more restricted than LOS B, formation of queues contributes to lower average travel speeds > 20 and < 35 > 15 and < 25 D Considerable control delay that may be substantially increased by small increases in flow, average travel speeds continue to decrease. > 35 and < 55 > 25 and < 35 E High control delay, average travel speed no more than 22 percent of free flow speed > 55 and < 80 > 35 and < 50 F Extremely high control > 80 > 50 Source: Highway Capacity Manual 2010 12 For signalized and all-way stop controlled intersections, LOS is calculated for a movement (e.g., left, through, right), for the approach (e.g., northbound, southbound, eastbound, westbound) and for the overall intersection. For two-way stop-controlled intersections, LOS is calculated for a movement and for the approach. However, for the overall intersection, LOS is reported as the lowest approach within the intersection. This is because most drivers are on the major roadway and do not experience delay traversing through the intersection. The example below illustrates the various LOS calculations completed for intersections. Source: United Civil Group, 2021 13 V. EXISTING ROADWAY CONDITIONS A. Physical Characteristics Olive Avenue is an east/west roadway and is classified as an arterial roadway within Glendale. It is constructed as a two-lane roadway with one lane in each direction adjacent to the proposed site. The posted speed limit adjacent to the development is 45 miles per hour. The City of Glendale Arterial Count Map for 2020 shows an annual average daily traffic (AADT) volume of 2,200 vehicles per day on Olive Avenue within the vicinity of the site. An east-west rail line runs on the north side, parallel to Olive Avenue. The rail line is owned by AT& SF. The single-track rail line is located approximately 80 feet north of Olive Avenue, measured center of track to center of intersection. Sarival Avenue is a north/south roadway and is classified as a principal arterial roadway per MCDOT’s Major Street and Routes Plan. It is constructed as a two-lane roadway with one lane in each direction adjacent to the proposed site. The posted speed limit adjacent to the development is 45 miles per hour. The City of Glendale Arterial Count Map for 2020 shows an annual average daily traffic (AADT) volume of 3,200 vehicles per day on Sarival Avenue within the vicinity of the site. Peoria Avenue is an east/west roadway and is classified as a principal arterial roadway per MCDOT’s Major Street and Routes Plan. To the west of Sarival Avenue it is constructed as a two-lane roadway with one lane in each direction. To the east of Sarival Avenue it is constructed as a four-lane roadway with two lanes in each direction separated by a two-way left turn lane. The posted speed limit on Peoria Avenue is 45 miles per hour. Cotton Lane is a north/south roadway and is classified as a principal arterial roadway per MCDOT’s Major Street and Routes Plan. It is constructed as a four-lane roadway with two lanes in each direction separated by a two-way left turn lane. The posted speed limit on Cotton Lane is 45 miles per hour. Reems Road is a north/south roadway and is classified as a principal arterial roadway per MCDOT’s Major Street and Routes Plan. It is constructed as a two-lane roadway with one lane in each direction. The posted speed limit on Reems Road is 45 miles per hour. Northern Parkway is an east/west freeway section within the vicinity of the site and is classified as a parkway within Glendale. Northern Parkway is a four-lane roadway with two lanes in each direction separated by a 50-foot median. The posted speed limit on Northern Parkway is 55 miles per hour. 14 The intersection of Cotton Lane/Olive Avenue currently operates as a signalized intersection. The intersection has protected left turn phasing in the northbound and southbound directions and protected permissive left turn phasing in the eastbound and westbound directions. The northbound and southbound approaches consist dual left turn lanes, two through lanes and one dedicated right turn lane. The eastbound and westbound approaches consist of one left turn lane, two through lanes and one dedicated right turn lane. The intersection is controlled and operated by Maricopa County. The intersection of Sarival Avenue/Peoria Avenue currently operates as an all-way stop controlled intersection. The northbound approach consists of one exclusive left turn lane, one through lane and one shared through-right turn lane. The eastbound and southbound approaches consist of one exclusive left turn lane and one shared through-right turn lane. The westbound approach consists of one exclusive left turn lane, one through lane and a dedicated right turn lane. The intersection is controlled and operated by Maricopa County and the City of Surprise. The intersection of Sarival Avenue/Olive Avenue currently operates as an all-way stop controlled intersection. All approaches to the intersection consist of a shared left-through-right lane. The intersection is controlled and operated by Maricopa County. The AT&SF rail line runs parallel to Olive Avenue north of the intersection. The intersection of Sarival Avenue/Northern Parkway WB Off-Ramp currently operates as a signalized intersection. The northbound approach consists of one through lane. The southbound approach consists of a three through lanes. The westbound approach consists of one left turn lane and one right turn lane. The intersection is controlled and operated by the City of Glendale. The intersection of Sarival Avenue/Northern Parkway EB On-Ramp currently operates as a signalized intersection. The northbound approach consists of one through lane and one exclusive right turn lane. The southbound approach consists of dual left turn lanes and one through lane. The eastbound approach consists of an exclusive left turn lane and a shared through-right turn lane. The intersection is controlled and operated by the City of Glendale. The intersection of Reems Road/Olive Avenue currently operates as an all-way stop controlled intersection. All approaches to the intersection consist of a shared left- through-right lane. The intersection is controlled and operated by Maricopa County. The AT&SF rail line runs parallel to Olive Avenue north of the intersection. 15 B. Existing Traffic Volumes Existing turning movement counts (TMC) in 15-minute intervals were collected at the study area intersections on Thursday, June 23, 2022, during the morning (7:00AM – 9:00AM) and evening (4:00PM – 6:00PM) peak periods. The resulting morning and evening peak hour traffic volumes are presented in Figure 4. Complete traffic count data can be found in Appendix A: Traffic Data. Figure 4 graphically depicts the existing roadway and intersection geometry within the study area along with the 2022 turning movement counts. C. Existing Traffic Observations Traffic conditions and operations were observed during the study’s weekday morning and evening peak periods. No major traffic issues were noted. D. Crash Data Three years of crash data (2019 – 2021) were obtained from the Arizona Department of Transportation (ADOT) Arizona Crash Information System (ACIS). The data was queried for the intersections of Cotton Lane/Olive Avenue, Sarival Avenue/Peoria Avenue, Sarival Avenue/Olive Avenue, Sarival Avenue/Northern Parkway and Reems Road/Olive Avenue with an offset of 250 feet on all legs of the intersection. The crash data are summarized by intersection, injury severity and collision manner, respectively. Injury severity is determined by the reporting officer at the time of the crash or soon thereafter and is based on the most severe injury sustained by an involved party. 16 Table 2: Injury Severity 2019-2021 Year Fatal Suspected Serious Injury Suspected Minor Injury Possible Injury No Injury Total Cotton Lane/Olive Avenue 2019 2 1 2 5 2020 2 2 2021 2 3 5 Total 4 1 7 12 Sarival Avenue/Peoria Avenue 2019 1 1 2020 1 1 2 2021 1 2 3 Total 2 4 6 Sarival Avenue/Olive Avenue 2019 2 1 2 5 2020 2021 1 1 2 Total 2 2 3 7 Sarival Avenue/Northern Parkway 2019 2 2 2020 2021 1 2 3 Total 3 2 5 Reems Road/Olive Avenue 2019 4 4 2020 2 2 2021 2 4 6 Total 2 10 12 TOTAL 13 3 26 42 17 Table 3: Collision Manner 2019-2021 Year Single Vehicle Angle Left Turn Rear End Head On Sideswipe Same Direction Sideswipe Opposite Direction Rear to Side Other/ Unknown Total Cotton Lane/Olive Avenue 2019 1 3 1 5 2020 2 2 2021 1 1 2 1 5 Total 4 4 3 1 12 Sarival Avenue/Peoria Avenue 2019 1 1 2020 1 1 2 2021 1 2 3 Total 3 1 2 6 Sarival Avenue/Olive Avenue 2019 1 2 2 5 2020 2021 1 1 2 Total 2 1 2 2 7 Sarival Avenue/Northern Parkway 2019 2 2 2020 2021 1 2 3 Total 1 4 5 Reems Road/Olive Avenue 2019 1 1 1 1 4 2020 1 1 2 2021 2 1 3 6 Total 2 4 1 3 1 1 12 TOTAL 9 12 10 6 1 3 1 42 Tables 2 and 3 show that within the study area, at the five intersections reviewed, a total of 42 reportable crashes occurred over the three-year period. Of the 42 crashes, 12 or 29 percent were angle crashes. Sixty two percent of the crashes, 26, were reported as no injury, where 13 were classified as suspected minor injury. Based on the data provided in ACIS, it is difficult to determine if crash patterns exist at the study area intersections due to the variability in the data. To determine if crash patterns exist, an extensive review of individual crash records would be required. Figure 4: Existing Geometrics - Year 2022 not to scale 5 STOP STOP STOP STOP STOP 4 STOP STOP STOP 1 3 2 STOP 6 STOP STOP STOP Cotton Ln Olive Ave 303 Northern Pkwy Peoria Ave Sarival Rd Reems Rd 5 6 4 1 3 2 LEGEND AM(PM) Peak Hour Traffic Volume XX(XX) 8(19) 159(239) 13(31) 41(39) 64(34) 24(11) 32(32) 35(64) 21(31) 16(57) 142(264) 16(26) 5 Figure 5: Existing Traffic - Year 2022 not to scale 2(3) 23(38) 5(4) 8(23) 94(78) 2(1) 47(111) 65(97) 8(7) 31(24) 43(34) 114(49) 4 68(151) 54(95) 212(130) 51(62) 3 2(5) 1(1) 9(3) 6(8) 5(2) 47(31) 9(10) 91(128) 3(5) 3(4) 134(115) 15(32) 6 11(6) 69(139) 2(8) 45(118) 58(79) 3(2) 36(40) 72(71) 18(14) 78(58) 163(88) 45(30) 1 101(154) 179(58) 39(61) 122(154) 2 Cotton Ln Olive Ave 303 Northern Pkwy Peoria Ave Sarival Rd Reems Rd 5 6 4 1 3 2 20 E. Existing Intersection Level of Service Analyses The level of service (LOS) and average delay at the existing study area intersections were evaluated using the 2022 intersection volumes and the existing lane geometry and traffic control as presented in Figure 4. PTV Vistro traffic modeling software, employing the methodologies as presented in the Highway Capacity Manual (HCM), was utilized for the capacity analyses to obtain the existing conditions levels of service. Summaries of the Vistro output calculations are included in Appendix B. The results of the existing levels of service analysis are presented in Table 4. Table 4: Existing Conditions Intersection Levels of Service Intersection Location NB LOS SB LOS EB LOS WB LOS Overall Intersection L T R Tot L T R Tot L T R Tot L T R Tot LOS Cotton Lane/Olive Avenue - Signalized AM Peak Hour D C C D D D D D A A A A A A A A 17.53 B PM Peak Hour D C C D D D D D A A A A A A A A 22.58 C Sarival Avenue/Northern Parkway EB On-Ramp – Signalized AM Peak Hour - A A A A A - A - - - - - - - - 0.52 A PM Peak Hour - A A A A A - A - - - - - - - - 0.61 A Sarival Avenue/Northern Parkway WB Off-Ramp – Signalized AM Peak Hour - A - A - A - A - - - - D - D D 15.27 B PM Peak Hour - A - A - A - A - - - - D - D D 24.39 C Sarival Avenue/Olive Avenue – All-Way Stop Controlled AM Peak Hour A A A A A A A A A A A A A A A A 8.53 A PM Peak Hour A A A A A A A A A A A A A A A A 8.88 A Sarival Avenue/Peoria Avenue – All-Way Stop Controlled AM Peak Hour A A A A A A A A B B B B B B B B 10.01 B PM Peak Hour B B B B B B B B B B B B B B B B 13.06 B Reems Road/Olive Avenue – All-Way Stop Controlled AM Peak Hour A A A A A A A A A A A A A A A A 8.23 A PM Peak Hour A A A A A A A A A A A A A A A A 8.31 A *LOS presented is for the worst approach for unsignalized intersection. The existing study area intersections currently operate at acceptable levels of service, LOS C or better, during the AM and PM peak hours. 21 VI. PROJECTED TRAFFIC A. Trip Generation Estimates of the traffic volumes that will be generated by the proposed development were determined from transportation planning data taken from the Institute of Transportation Engineers (ITE) Trip Generation Manual, 11th Edition, 2021. The ITE rates are based on studies that measure trip generation characteristics for various types of land uses. The rates are expressed in terms of trips per unit of land use type. For the proposed land use, the most similar land use ITE code was determined to be Warehousing (150). Table 5 presents the forecasted daily and peak hour vehicle trips generated for the proposed Parkway 303 East Development for a typical weekday upon full build out. Table 5: Trip Generation – All Vehicles Land Use ITE Code Units Total Size Daily AM Peak PM Peak Total In Out Total In Out Warehousing 150 1,000s SF 4,381.28 7,492 745 574 171 789 221 568 Warehousing – ITE LUC 150 AM Peak Hour T = 0.17(X) 77% entering, 23% exiting PM Peak Hour T = 0.18(X) 28% entering, 72% exiting Daily T = 1.71X) 50% entering, 50% exiting Table 6 presents the heavy vehicle volumes that are anticipated to enter and exit the site. Table 6: Trip Generation – Heavy Vehicles Only Land Use ITE Code Units Total Size Daily AM Peak PM Peak Total In Out Total In Out Warehousing 150 1,000s SF 4,381.28 2,629 88 46 42 131 68 63 The forecasted trip generation was calculated based on values presented within the ITE Trip Generation Manual. On a weekday, after full build-out of Parkway 303 East, the development is estimated to generate a total of 7,492 daily trips with 745 trips occurring in the morning peak hour and 789 trips occurring in the evening peak hour. According to the Trip Generation Manual, it is assumed that approximately 12 percent of the trips in the morning peak hour are heavy vehicles and 16 percent in the evening peak hour. 22 B. Trip Distribution The trip distribution procedure determines the general pattern of travel for vehicles entering and leaving the development in the study area. The assumed trip distribution percentages for the proposed development are shown in Table 7. These percentages are based on the land uses surrounding the site, and the associated street patterns outside the development. Given the relatively unique nature of the proposed development, it may be likely vehicles will originate from longer distances than a typical development, so the percentages are based on a 10-mile radius from the center of the site and peak hour traffic data collected near the site. Table 7: Trip Distribution Percentages Direction Trip Distribution Percentage Arriving From and Departing To the Site at Full Build-out Sarival Avenue south of Northern Parkway 40% Northern Parkway east of Sarival Avenue 15% Olive Avenue east of Reems Road 5% Peoria Avenue west of Sarival Avenue 35% Peoria Avenue east of Sarival Avenue 5% Figure 5 presents the assigned site generated traffic to and from the development. X% LEGEND AM(PM) Peak Hour Traffic Volume Trip Distribution Percentage XX(XX) 0(0) 0(0) 29(11) 0(0) 0(0) 0(0) 60(199) 0(0) 8(28) 0(0) 0(0) 201(77) 5 Figure 6: Site Generated Traffic and Trip Distribution not to scale Cotton Ln Olive Ave 303 Northern Pkwy Peoria Ave Sarival Rd Reems Rd PROJECT SITE 5 6 4 1 3 2 29(11) 0(0) 0(0) 0(0) 95(313) 8(28) 0(0) 316(122) 0(0) 0(0) 0(0) 0(0) 4 86(33) 0(0) 95(313) 230(89) 3 0(0) 29(11) 0(0) 0(0) 0(0) 0(0) 0(0) 0(0) 0(0) 0(0) 8(28) 0(0) 6 0(0) 0(0) 0(0) 0(0) 0(0) 0(0) 0(0) 0(0) 0(0) 0(0) 0(0) 0(0) 1 69(228) 26(85) 230(89) 0(0) 2 7(22) 0(0) 13(42) 23(9) 178(68) 28(11) 44(17) 53(176) 34(13) 9(29) 0(0) 10(35) 11 7(22) 0(0) 13(42) 23(9) 150(125) 28(11) 44(17) 115(155) 34(13) 9(29) 0(0) 10(35) 10 7(22) 0(0) 13(42) 23(9) 121(182) 28(11) 44(17) 178(134) 34(13) 9(29) 0(0) 10(35) 9 7(22) 0(0) 13(42) 23(9) 93(239) 28(11) 44(17) 240(112) 34(13) 9(29) 0(0) 10(35) 8 7(22) 23(9) 93(306) 311(120) 34(13) 10(35) 7 15% 40% ACCESS A ACCESS B ACCESS C ACCESS D ACCESS E 7 8 9 10 11 5% 35% 5% 24 C. Projected Background and Total Traffic Volumes Non-site or background traffic volumes representing the amount of traffic estimated to be on the area roadway network without the proposed development within the study area are projected for the horizon years of the development: year 2025 and year 2030 (5 years after full site buildout). The yearly growth trends coupled with the site generated traffic of any known proposed developments in the study area are used to forecast the background traffic. The background traffic was estimated by including the Clarius Development plus a percent growth rate. Because of the other unknown future development in the area, a 5% growth rate was used to estimate background trips from the 2025 data through 2030. The background traffic volumes are presented in Figure 6: Background Traffic – Year 2025 and Figure 7: Background Traffic – Year 2030. Total traffic projections for the horizon years of the development were determined by adding the proposed development’s site generated traffic to the forecasted horizon background traffic volumes for the full build-out horizon year. The total traffic volumes are presented in Figure 8: Total Traffic – Year 2025 and Figure 9: Total Traffic – Year 2030. Figure 7: Background Traffic - Year 2025 LEGEND AM(PM) Peak Hour Traffic Volume XX(XX) 9(22) 184(277) 15(36) 47(45) 74(39) 28(13) 77(202) 41(74) 24(36) 19(66) 164(306) 189(74) 5 not to scale 2(3) 27(44) 6(5) 14(29) 274(132) 2(1) 54(128) 109(252) 9(8) 42(53) 50(39) 132(57) 4 305(234) 63(110) 338(537) 229(116) 3 2(6) 1(1) 10(3) 7(9) 6(2) 54(36) 10(12) 105(148) 3(6) 3(5) 155(133) 17(37) 6 13(7) 80(161) 2(9) 52(137) 67(91) 3(2) 42(46) 83(82) 21(16) 90(67) 189(102) 52(35) 1 157(344) 260(288) 215(115) 141(178) 2 Cotton Ln Olive Ave 303 Northern Pkwy Peoria Ave Sarival Rd Reems Rd 5 6 4 1 3 2 Figure 8: Background Traffic - Year 2030 LEGEND AM(PM) Peak Hour Traffic Volume XX(XX) 12(28) 235(353) 19(46) 61(58) 95(50) 35(16) 87(212) 52(95) 31(46) 24(84) 210(390) 194(82) 5 not to scale 3(4) 34(56) 7(6) 95(36) 221(157) 3(1) 69(164) 130(283) 12(10) 52(60) 64(50) 168(72) 4 326(223) 80(140) 406(579) 245(136) 3 3(7) 1(1) 13(4) 9(12) 7(3) 69(46) 13(15) 134(189) 4(7) 4(6) 198(170) 22(47) 6 16(9) 102(205) 3(12) 66(174) 86(117) 4(3) 53(59) 106(105) 27(21) 115(86) 241(130) 66(44) 1 189(394) 317(307) 228(134) 180(228) 2 Cotton Ln Olive Ave 303 Northern Pkwy Peoria Ave Sarival Rd Reems Rd 5 6 4 1 3 2 LEGEND AM(PM) Peak Hour Traffic Volume XX(XX) 9(22) 184(277) 44(47) 47(45) 74(39) 28(13) 137(401) 41(74) 32(64) 19(66) 164(306) 390(151) 5 Figure 9: Total Traffic - Year 2025 not to scale 31(14) 27(44) 6(5) 14(29) 369(445) 10(29) 54(128) 425(374) 9(8) 42(53) 50(39) 132(57) 4 391(267) 63(110) 433(850) 459(205) 3 2(6) 30(12) 10(3) 7(9) 6(2) 54(36) 10(12) 105(148) 3(6) 3(5) 163(161) 17(37) 6 13(7) 80(161) 2(9) 52(137) 67(91) 3(2) 42(46) 83(82) 21(16) 90(67) 189(102) 52(35) 1 226(572) 286(373) 445(204) 141(178) 2 7(22) 0(0) 13(42) 23(9) 468(230) 28(11) 44(17) 206(485) 34(13) 9(29) 0(0) 10(35) 11 7(22) 0(0) 13(42) 23(9) 440(287) 28(11) 44(17) 268(464) 34(13) 9(29) 0(0) 10(35) 10 7(22) 0(0) 13(42) 23(9) 411(344) 28(11) 44(17) 331(443) 34(13) 9(29) 0(0) 10(35) 9 7(22) 0(0) 13(42) 23(9) 383(401) 28(11) 44(17) 393(421) 34(13) 9(29) 0(0) 10(35) 8 Cotton Ln Olive Ave 303 Northern Pkwy Peoria Ave Sarival Rd Reems Rd PROJECT SITE 5 6 4 1 3 2 ACCESS A ACCESS B ACCESS C ACCESS D ACCESS E 7 8 9 10 11 7(22) 23(9) 383(468) 464(429) 34(13) 10(35) 7 LEGEND AM(PM) Peak Hour Traffic Volume XX(XX) 12(28) 235(353) 48(57) 61(58) 95(50) 35(16) 147(411) 52(95) 39(74) 24(84) 210(390) 395(159) 5 Figure 10: Total Traffic - Year 2030 not to scale 32(15) 34(56) 7(6) 95(36) 316(470) 11(29) 69(164) 446(405) 12(10) 52(60) 64(50) 168(72) 4 412(256) 80(140) 501(892) 475(225) 3 3(7) 30(12) 13(4) 9(12) 7(3) 69(46) 13(15) 134(189) 4(7) 4(6) 206(198) 22(47) 6 16(9) 102(205) 3(12) 66(174) 86(117) 4(3) 53(59) 106(105) 27(21) 115(86) 241(130) 66(44) 1 258(622) 343(392) 458(223) 180(228) 2 7(22) 0(0) 13(42) 23(9) 502(263) 28(11) 44(17) 238(524) 34(13) 9(29) 0(0) 10(35) 11 7(22) 0(0) 13(42) 23(9) 474(320) 28(11) 44(17) 300(503) 34(13) 9(29) 0(0) 10(35) 10 7(22) 0(0) 13(42) 23(9) 445(377) 28(11) 44(17) 363(482) 34(13) 9(29) 0(0) 10(35) 9 7(22) 0(0) 13(42) 23(9) 417(434) 28(11) 44(17) 425(460) 34(13) 9(29) 0(0) 10(35) 8 Cotton Ln Olive Ave 303 Northern Pkwy Peoria Ave Sarival Rd Reems Rd PROJECT SITE 5 6 4 1 3 2 ACCESS A ACCESS B ACCESS C ACCESS D ACCESS E 7 8 9 10 11 7(22) 23(9) 417(501) 496(468) 34(13) 10(35) 7 29 VII. TRAFFIC AND IMPROVEMENT ANALYSIS The purpose of this section is to show the relations between traffic operations and roadway geometrics; identify needs pertaining to progressive traffic flow and safety; and identify alternatives for further consideration, where applicable. A. Roadway Improvements The proposed development, located on both the east and west sides of Sarival Avenue, is responsible for the widening of Sarival Avenue through the site’s development boundary. Per conversations with the City of Glendale staff, Sarival Avenue will be operated and maintained by the City in the near future, therefore the city’s typical Arterial Section A-1 with a total of 110 feet of right of way should be constructed, Glendale Standard Detail G-302 and G-322. B. Site Accessibility Per Glendale Standard Detail G-454, the minimum distance from intersections and adjacent driveways is 150 feet measured point of curvature to point of curvature or driveway edge. In addition, when left turn lanes are required, the driveway spacing should be outside the calculated turn lane lengths plus the transition to allow full access. Therefore, based on turn lane length calculations in Section C below, the following access configurations are proposed. Access A is planned to be constructed as a right in/right out driveway and will access both the employee parking areas and truck yards of Buildings B and D. Access A is spaced approximately 360 feet north of Olive Avenue. The measurements are shown as center of roadway to center of driveway. Access B is planned to be constructed as a full access driveway and will provide ingress/egress to the employee parking areas of Buildings B and D. Access B is spaced approximately 505 feet north of Access A. The measurements are shown as center of driveway to center of driveway. Access C is planned to be constructed as a full access driveway and will access both the employee parking areas and truck yards of Buildings A, B, C and D. Access C is spaced approximately 525 feet north of Access B. The measurements are shown as center of driveway to center of driveway. Access D is planned to be constructed as full access driveway and will provide ingress/egress to the employee parking areas to Buildings A and C. Access D is spaced approximately 690 feet north of Access C. The measurements are shown as center of driveway to center of driveway. 130 feet for 250 feet north of Olive Ave 30 Access E is planned to be constructed as a full access driveway and will provide ingress/egress to both the employee parking areas and truck yards of Buildings A and C. Access E is spaced approximately 500 feet north of Access D. The measurements are shown as center of driveway to center of driveway. Based on the spacing requirements, all the accesses meet the City of Glendale driveway spacing requirements. Therefore, the proposed Accesses A through E should be allowed. C. Turn Lane Analysis C.1. Right-Turn Deceleration Lanes Per the 2015 Engineering Design and Construction Standards at major driveways, a deceleration right turn lane may be required as determined by the Transportation Engineer. The City of Glendale has indicated that deceleration lanes will be required at all access points that serve heavy vehicles. Therefore, right turn lanes are recommended at all site accesses on Sarival Avenue in both the north- and southbound directions. To determine the minimum recommended right-turn deceleration lane storage on Sarival Avenue at the site access driveways, a queue analysis was performed for full build out year 2030 forecasted traffic conditions utilizing AASHTO Green Book methodologies for unsignalized intersections. The queue length is calculated for unsignalized intersections as the average number of turning peak hour vehicles likely to arrive in an average 2-minute period, utilizing a length for passenger car vehicles of 25 feet and heavy vehicles of 65 feet. The minimum provided queue length should be 2 car lengths (50 feet), or 1 car and 1 truck (85 feet). A factor of 1.5 was used in the calculation. Table 8 presents information related to the calculated queue lengths, minimum braking distances, calculated storage lane lengths and minimum storage lane lengths for the right-turn deceleration lane for total traffic conditions in full buildout horizon year 2030. For this development it was also assumed that the average length of a vehicle is 35 feet, due to the anticipated combination of passenger vehicles and heavy vehicles into and out of the site. 31 Table 9: Right Turn Lane Analyses Location (Volume) Calculated Intersection Queue Length per AASHTO Recommended Min. Storage Lane Length Taper Length Access A NB Sarival Avenue (34) 60 feet 150 feet 150 feet SB Sarival Avenue (23) 40 feet 150 feet 150 feet Access B NB Sarival Avenue (34) 60 feet 150 feet 150 feet SB Sarival Avenue (23) 40 feet 150 feet 150 feet Access C NB Sarival Avenue (34) 60 feet 150 feet 150 feet SB Sarival Avenue (23) 40 feet 150 feet 150 feet Access D NB Sarival Avenue (34) 60 feet 150 feet 150 feet SB Sarival Avenue (23) 40 feet 150 feet 150 feet Access E NB Sarival Avenue (34) 60 feet 150 feet 150 feet SB Sarival Avenue (23) 40 feet 150 feet 150 feet Utilizing the AASHTO calculations and considering the minimum storage length requirements per the City of Glendale, the recommended storage lengths are shown in Table 9 for each access. C.2. Left-Turn Deceleration Lanes A two way left turn lane is planned on Sarival Avenue within the proposed cross section. The two way left turn lane is sufficient to accommodate left turning traffic into site Accesses B through E. Access A is proposed as right in/right out only and should be limited by a raised driveway island. A left turn lane will be required for southbound traffic on Sarival Avenue at Olive Avenue. Due to the location of the railroad tracks in relation to the intersection, the left turn lane may be split to hold vehicles so that they do not queue over the tracks. It is estimated that 29 vehicles will want to make a southbound left turn, which equates to a calculated storage of approximately 90 feet. Per the City of Glendale the left turn storage should be a minimum of 150 feet with a 100 foot opening and 50 32 feet of double yellow stripe, prior to the beginning of the two way left turn lane striping on minor arterial roadways. D. Traffic Signal Warrant Analysis The 2009 Manual on Uniform Traffic Control Devices (MUTCD) was used as the primary tool to determine if a traffic signal is warranted at the intersections of Sarival Avenue/Olive Avenue and Sarival Avenue/Peoria Avenue by full buildout. There are nine specific signal warrants in the MUTCD; however, not all warrants are applicable to this study. The warrants used in this analysis include: Warrant 1 – Eight-Hour Vehicular Volume Warrant 2 – Four-Hour Vehicular Volume Appendix C: Traffic Signal Warrant Analyses presents the results of the signal warrant analyses. Warrant 1 – Eight-Hour Vehicular Volume The Minimum Vehicular Volume, Condition A, is intended for application where the volume of intersecting traffic from a side street or driveway is the principal reason for considering installation of a traffic signal. In this condition, the warrant would be satisfied when, for each of any eight hours of an average day, the traffic volumes on the major and minor approach are equal to or exceeds specified limits located on Table 4C-1 Warrant 1 Eight-Hour Vehicular Volume in the MUTCD 2009. The Interruption of Continuous Traffic, Condition B, is intended for application where the traffic volume on a major street is so heavy that the traffic on a minor intersection street or driveway has excessive delay or hazard in entering or crossing the major street. This warrant is met when, for each of any eight hours of an average day, the traffic volumes on the major and minor approach is equal to or exceeds specified limits located on Table 4C-1 Warrant 1, Eight-Hour Vehicular Volume in the MUTCD 2009. Volume projections for the eight highest hours on an average day were determined by applying hourly adjustment factors calculated from the available peak hour turning movement count data. Warrant 1 Results: Sarival Avenue/Olive Avenue - Warrant 1 is met for Condition A by 2025 Sarival Avenue/Peoria Avenue - Warrant 1 is met for Condition A by 2025 33 Warrant 2 – Four-Hour Vehicular Volume The four-hour vehicular volume signal warrant conditions are intended to be applied where the volume of intersecting traffic is the principal reason to consider installing a traffic control signal. This warrant is satisfied when, for each of any four hours of an average day, plotted points representing vehicles per hour on the major street (total of both approaches) and the vehicles per hour on the minor street approach (one direction only) all fall above the appropriate curve located on Figure 4C-2 Warrant 2, Four-Hour Vehicular Volume in the MUTCD 2009. Warrant 2 Results: Sarival Avenue/Olive Avenue - Warrant 2 is met by 2025 Sarival Avenue/Peoria Avenue - Warrant 2 is met by 2025 Signal Warrant Summary The traffic signal warrant analyses within this TIA are based on forecasted traffic volumes and conceptual land plans, site access, and assumed land uses. The developer should conduct a traffic signal warrant analysis once actual development is realized to confirm traffic signal needs at the study intersection. Developer should be responsible for their proportional share of the signal cost of 50% based on the development at the intersection of Sarival Avenue/Olive Avenue and 10% at the intersection of Sarival Avenue/Peoria Avenue. Legend: Sarival Avenue/Olive Avenue Sarival Avenue/Peoria Avenue 34 E. Intersection Level of Service Analyses E.1. Background Traffic Capacity analyses at the existing study area intersections were performed for the forecasted background traffic utilizing the roadway geometries for the horizon year of the study (2025 and 2030) as presented. Tables 10 and 11 present the background levels of service at the study area intersections without the proposed development within the study area. Table 10: 2025 Background Traffic Intersection Levels of Service Intersection Location NB LOS SB LOS EB LOS WB LOS Overall Intersection L T R Tot L T R Tot L T R Tot L T R Tot LOS Cotton Lane/Olive Avenue - Signalized AM Peak Hour D C C D D D D D A A A A A A A A 17.62 B PM Peak Hour D C C D D D D D A A A A A A A A 22.65 C Sarival Avenue/Northern Parkway EB On-Ramp – Signalized AM Peak Hour - A A A A A - A - - - - - - - - 0.72 A PM Peak Hour - A A A A A - A - - - - - - - - 0.62 A Sarival Avenue/Northern Parkway WB Off-Ramp – Signalized AM Peak Hour - A - A - A - A - - - - C - D D 18.21 B PM Peak Hour - A - A - A - A - - - - C - D D 16.02 B Sarival Avenue/Olive Avenue – All-Way Stop Controlled AM Peak Hour B B B B B B B B B B B B A A A A 10.94 B PM Peak Hour B B B B A A A A B B B B A A A A 12.28 B Sarival Avenue/Peoria Avenue – All-Way Stop Controlled AM Peak Hour B B B B B B B B C C C C B B B B 14.49 B PM Peak Hour C C C C B B B B D D D D C C C C 23.53 C Reems Road/Olive Avenue – All-Way Stop Controlled AM Peak Hour A A A A A A A A A A A A A A A A 8.50 A PM Peak Hour A A A A A A A A A A A A A A A A 8.65 A *LOS presented is for the worst approach for unsignalized intersection. For background traffic conditions in year 2024, the existing study area intersections are forecasted to operate at acceptable levels of service, LOS C or better, during the morning and evening peak hours. 35 Table 11: 2030 Background Traffic Intersection Levels of Service Intersection Location NB LOS SB LOS EB LOS WB LOS Overall Intersection L T R Tot L T R Tot L T R Tot L T R Tot LOS Cotton Lane/Olive Avenue - Signalized AM Peak Hour D C C D D D D D A A A A A A A A 17.88 B PM Peak Hour D C C C D C D D A A A A A A A A 22.61 C Sarival Avenue/Northern Parkway EB On-Ramp – Signalized AM Peak Hour - A A A A A - A - - - - - - - - 0.59 A PM Peak Hour - A A A A A - A - - - - - - - - 0.75 A Sarival Avenue/Northern Parkway WB Off-Ramp – Signalized AM Peak Hour - A - A - A - A - - - - D - D D 15.02 B PM Peak Hour - A - A - A - A - - - - C - D D 23.34 C Sarival Avenue/Olive Avenue – All-Way Stop Controlled AM Peak Hour B B B B A A A A B B B B A A A A 10.12 B PM Peak Hour B B B B A A A A A A A A A A A A 10.89 B Sarival Avenue/Peoria Avenue – All-Way Stop Controlled AM Peak Hour B B B B B B B B B B B B B B B B 12.95 B PM Peak Hour B B B B B B B B E E E E D D D D 31.75 D Reems Road/Olive Avenue – All-Way Stop Controlled AM Peak Hour A A A A A A A A A A A A A A A A 9.20 A PM Peak Hour A A A A A A A A A A A A A A A A 9.47 A *LOS presented is for the worst approach for unsignalized intersection. As traffic continues to increase delay slightly increases as shown in background traffic conditions for year 2030. The existing study area intersections are forecasted to operate at acceptable levels of service, LOS D or better, during the morning and evening peak hours. E.2. Total Traffic Capacity analyses at the existing study area intersections and at the site accesses assumed as part of this TIS per initial conceptual planning were performed for the forecasted total traffic and recommended roadway geometries for the horizon years of the study, 2025 and 2030. Tables 12 and 13 present the total traffic levels of service at the study area intersections with the proposed development and with any recommended roadway improvements. 36 Table 12: 2025 Total Traffic Intersection Levels of Service Intersection Location NB LOS SB LOS EB LOS WB LOS Overall Intersection L T R Tot L T R Tot L T R Tot L T R Tot LOS Cotton Lane/Olive Avenue - Signalized AM Peak Hour D C C D D D D D A A A A A A A A 17.62 B PM Peak Hour D C C D D D D D A A A A A A A A 22.65 C Sarival Avenue/Northern Parkway EB On-Ramp – Signalized AM Peak Hour - A A A A A - A - - - - - - - - 0.81 A PM Peak Hour - A A A A A - A - - - - - - - - 0.72 A Sarival Avenue/Northern Parkway WB Off-Ramp – Signalized AM Peak Hour - A - A - A - A - - - - D - D D 13.26 B PM Peak Hour - A - A - A - A - - - - C - D D 15.69 B Sarival Avenue/Olive Avenue – Signalized AM Peak Hour A A A A A A A A C D D D C D D D 17.24 B PM Peak Hour A A A A A A A A C D D D C D D D 12.63 B Sarival Avenue/Peoria Avenue – Signalized AM Peak Hour C C C C C D D D A B B B A A A A 17.92 B PM Peak Hour D C C C C D D D A B B B A A A A 18.90 B Reems Road/Olive Avenue – All-Way Stop Controlled AM Peak Hour A A A A A A A A A A A A A A A A 8.62 A PM Peak Hour A A A A A A A A A A A A A A A A 8.90 A Sarival Avenue/Access A – Two-Way Stop Controlled AM Peak Hour - A A A - A A A - - A A - - A A 9.75 A* PM Peak Hour - A A A - A A A - - A A - - A A 9.95 A* Sarival Avenue/Access B – Two-Way Stop Controlled AM Peak Hour A A A A A A A A C - A B C - A B 14.20 B* PM Peak Hour A A A A A A A A C - A B C - A B 13.35 B* Sarival Avenue/Access C – Two-Way Stop Controlled AM Peak Hour A A A A A A A A C - A B C - A B 13.45 B* PM Peak Hour A A A A A A A A B - A B C - A B 13.26 B* Sarival Avenue/Access D – Two-Way Stop Controlled AM Peak Hour A A A A A A A A C - A B B - A B 12.76 B* PM Peak Hour A A A A A A A A B - A B C - A B 13.16 B* Sarival Avenue/Access E – Two-Way Stop Controlled AM Peak Hour A A A A A A A A C - A B B - A B 12.13 B* PM Peak Hour A A A A A A A A B - A B B - A B 13.07 B* *LOS presented is for the worst approach for unsignalized intersection. 37 For total traffic conditions in year 2025, the study area intersections and accesses are forecasted to operate at acceptable levels of service, LOS C or better, during the morning and evening peak hours. 38 Table 13: 2030 Total Traffic Intersection Levels of Service Intersection Location NB LOS SB LOS EB LOS WB LOS Overall Intersection L T R Tot L T R Tot L T R Tot L T R Tot LOS Cotton Lane/Olive Avenue - Signalized AM Peak Hour D C C D D D D D A A A A A A A A 17.88 B PM Peak Hour D C C C D C D D A A A A A A A A 22.61 C Sarival Avenue/Northern Parkway EB On-Ramp – Signalized AM Peak Hour - A A A A A - A - - - - - - - - 0.83 A PM Peak Hour - A A A A A - A - - - - - - - - 0.80 A Sarival Avenue/Northern Parkway WB Off-Ramp – Signalized AM Peak Hour - A - A - A - A - - - - C - D D 13.48 B PM Peak Hour - A - A - A - A - - - - C - D D 16.69 B Sarival Avenue/Olive Avenue – Signalized AM Peak Hour A B B A A A A A C D D D C C C C 18.71 B PM Peak Hour A A A A A A A A C D D D C D D D 13.74 B Sarival Avenue/Peoria Avenue – Signalized AM Peak Hour C C C C C D D D A B B B A A A A 19.02 B PM Peak Hour C C C C C C C C A B B B A B A B 19.88 B Reems Road/Olive Avenue – All-Way Stop Controlled AM Peak Hour A A A A A A A A A A A A A A A A 9.35 A PM Peak Hour A A A A A A A A A A A A A A A A 9.80 A Sarival Avenue/Access A – Two-Way Stop Controlled AM Peak Hour - A A A - A A A - - A A - - A A 9.88 A* PM Peak Hour - A A A - A A A - - B B - - A A 10.10 B* Sarival Avenue/Access B – Two-Way Stop Controlled AM Peak Hour A A A A A A A A C - A B C - A C 15.02 C* PM Peak Hour A A A A A A A A C - A B C - A B 14.28 B* Sarival Avenue/Access C – Two-Way Stop Controlled AM Peak Hour A A A A A A A A C - A B C - A B 14.20 B* PM Peak Hour A A A A A A A A C - A B C - A B 14.17 B* Sarival Avenue/Access D – Two-Way Stop Controlled AM Peak Hour A A A A A A A A C - A B C - A B 13.44 B* PM Peak Hour A A A A A A A A C - A B C - A B 14.06 B* Sarival Avenue/Access E – Two-Way Stop Controlled AM Peak Hour A A A A A A A A C - A B B - A B 12.75 B* PM Peak Hour A A A A A A A A B - A B C - A B 13.94 B* *LOS presented is for the worst approach for unsignalized intersection. 39 Through year 2030, the study intersections and site accesses are expected to operate at acceptable levels of service, LOS C or better, during the morning and evening peak hours. F. Commercial and Industrial Driveways/Throat Length To account for the potential for exiting queuing on driveways due to the lack of gaps that may occur from time to time on Sarival Avenue, the site accesses should be designed with adequate throat lengths to prevent on-site blockages, which may lead to issues on the adjacent roadways. Therefore, due to the industrial nature of the site, driveways should be provided with an inbound throat length of at least 80 feet. G. Intersection Sight Distance Proper intersection sight distance and sight triangles shall be provided and maintained at the site accesses and intersections of the proposed development to give drivers exiting the accesses a clear view of oncoming traffic. The landscape and hardscape within the sight triangles must not obstruct the driver’s view of the adjacent travel lanes. To ensure adequate sight distances and sight distance triangles, AASHTO’s A Policy on Geometric Design of Highways and Streets Section 9.5 should be followed as appropriate when designing the accesses and landscaping. H. AT&SF Railroad Crossing The planned widening of Sarival Avenue along the site boundary will require AT&SF railroad crossing improvements approximately 80 feet north of the Sarival Avenue/Olive Avenue intersection. The development team should reach out to AT&SF Railroad to conduct a diagnostic meeting to determine the required crossing improvements for the at-grade crossing. The improvements may include a new pad, new gates, safety devices and train preemption with the installation of the signal at the intersection of Olive Avenue/Sarival Avenue. 40 VIII. CONCLUSIONS AND RECOMMENDATIONS The Parkway 303 East Development is located on the northeast corner of SR303L and Olive Avenue in Glendale, Arizona. The site consists of approximately 276.4 acres of agricultural land, Maricopa County Assessor’s parcels (501-06-008C and 501-41- 004A). The site will be developed as four warehouse buildings totaling approximately 4,381,272 square feet. It is assumed that the warehouse buildings will be constructed in one phase and occupied by year 2025. Five site driveways are planned for this development. The driveways will align to provide access to development on both the west and east sides of Sarival Avenue. The southern driveway, Access A, will be limited to right in/right out only due to its proximity to the intersection of Sarival Avenue/Olive Avenue, the required southbound left turn storage at Olive Avenue and the location of the railroad crossing north of Olive Avenue. The remaining four accesses are planned as full movement driveways and are spaces at least 500 feet apart, measured center of driveway to center of driveway. The forecasted trip generation was calculated based on values presented within the 11th Edition of the ITE Trip Generation Manual. On a weekday, after full build-out of Parkway 303 East, the development is estimated to generate a total of 7,492 daily trips with 745 trips occurring in the morning peak hour and 789 trips occurring in the evening peak hour. According to the Trip Generation Manual, it is assumed that approximately 12 percent of the trips in the morning peak hour are heavy vehicles and 16 percent in the evening peak hour. Right turn deceleration lanes will be required for the development at all the site accesses, Accesses A through E. The right turn lanes should be designed as 150 feet of storage with a 150-foot taper. A two way left turn lane will be constructed on Sarival Avenue within the project boundary limits. The two way left turn lane is sufficient to accommodate left turn traffic into the site accesses, B through E. Based on signal warrants, traffic signals will be warranted in the future at the intersections of Sarival Avenue/Peoria Avenue and Sarival Avenue/Olive Avenue by full buildout year 2025. Therefore, the developer should be responsible for 10% of the signal costs at eth intersection of Sarival Avenue/Peoria Avenue and 50% of the signal costs at the intersection of Sarival Avenue/Olive Avenue. Using the forecasted total traffic volumes for years 2025 and 2030, along with the recommended intersection improvements, the study area intersections and the proposed site accesses are anticipated to operate at acceptable levels of service, LOS C or better, during the morning and evening peak hours. 41 Proper intersection sight distance and sight triangles shall be provided and maintained at the site accesses and intersections of the proposed development to give drivers exiting the accesses a clear view of oncoming traffic. The landscape and hardscape within the sight triangles must not obstruct the driver’s view of the adjacent travel lanes. To ensure adequate sight distances and sight distance triangles, AASHTO’s A Policy on Geometric Design of Highways and Streets Section 9.5 should be followed as appropriate when designing the accesses and landscaping. Based on the findings of this TIA, the following recommendations apply: • Within the property boundary, construct Sarival Avenue to its ultimate section with 110 feet or right of way per the City of Glendale’s Arterial Section A-1. • Install new pad, gates, and safety devices to accommodate the roadway widening of Sarival Avenue under the direction of the AT&SF Railroad. • Provide an exclusive left turn lane for southbound traffic on Sarival Avenue at Olive Avenue. The left turn lane should provide 150 feet of storage with a 100- foot opening. Depending upon the intersection geometrics, the left turn lane may be required to be split (additional length) to avoid vehicles stopped over the tracks. • Limit Access A to a right in/right out only with a raised driveway island. • Construct right turn deceleration lanes on Sarival Avenue at the site accesses A through E in the northbound and southbound directions. Each right turn lane should provide 150 feet of storage with a 150-foot taper. • Contribute an in-lieu payment of 10% of the cost of traffic signal design and installation at the intersection of Sarival Avenue/Peoria Avenue. • Contribute an in-lieu payment of 50% of the cost of traffic signal design and installation at the intersection of Sarival Avenue/Olive Avenue. This signal may include train pre-emption to enhance safety at the intersection. 42 XI. LIMITATIONS Our professional services have been performed using the degree of skill ordinarily exercised, under similar circumstances, by reputable transportation engineering firms practicing in this locality. No other warranty, expressed or implied, is made. The contents of this report are intended for the sole use of the addressee and his/her designees. In completing this report, data was obtained from a variety of sources (i.e., City, County, State and Federal sources); United Civil Group has assumed these sources to be reliable and accurate. Should deviations from this report be noted, this firm shall be contacted for review of the area of concern. A reasonable attempt was made to acquire recent traffic impact studies, traffic projections and/or data that may be helpful in more accurately projecting traffic volumes. United Civil Group is not responsible for incorporating data made available after this document has been finalized. This report is issued with the understanding that it is the responsibility of the owner to see that its provisions are carried out or brought to the attention of those concerned. If any changes of the proposed project are planned, the conclusions and recommendations contained in this report shall be reviewed and the report shall be modified or supplemented, as necessary. 43 X. SOURCES A Policy on Geometric Design of Highways and Streets, American Association of State Highway and Transportation Officials, 7th Edition, 2019. Engineering Design and Construction Standards, City of Glendale, 2015. Manual on Uniform Traffic Control Devices, Federal Highway Administration, MUTCD 2009. Highway Capacity Manual, HCM, Transportation Research Board. Roadway Design Manual, MCDOT, 2020. Traffic Impact Study Manual, MCDOT, 2017. Trip Generation, 11th Edition, Institute of Transportation Engineers, 2021. Appendix A Lt Lt\T T T/Rt Rt Lt/T/Rt Lt/Rt Project No: TR22060 Northbound 2 2 1 Southbound 2 2 1 Location: Cotton Lane Eastbound 1 2 1 and Olive Avenue Westbound 1 2 1 Intersection Configuration: Signalized #### 45 58 3 161 Start Time Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds 7:00 AM 8 17 2 0 1 13 9 0 13 55 15 0 2 24 2 0 161 11 7:15 AM 4 15 6 0 0 8 10 0 14 40 8 0 2 17 2 0 126 150 69 7:30 AM 5 29 5 0 1 7 6 0 19 46 10 0 1 11 1 0 141 78 2 7:45 AM 9 17 2 0 0 19 9 0 28 40 10 0 0 13 1 0 148 576 163 184 8:00 AM 9 16 7 0 1 13 13 0 14 46 8 0 0 18 5 0 150 565 45 8:15 AM 14 19 2 0 1 11 9 0 19 42 12 0 2 28 1 0 160 599 N 8:30 AM 4 20 7 0 1 15 14 0 17 35 15 0 0 10 4 0 142 600 105 36 72 18 8:45 AM 7 21 1 0 1 13 16 0 17 30 6 0 2 13 0 0 127 579 Peak Hour Total 36 72 18 0 3 58 45 0 78 163 45 0 2 69 11 0 600 #### 118 79 2 135 Start Time Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds 4:00 PM 9 19 4 0 2 19 31 0 8 30 3 0 4 36 1 0 166 6 4:15 PM 7 21 2 0 0 22 27 0 12 22 3 0 4 34 1 0 155 297 139 4:30 PM 4 15 3 0 0 14 25 0 16 35 10 0 2 53 2 0 179 58 8 4:45 PM 4 11 3 0 0 20 19 0 16 21 8 0 1 42 3 0 148 648 88 104 5:00 PM 9 22 5 0 1 19 28 0 12 20 9 0 1 31 1 0 158 640 30 5:15 PM 9 14 3 0 0 16 31 0 19 20 6 0 3 34 1 0 156 641 N 5:30 PM 12 19 3 0 1 18 23 0 14 24 6 0 1 37 2 0 160 622 117 40 71 14 5:45 PM 10 16 3 0 0 26 36 0 13 24 9 0 3 37 2 0 179 653 Peak Hour Total 40 71 14 0 2 79 118 0 58 88 30 0 8 139 6 0 653 Total Peak Hour 5:00 PM 653 125 176 199 153 Olive Avenue Northbound Southbound Eastbound Westbound Cotton Lane Olive Avenue 286 106 82 600 Cotton Lane 126 Turning Movement Count Cotton Lane Cotton Lane Olive Avenue Olive Avenue June 23, 2022 (Thursday) Speed Limit 45 45 45 45 Peak Hour 7:45 AM Westbound Total Eastbound Southbound Northbound Lt Lt\T T T/Rt Rt Lt/T/Rt Lt/Rt Project No: TR22060 Northbound 1 Southbound 1 Location: Reems Road Eastbound 1 and Olive Avenue Westbound 1 Intersection Configuration: Unsignalized #### 6 5 47 96 Start Time Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds 7:00 AM 1 20 2 0 7 0 1 0 2 41 2 0 2 0 0 0 78 2 7:15 AM 1 21 1 0 10 3 1 0 0 34 1 0 1 1 0 0 74 16 1 7:30 AM 2 27 1 0 15 0 2 0 3 34 6 0 3 0 0 0 93 3 9 7:45 AM 3 23 0 0 12 0 0 0 0 31 3 0 2 0 1 0 75 320 134 184 8:00 AM 3 20 1 0 10 2 3 0 0 35 5 0 3 0 1 0 83 325 15 8:15 AM 5 12 2 0 6 2 4 0 1 22 4 0 1 0 1 0 60 311 N 8:30 AM 0 19 3 0 10 2 2 0 0 15 5 0 2 0 0 0 58 276 29 9 91 3 8:45 AM 1 20 1 0 12 1 4 0 3 23 5 0 6 0 1 0 77 278 Peak Hour Total 9 91 3 0 47 5 6 0 3 134 15 0 9 1 2 0 325 #### 8 2 31 137 Start Time Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds 4:00 PM 1 25 1 0 13 0 1 0 0 32 5 0 2 0 0 0 80 5 4:15 PM 2 40 3 0 4 0 2 0 1 28 5 0 1 0 3 0 89 19 1 4:30 PM 4 31 2 0 10 0 0 0 2 32 6 0 0 0 0 0 87 4 3 4:45 PM 1 30 0 0 9 1 5 0 0 28 11 0 0 0 1 0 86 342 115 151 5:00 PM 3 27 0 0 8 1 1 0 1 27 10 0 2 1 1 0 82 344 32 5:15 PM 2 37 1 0 6 0 1 0 1 21 7 0 1 0 1 0 78 333 N 5:30 PM 3 32 1 0 8 2 5 0 0 25 5 0 0 0 0 0 81 327 37 10 128 5 5:45 PM 1 36 1 0 7 0 0 0 0 24 4 0 2 0 1 0 76 317 Peak Hour Total 10 128 5 0 31 2 8 0 4 115 32 0 3 1 5 0 344 Peak Hour 7:15 AM Westbound Total Eastbound Southbound Northbound Turning Movement Count Reems Road Reems Road Olive Avenue Olive Avenue June 23, 2022 (Thursday) Speed Limit 45 45 45 45 152 58 12 325 Reems Road 103 Olive Avenue Northbound Southbound Eastbound Westbound Reems Road Olive Avenue Total Peak Hour 4:15 PM 344 143 151 41 9 Lt Lt\T T T/Rt Rt Lt/T/Rt Lt/Rt Project No: TR22060 Northbound 1 1 Southbound 2 1 Location: Sarival Avenue Eastbound and Northern Parkway EB On-Ramp Westbound Intersection Configuration: Signalized #### 0 101 179 39 Start Time Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds 7:00 AM 0 3 25 0 41 34 0 0 0 0 0 0 0 0 0 0 103 0 7:15 AM 0 8 38 0 44 29 0 0 0 0 0 0 0 0 0 0 119 0 0 7:30 AM 0 13 30 0 59 10 0 0 0 0 0 0 0 0 0 0 112 0 0 7:45 AM 0 15 29 0 35 28 0 0 0 0 0 0 0 0 0 0 107 441 0 301 8:00 AM 0 9 12 0 31 32 0 0 0 0 0 0 0 0 0 0 84 422 0 8:15 AM 0 14 32 0 44 27 0 0 0 0 0 0 0 0 0 0 117 420 N 8:30 AM 0 13 40 0 39 28 0 0 0 0 0 0 0 0 0 0 120 428 101 0 39 122 8:45 AM 0 14 23 0 18 23 0 0 0 0 0 0 0 0 0 0 78 399 Peak Hour Total 0 39 122 0 179 101 0 0 0 0 0 0 0 0 0 0 441 #### 0 154 58 61 Start Time Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds 4:00 PM 0 10 26 0 20 33 0 0 0 0 0 0 0 0 0 0 89 0 4:15 PM 0 13 21 0 19 25 0 0 0 0 0 0 0 0 0 0 78 0 0 4:30 PM 0 13 19 0 22 39 0 0 0 0 0 0 0 0 0 0 93 0 0 4:45 PM 0 16 24 0 19 35 0 0 0 0 0 0 0 0 0 0 94 354 0 212 5:00 PM 0 17 61 0 12 47 0 0 0 0 0 0 0 0 0 0 137 402 0 5:15 PM 0 16 29 0 17 34 0 0 0 0 0 0 0 0 0 0 96 420 N 5:30 PM 0 12 40 0 10 38 0 0 0 0 0 0 0 0 0 0 100 427 154 0 61 154 5:45 PM 0 14 29 0 17 29 0 0 0 0 0 0 0 0 0 0 89 422 Peak Hour Total 0 61 154 0 58 154 0 0 0 0 0 0 0 0 0 0 427 Peak Hour 7:00 AM Westbound Total Eastbound Southbound Northbound Turning Movement Count Sarival Avenue Sarival Avenue Northern Parkway EB On-RamNorthern Parkway EB On-Ram June 23, 2022 (Thursday) Speed Limit 45 45 55 0 280 0 441 Sarival Avenue 161 Northern Parkway EB On-Ram Northbound Southbound Eastbound Westbound Sarival Avenue Northern Parkway EB On-Ram Total Peak Hour 4:45 PM 427 215 0 212 0 Lt Lt\T T T/Rt Rt Lt/T/Rt Lt/Rt Project No: TR22060 Northbound 1 Southbound 3 Location: Sarival Avenue Eastbound and Northern Parkway WB Off-Ramp Westbound 1 1 Intersection Configuration: Signalized #### 0 212 0 119 Start Time Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds 7:00 AM 0 3 0 0 0 58 0 0 0 0 0 0 17 0 22 0 100 68 7:15 AM 0 8 0 0 0 55 0 0 0 0 0 0 18 0 15 0 96 0 0 7:30 AM 0 13 0 0 0 56 0 0 0 0 0 0 13 0 12 0 94 0 54 7:45 AM 0 15 0 0 0 49 0 0 0 0 0 0 14 0 15 0 93 383 0 0 8:00 AM 0 9 0 0 0 52 0 0 0 0 0 0 11 0 19 0 91 374 0 8:15 AM 0 14 0 0 0 55 0 0 0 0 0 0 16 0 22 0 107 385 N 8:30 AM 0 13 0 0 0 49 0 0 0 0 0 0 18 0 13 0 93 384 266 0 51 0 8:45 AM 0 14 0 0 0 24 0 0 0 0 0 0 17 0 20 0 75 366 Peak Hour Total 0 51 0 0 0 212 0 0 0 0 0 0 54 0 68 0 385 #### 0 130 0 213 Start Time Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds 4:00 PM 0 10 0 0 0 33 0 0 0 0 0 0 20 0 36 0 99 151 4:15 PM 0 13 0 0 0 23 0 0 0 0 0 0 21 0 44 0 101 0 0 4:30 PM 0 13 0 0 0 37 0 0 0 0 0 0 24 0 44 0 118 0 95 4:45 PM 0 16 0 0 0 30 0 0 0 0 0 0 24 0 37 0 107 425 0 0 5:00 PM 0 17 0 0 0 34 0 0 0 0 0 0 25 0 28 0 104 430 0 5:15 PM 0 16 0 0 0 29 0 0 0 0 0 0 22 0 42 0 109 438 N 5:30 PM 0 12 0 0 0 18 0 0 0 0 0 0 30 0 36 0 96 416 225 0 62 0 5:45 PM 0 14 0 0 0 29 0 0 0 0 0 0 17 0 33 0 93 402 Peak Hour Total 0 62 0 0 0 130 0 0 0 0 0 0 95 0 151 0 438 Total Peak Hour 4:30 PM 438 62 0 130 246 orthern Parkway WB Off-Ram Northbound Southbound Eastbound Westbound Sarival Avenue orthern Parkway WB Off-Ram 0 212 122 385 Sarival Avenue 51 Turning Movement Count Sarival Avenue Sarival Avenue orthern Parkway WB Off-Ramorthern Parkway WB Off-Ram June 23, 2022 (Thursday) Speed Limit 45 45 55 Peak Hour 7:30 AM Westbound Total Eastbound Southbound Northbound Lt Lt\T T T/Rt Rt Lt/T/Rt Lt/Rt Project No: TR22060 Northbound 1 Southbound 1 Location: Sarival Avenue Eastbound 1 and Olive Avenue Westbound 1 Intersection Configuration: Unsignalized #### 8 94 2 98 Start Time Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds 7:00 AM 19 7 1 0 0 23 2 0 3 8 40 0 0 4 0 0 107 2 7:15 AM 14 8 5 0 0 16 3 0 3 11 34 0 0 3 0 0 97 78 23 7:30 AM 7 16 2 0 0 25 0 0 7 15 30 0 1 6 0 0 109 31 5 7:45 AM 9 19 2 0 1 21 2 0 8 8 26 0 2 3 1 0 102 415 43 53 8:00 AM 11 14 3 0 0 26 2 0 10 10 24 0 2 6 0 0 108 416 114 8:15 AM 20 16 1 0 1 22 4 0 6 10 34 0 0 8 1 0 123 442 N 8:30 AM 10 10 4 0 0 18 2 0 14 11 20 0 2 4 0 0 95 428 213 47 65 8 8:45 AM 10 13 2 0 1 13 1 0 9 13 10 0 1 3 2 0 78 404 Peak Hour Total 47 65 8 0 2 94 8 0 31 43 114 0 5 23 2 0 442 #### 23 78 1 124 Start Time Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds 4:00 PM 29 15 0 0 0 12 6 0 7 12 20 0 1 5 0 0 107 3 4:15 PM 37 19 1 0 0 15 3 0 5 6 9 0 0 7 1 0 103 172 38 4:30 PM 33 23 1 0 0 21 11 0 8 8 18 0 1 7 1 0 132 24 4 4:45 PM 30 24 4 0 0 20 4 0 6 11 9 0 0 11 1 0 120 462 34 42 5:00 PM 23 18 1 0 1 26 0 0 5 8 8 0 1 11 1 0 103 458 49 5:15 PM 25 32 1 0 0 11 8 0 5 7 14 0 2 9 0 0 114 469 N 5:30 PM 31 20 0 0 1 9 4 0 6 14 9 0 0 6 0 0 100 437 131 111 97 7 5:45 PM 26 13 0 0 0 16 5 0 6 6 12 0 0 6 1 0 91 408 Peak Hour Total 111 97 7 0 1 78 23 0 24 34 49 0 4 38 3 0 469 Total Peak Hour 4:30 PM 469 215 107 102 45 Olive Avenue Northbound Southbound Eastbound Westbound Sarival Avenue Olive Avenue 188 104 30 442 Sarival Avenue 120 Turning Movement Count Sarival Avenue Sarival Avenue Olive Avenue Olive Avenue June 23, 2022 (Thursday) Speed Limit 45 45 45 45 Peak Hour 7:30 AM Westbound Total Eastbound Southbound Northbound Lt Lt\T T T/Rt Rt Lt/T/Rt Lt/Rt Project No: TR22060 Northbound 1 1 1 Southbound 1 1 Location: Sarival Avenue Eastbound 1 1 and Peoria Avenue Westbound 1 1 1 Intersection Configuration: Unsignalized #### 41 64 24 59 Start Time Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds 7:00 AM 3 5 3 0 6 12 13 0 3 39 2 0 2 53 4 0 145 8 7:15 AM 0 9 2 0 9 13 12 0 2 46 0 0 6 42 4 0 145 232 159 7:30 AM 7 6 6 0 10 23 14 0 6 44 1 0 2 34 0 0 153 16 13 7:45 AM 7 7 5 0 2 10 8 0 1 28 5 0 6 43 2 0 124 567 142 187 8:00 AM 6 11 7 0 4 11 9 0 5 44 7 0 2 35 4 0 145 567 16 8:15 AM 12 11 3 0 8 20 10 0 4 26 3 0 3 47 2 0 149 571 N 8:30 AM 4 15 7 0 1 15 10 0 5 36 3 0 4 39 1 0 140 558 93 32 35 21 8:45 AM 5 8 7 0 3 7 7 0 3 37 5 0 2 37 1 0 122 556 Peak Hour Total 32 35 21 0 24 64 41 0 16 142 16 0 13 159 8 0 571 #### 39 34 11 140 Start Time Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds 4:00 PM 5 16 6 0 3 9 10 0 10 39 1 0 8 56 3 0 166 19 4:15 PM 8 11 11 0 3 9 5 0 17 62 4 0 7 44 2 0 183 310 239 4:30 PM 7 17 1 0 4 19 10 0 15 48 5 0 8 44 3 0 181 57 31 4:45 PM 15 22 4 0 3 11 14 0 12 61 9 0 9 62 7 0 229 759 264 306 5:00 PM 1 14 10 0 3 13 10 0 17 63 8 0 4 60 5 0 208 801 26 5:15 PM 10 10 9 0 3 6 5 0 16 73 5 0 14 62 2 0 215 833 N 5:30 PM 6 18 8 0 2 4 10 0 12 67 4 0 4 55 5 0 195 847 91 32 64 31 5:45 PM 6 11 8 0 4 13 5 0 15 60 3 0 8 50 12 0 195 813 Peak Hour Total 32 64 31 0 11 34 39 0 57 264 26 0 31 239 19 0 847 Peak Hour 7:30 AM Westbound Total Eastbound Southbound Northbound Turning Movement Count Sarival Avenue Sarival Avenue Peoria Avenue Peoria Avenue June 23, 2022 (Thursday) Speed Limit 45 45 45 45 174 129 180 571 Sarival Avenue 88 Peoria Avenue Northbound Southbound Eastbound Westbound Sarival Avenue Peoria Avenue Total Peak Hour 4:45 PM 847 127 347 84 289 Appendix B 0.094 Volume to Capacity (v/c): B Level Of Service: 17.5 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: Signalized Control Type: Intersection 1: Cotton Lane & Olive Avenue Intersection Level Of Service Report No No No No Crosswalk No No No No Curb Present 0.00 0.00 0.00 0.00 Grade [%] 45.00 45.00 45.00 45.00 Speed [mph] 49.21 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 1 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Exit Pocket 420.00 100.00 475.00 160.00 100.00 350.00 175.00 100.00 250.00 175.00 100.00 230.00 Entry Pocket Length [ft] 1 0 1 1 0 1 1 0 2 1 0 2 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration Westbound Eastbound Southbound Northbound Approach Olive Avenue Olive Avenue Cotton Lane Cotton Lane Name Intersection Setup 2022 Existing AM 2022 Existing AM Version 2022 (SP 0-8) Generated with 0 0 0 0 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 mi 0 0 0 0 v_co, Outbound Pedestrian Volume crossing 0 0 0 0 v_di, Inbound Pedestrian Volume crossing m 0 0 0 0 v_do, Outbound Pedestrian Volume crossing 0 0 0 0 0 0 0 0 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] No No No No No No No No Presence of On-Street Parking 12 77 2 50 181 87 50 64 3 20 80 40 Total Analysis Volume [veh/h] 3 19 1 13 45 22 13 16 1 5 20 10 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 11 69 2 45 163 78 45 58 3 18 72 36 Total Hourly Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 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] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Growth Factor 0.00 Proportion of CAVs [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 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 Adjustment Factor 11 69 2 45 163 78 45 58 3 18 72 36 Base Volume Input [veh/h] Olive Avenue Olive Avenue Cotton Lane Cotton Lane Name Volumes 2022 Existing AM 2022 Existing AM Version 2022 (SP 0-8) Generated with 0 Pedestrian Clearance [s] 0 Pedestrian Walk [s] 0 Pedestrian Signal Group Exclusive Pedestrian Phase 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 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 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] No No No No No No No No Pedestrian Recall No No No No No No No No Maximum Recall No No No No No No No No Minimum Recall 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 l2, Clearance Lost Time [s] 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 l1, Start-Up Lost Time [s] No No No No Rest In Walk 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delayed Vehicle Green [s] 0 10 0 0 10 0 0 10 0 0 10 0 Pedestrian Clearance [s] 0 5 0 0 5 0 0 5 0 0 5 0 Walk [s] 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 Vehicle Extension [s] 0 27 9 0 27 9 0 18 40 0 14 36 Split [s] 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 All red [s] 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 Amber [s] 0 30 30 0 30 30 0 30 30 0 30 30 Maximum Green [s] 0 10 5 0 10 5 0 10 5 0 10 5 Minimum Green [s] - - Lead - - Lead - - Lead - - Lead Lead / Lag Auxiliary Signal Groups 0 6 1 0 2 5 0 4 7 0 8 3 Signal Group Permiss Permiss ProtPer Permiss Permiss ProtPer Permiss Permiss Protecte Permiss Permiss Protecte Control Type Phasing & Timing 0.00 Lost time [s] SingleBand Permissive Mode Lead Green - Beginning of First Green Offset Reference 0.0 Offset [s] Fully actuated Actuation Type Time of Day Pattern Isolated Coordination Type 90 Cycle Length [s] - Signal Coordination Group No Located in CBD Intersection Settings 2022 Existing AM 2022 Existing AM Version 2022 (SP 0-8) Generated with 3.35 10.41 0.31 11.53 20.19 15.53 45.80 28.11 1.91 16.94 33.71 19.85 95th-Percentile Queue Length [ft/ln] 0.13 0.42 0.01 0.46 0.81 0.62 1.83 1.12 0.08 0.68 1.35 0.79 95th-Percentile Queue Length [veh/ln] 1.86 5.79 0.17 6.41 11.21 8.63 25.44 15.62 1.06 9.41 18.73 11.03 50th-Percentile Queue Length [ft/ln] 0.07 0.23 0.01 0.26 0.45 0.35 1.02 0.62 0.04 0.38 0.75 0.44 50th-Percentile Queue Length [veh/ln] No No Yes No Yes No Yes No No No No Yes Critical Lane Group A A A A A A D D D C C D Lane Group LOS 6.24 6.34 3.45 4.95 5.03 3.74 38.22 36.94 48.68 34.21 34.53 43.77 d, Delay for Lane Group [s/veh] 0.01 0.03 0.00 0.05 0.08 0.08 0.30 0.17 0.16 0.09 0.16 0.32 X, volume / capacity Lane Group Results 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d3, Initial Queue Delay [s] 0.02 0.03 0.00 0.08 0.06 0.15 0.98 0.21 4.03 0.18 0.16 1.42 d2, Incremental Delay [s] 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 0.50 0.50 0.11 0.50 0.50 0.50 0.11 0.11 0.11 0.11 0.11 0.11 k, delay calibration 6.22 6.31 3.45 4.87 4.97 3.60 37.24 36.73 44.65 34.03 34.37 42.35 d1, Uniform Delay [s] 1001 2243 940 1075 2409 1083 168 376 18 217 487 126 c, Capacity [veh/h] 1589 3560 1172 1589 3560 1355 1589 3560 3459 1589 3560 3459 s, saturation flow rate [veh/h] 0.01 0.02 0.00 0.03 0.05 0.06 0.03 0.02 0.00 0.01 0.02 0.01 (v / s)_i Volume / Saturation Flow Rate 0.63 0.63 0.73 0.68 0.68 0.73 0.11 0.11 0.00 0.14 0.14 0.04 g / C, Green / Cycle 57 57 65 61 61 65 9 9 0 12 12 3 g_i, Effective Green Time [s] 2.00 2.00 0.00 2.00 2.00 0.00 2.00 2.00 2.00 2.00 2.00 2.00 l2, Clearance 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 l1_p, Permitted Start-Up Lost Time [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 L, Total Lost Time per Cycle [s] 90 90 90 90 90 90 90 90 90 90 90 90 C, Cycle Length [s] R C L R C L R C L R C L Lane Group Lane Group Calculations 2022 Existing AM 2022 Existing AM Version 2022 (SP 0-8) Generated with Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh] 43.77 34.53 34.21 48.68 36.94 38.22 3.74 5.03 4.95 3.45 6.34 6.24 Movement LOS D C C D D D A A A A A A d_A, Approach Delay [s/veh] 37.13 37.79 4.67 6.26 Approach LOS D D A A d_I, Intersection Delay [s/veh] 17.53 Intersection LOS B Intersection V/C 0.094 Other Modes g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 0.0 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 0.00 0.00 0.00 I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 0.000 0.000 Crosswalk LOS F F F F s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 222 311 511 511 d_b, Bicycle Delay [s] 35.60 32.13 24.98 24.98 I_b,int, Bicycle LOS Score for Intersection 1.675 1.656 1.822 1.635 Bicycle LOS A A A A - - - - - - - - - - - - - - - - Ring 4 - - - - - - - - - - - - - - - - Ring 3 - - - - - - - - - - - - 8 7 6 5 Ring 2 - - - - - - - - - - - - 4 3 2 1 Ring 1 Sequence 2022 Existing AM 2022 Existing AM Version 2022 (SP 0-8) Generated with 0.093 Volume to Capacity (v/c): A Level Of Service: 0.5 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: Signalized Control Type: Intersection 2: Sarival Road & Northern Parkway EB On-Ramp Intersection Level Of Service Report No No No Crosswalk No No Curb Present 0.00 0.00 0.00 Grade [%] 30.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 No. of Lanes in Exit Pocket 100.00 100.00 100.00 420.00 170.00 100.00 Entry Pocket Length [ft] 0 0 0 2 1 0 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Left Thru Left Right Thru Turning Movement Lane Configuration Westbound Southbound Northbound Approach Sarival Avenue Name Intersection Setup 2022 Existing AM 2022 Existing AM Version 2022 (SP 0-8) Generated with 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 v_co, Outbound Pedestrian Volume crossing 0 0 0 v_di, Inbound Pedestrian Volume crossing m 0 0 0 v_do, Outbound Pedestrian Volume crossing 0 0 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 On-Street Parking Maneuver Rate [/h] No No No No Presence of On-Street Parking 0 0 112 199 136 43 Total Analysis Volume [veh/h] 0 0 28 50 34 11 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 1.0000 1.0000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 0 0 101 179 122 39 Total Hourly Volume [veh/h] 0 0 0 0 0 0 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] 0 0 0 0 0 0 In-Process Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Growth Factor 0.00 Proportion of CAVs [%] 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Adjustment Factor 0 0 101 179 122 39 Base Volume Input [veh/h] Sarival Avenue Name Volumes 2022 Existing AM 2022 Existing AM Version 2022 (SP 0-8) Generated with 0 Pedestrian Clearance [s] 0 Pedestrian Walk [s] 0 Pedestrian Signal Group Exclusive Pedestrian Phase 1.00 1.00 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 0.0 0.0 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] No No No Pedestrian Recall No No No Maximum Recall No No No Minimum Recall 0.0 0.0 2.0 2.0 0.0 2.0 l2, Clearance Lost Time [s] 0.0 0.0 2.0 2.0 0.0 2.0 l1, Start-Up Lost Time [s] No No Rest In Walk 0.0 0.0 0.0 0.0 0.0 0.0 Delayed Vehicle Green [s] 0 0 10 0 0 10 Pedestrian Clearance [s] 0 0 5 0 0 5 Walk [s] 0.0 0.0 3.0 3.0 0.0 3.0 Vehicle Extension [s] 0 0 90 35 0 55 Split [s] 0.0 0.0 1.0 1.0 0.0 1.0 All red [s] 0.0 0.0 3.0 3.0 0.0 3.0 Amber [s] 0 0 30 30 0 30 Maximum Green [s] 0 0 10 5 0 10 Minimum Green [s] - - - Lead - - Lead / Lag Auxiliary Signal Groups 0 0 2 5 0 6 Signal Group Permissive Permissive Permissive ProtPerm Permissive Permissive Control Type Phasing & Timing 0.00 Lost time [s] SingleBand Permissive Mode Lead Green - Beginning of First Green Offset Reference 0.0 Offset [s] Semi-actuated Actuation Type Time of Day Pattern Isolated Coordination Type 90 Cycle Length [s] - Signal Coordination Group No Located in CBD Intersection Settings 2022 Existing AM 2022 Existing AM Version 2022 (SP 0-8) Generated with 1.50 0.99 2.84 0.72 95th-Percentile Queue Length [ft/ln] 0.06 0.04 0.11 0.03 95th-Percentile Queue Length [veh/ln] 0.84 0.55 1.58 0.40 50th-Percentile Queue Length [ft/ln] 0.03 0.02 0.06 0.02 50th-Percentile Queue Length [veh/ln] No Yes Yes No Critical Lane Group A A A A Lane Group LOS 0.16 0.16 1.18 1.00 d, Delay for Lane Group [s/veh] 0.06 0.08 0.10 0.03 X, volume / capacity Lane Group Results 1.00 1.00 1.00 1.00 PF, progression factor 1.00 1.00 1.00 1.00 Rp, platoon ratio 0.00 0.00 0.00 0.00 d3, Initial Queue Delay [s] 0.07 0.06 0.15 0.03 d2, Incremental Delay [s] 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 0.50 0.50 0.50 0.50 k, delay calibration 0.09 0.10 1.04 0.97 d1, Uniform Delay [s] 1787 2462 1359 1598 c, Capacity [veh/h] 1870 2432 1589 1870 s, saturation flow rate [veh/h] 0.06 0.08 0.09 0.02 (v / s)_i Volume / Saturation Flow Rate 0.96 0.96 0.86 0.86 g / C, Green / Cycle 86 86 77 77 g_i, Effective Green Time [s] 2.00 0.00 2.00 2.00 l2, Clearance Lost Time [s] 0.00 0.00 0.00 0.00 l1_p, Permitted Start-Up Lost Time [s] 4.00 4.00 4.00 4.00 L, Total Lost Time per Cycle [s] 90 90 90 90 C, Cycle Length [s] C L R C Lane Group Lane Group Calculations 2022 Existing AM 2022 Existing AM Version 2022 (SP 0-8) Generated with Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh] 1.00 1.18 0.16 0.16 0.00 0.00 Movement LOS A A A A d_A, Approach Delay [s/veh] 1.14 0.16 0.00 Approach LOS A A A d_I, Intersection Delay [s/veh] 0.52 Intersection LOS A Intersection V/C 0.093 Other Modes g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 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] 0.00 0.00 0.00 I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 0.000 Crosswalk LOS F F F s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1133 1911 0 d_b, Bicycle Delay [s] 8.45 0.09 45.00 I_b,int, Bicycle LOS Score for Intersection 1.855 2.073 4.132 Bicycle LOS A B D - - - - - - - - - - - - - - - - Ring 4 - - - - - - - - - - - - - - - - Ring 3 - - - - - - - - - - - - - - 6 5 Ring 2 - - - - - - - - - - - - - - 2 - Ring 1 Sequence 2022 Existing AM 2022 Existing AM Version 2022 (SP 0-8) Generated with 0.094 Volume to Capacity (v/c): B Level Of Service: 15.3 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: Signalized Control Type: Intersection 3: Sarival Avenue & Northern Parkway WB Off-Ramp Intersection Level Of Service Report No No No Crosswalk No No No Curb Present 0.00 0.00 0.00 Grade [%] 55.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 49.21 0.00 Exit Pocket Length [ft] 0 0 0 0 2 0 No. of Lanes in Exit Pocket 100.00 100.00 140.00 100.00 100.00 100.00 Entry Pocket Length [ft] 1 0 2 0 0 0 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Left Thru Left Right Thru Turning Movement Lane Configuration Westbound Southbound Northbound Approach Northern Parkway WB Pff-Ramp Sarival Avenue Sarival Avenue Name Intersection Setup 2022 Existing AM 2022 Existing AM Version 2022 (SP 0-8) Generated with 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 v_co, Outbound Pedestrian Volume crossing 0 0 0 v_di, Inbound Pedestrian Volume crossing m 0 0 0 v_do, Outbound Pedestrian Volume crossing 0 0 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 On-Street Parking Maneuver Rate [/h] No No No No No No Presence of On-Street Parking 76 60 236 0 0 57 Total Analysis Volume [veh/h] 19 15 59 0 0 14 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 1.0000 1.0000 0.9000 Peak Hour Factor 68 54 212 0 0 51 Total Hourly Volume [veh/h] 0 0 0 0 0 0 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] 0 0 0 0 0 0 In-Process Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Growth Factor 0.00 Proportion of CAVs [%] 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Adjustment Factor 68 54 212 0 0 51 Base Volume Input [veh/h] Northern Parkway WB Pff-Ramp Sarival Avenue Sarival Avenue Name Volumes 2022 Existing AM 2022 Existing AM Version 2022 (SP 0-8) Generated with 0 Pedestrian Clearance [s] 0 Pedestrian Walk [s] 0 Pedestrian Signal Group Exclusive Pedestrian Phase 1.00 1.00 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 0.0 0.0 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] No No No Pedestrian Recall No No No Maximum Recall No No No Minimum Recall 0.0 2.0 2.0 0.0 0.0 2.0 l2, Clearance Lost Time [s] 0.0 2.0 2.0 0.0 0.0 2.0 l1, Start-Up Lost Time [s] No No No Rest In Walk 0.0 0.0 0.0 0.0 0.0 0.0 Delayed Vehicle Green [s] 0 10 10 0 0 10 Pedestrian Clearance [s] 0 5 5 0 0 5 Walk [s] 0.0 3.0 3.0 0.0 0.0 3.0 Vehicle Extension [s] 0 47 43 0 0 43 Split [s] 0.0 1.0 1.0 0.0 0.0 1.0 All red [s] 0.0 3.0 3.0 0.0 0.0 3.0 Amber [s] 0 30 30 0 0 30 Maximum Green [s] 0 5 10 0 0 10 Minimum Green [s] - Lead - - - - Lead / Lag Auxiliary Signal Groups 0 7 2 0 0 6 Signal Group Permissive Permissive Permissive Permissive Permissive Permissive Control Type Phasing & Timing 0.00 Lost time [s] SingleBand Permissive Mode Lead Green - Beginning of First Green Offset Reference 0.0 Offset [s] Semi-actuated Actuation Type Time of Day Pattern Isolated Coordination Type 90 Cycle Length [s] - Signal Coordination Group No Located in CBD Intersection Settings 2022 Existing AM 2022 Existing AM Version 2022 (SP 0-8) Generated with 78.61 58.04 1.99 1.95 95th-Percentile Queue Length [ft/ln] 3.14 2.32 0.08 0.08 95th-Percentile Queue Length [veh/ln] 43.67 32.24 1.11 1.08 50th-Percentile Queue Length [ft/ln] 1.75 1.29 0.04 0.04 50th-Percentile Queue Length [veh/ln] Yes No Yes No Critical Lane Group D D A A Lane Group LOS 47.58 42.94 1.23 1.23 d, Delay for Lane Group [s/veh] 0.67 0.47 0.06 0.04 X, volume / capacity Lane Group Results 1.00 1.00 1.00 1.00 PF, progression factor 1.00 1.00 1.00 1.00 Rp, platoon ratio 0.00 0.00 0.00 0.00 d3, Initial Queue Delay [s] 6.79 2.75 0.02 0.04 d2, Incremental Delay [s] 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 0.11 0.11 0.50 0.50 k, delay calibration 40.79 40.19 1.21 1.19 d1, Uniform Delay [s] 113 126 4279 1571 c, Capacity [veh/h] 1589 1781 5094 1870 s, saturation flow rate [veh/h] 0.05 0.03 0.05 0.03 (v / s)_i Volume / Saturation Flow Rate 0.07 0.07 0.84 0.84 g / C, Green / Cycle 6 6 76 76 g_i, Effective Green Time [s] 2.00 2.00 2.00 2.00 l2, Clearance Lost Time [s] 0.00 0.00 0.00 0.00 l1_p, Permitted Start-Up Lost Time [s] 4.00 4.00 4.00 4.00 L, Total Lost Time per Cycle [s] 90 90 90 90 C, Cycle Length [s] R L C C Lane Group Lane Group Calculations 2022 Existing AM 2022 Existing AM Version 2022 (SP 0-8) Generated with Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh] 1.23 0.00 0.00 1.23 42.94 47.58 Movement LOS A A D D d_A, Approach Delay [s/veh] 1.23 1.23 45.53 Approach LOS A A D d_I, Intersection Delay [s/veh] 15.27 Intersection LOS B Intersection V/C 0.094 Other Modes g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 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] 0.00 0.00 0.00 I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 0.000 Crosswalk LOS F F F s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 867 867 956 d_b, Bicycle Delay [s] 14.45 14.45 12.27 I_b,int, Bicycle LOS Score for Intersection 1.654 1.689 1.560 Bicycle LOS A A A - - - - - - - - - - - - - - - - Ring 4 - - - - - - - - - - - - - - - - Ring 3 - - - - - - - - - - - - - 7 6 - Ring 2 - - - - - - - - - - - - - - 2 - Ring 1 Sequence 2022 Existing AM 2022 Existing AM Version 2022 (SP 0-8) Generated with 0.246 Volume to Capacity (v/c): A Level Of Service: 8.5 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: All-way stop Control Type: Intersection 4: Sarival Avenue & Olive Avenue Intersection Level Of Service Report No No No No Crosswalk 0.00 0.00 0.00 0.00 Grade [%] 45.00 30.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Exit Pocket 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 Entry Pocket Length [ft] 0 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration Westbound Eastbound Southbound Northbound Approach Olive Avenue Olive Avenue Sarival Avenue Sarival Avenue Name Intersection Setup 0 0 0 0 Pedestrian Volume [ped/h] 2 26 6 127 48 34 9 104 2 9 72 52 Total Analysis Volume [veh/h] 1 6 1 32 12 9 2 26 1 2 18 13 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 2 23 5 114 43 31 8 94 2 8 65 47 Total Hourly 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] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Growth Factor 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 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 Adjustment Factor 2 23 5 114 43 31 8 94 2 8 65 47 Base Volume Input [veh/h] Olive Avenue Olive Avenue Sarival Avenue Sarival Avenue Name Volumes 2022 Existing AM 2022 Existing AM Version 2022 (SP 0-8) Generated with A Intersection LOS 8.53 Intersection Delay [s/veh] A A A A Approach LOS 8.00 8.63 8.40 8.64 Approach Delay [s/veh] 3.54 24.22 12.87 15.51 95th-Percentile Queue Length [ft] 0.14 0.97 0.51 0.62 95th-Percentile Queue Length [veh] Movement, Approach, & Intersection Results 0.05 0.25 0.15 0.17 Degree of Utilization, x 754 848 781 772 Capacity per Entry Lane [veh/h] Lanes Intersection Settings 2022 Existing AM 2022 Existing AM Version 2022 (SP 0-8) Generated with 0.280 Volume to Capacity (v/c): B Level Of Service: 10.0 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: All-way stop Control Type: Intersection 5: Sarival Avenue & Peoria Avenue Intersection Level Of Service Report No No No No Crosswalk 0.00 0.00 0.00 0.00 Grade [%] 45.00 45.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Exit Pocket 160.00 100.00 160.00 100.00 100.00 165.00 100.00 100.00 160.00 100.00 100.00 170.00 Entry Pocket Length [ft] 1 0 1 0 0 1 0 0 1 0 0 1 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration Westbound Eastbound Southbound Northbound Approach Peoria Avenue Peoria Avenue Sarival Avenue Sarival Avenue Name Intersection Setup 0 0 0 0 Pedestrian Volume [ped/h] 9 177 14 18 158 18 46 71 27 23 39 36 Total Analysis Volume [veh/h] 2 44 4 4 39 4 11 18 7 6 10 9 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 8 159 13 16 142 16 41 64 24 21 35 32 Total Hourly 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] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Growth Factor 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 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 Adjustment Factor 8 159 13 16 142 16 41 64 24 21 35 32 Base Volume Input [veh/h] Peoria Avenue Peoria Avenue Sarival Avenue Sarival Avenue Name Volumes 2022 Existing AM 2022 Existing AM Version 2022 (SP 0-8) Generated with B Intersection LOS 10.01 Intersection Delay [s/veh] B B A A Approach LOS 10.37 10.36 9.63 9.12 Approach Delay [s/veh] 0.95 28.64 1.85 28.07 2.40 16.80 3.81 3.74 4.10 5.23 95th-Percentile Queue Length [ft] 0.04 1.15 0.07 1.12 0.10 0.67 0.15 0.15 0.16 0.21 95th-Percentile Queue Length [veh] Movement, Approach, & Intersection Results 0.01 0.28 0.02 0.28 0.03 0.18 0.05 0.05 0.05 0.07 Degree of Utilization, x 719 632 580 637 579 634 558 652 596 551 Capacity per Entry Lane [veh/h] Lanes Intersection Settings 2022 Existing AM 2022 Existing AM Version 2022 (SP 0-8) Generated with 0.203 Volume to Capacity (v/c): A Level Of Service: 8.2 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: All-way stop Control Type: Intersection 6: Reems Road & Olive Avenue Intersection Level Of Service Report No No No No Crosswalk 0.00 0.00 0.00 0.00 Grade [%] 45.00 45.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Exit Pocket 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 Entry Pocket Length [ft] 0 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration Westbound Eastbound Southbound Northbound Approach Olive Avenue Olive Avenue Reems Road Reems Road Name Intersection Setup 0 0 0 0 Pedestrian Volume [ped/h] 2 1 10 17 149 3 7 6 52 3 101 10 Total Analysis Volume [veh/h] 1 0 3 4 37 1 2 1 13 1 25 3 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 2 1 9 15 134 3 6 5 47 3 91 9 Total Hourly 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] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Growth Factor 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 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 Adjustment Factor 2 1 9 15 134 3 6 5 47 3 91 9 Base Volume Input [veh/h] Olive Avenue Olive Avenue Reems Road Reems Road Name Volumes 2022 Existing AM 2022 Existing AM Version 2022 (SP 0-8) Generated with A Intersection LOS 8.23 Intersection Delay [s/veh] A A A A Approach LOS 7.69 8.41 7.99 8.16 Approach Delay [s/veh] 1.27 18.88 6.74 12.18 95th-Percentile Queue Length [ft] 0.05 0.76 0.27 0.49 95th-Percentile Queue Length [veh] Movement, Approach, & Intersection Results 0.02 0.20 0.08 0.14 Degree of Utilization, x 781 834 786 812 Capacity per Entry Lane [veh/h] Lanes Intersection Settings 2022 Existing AM 2022 Existing AM Version 2022 (SP 0-8) Generated with 0.151 Volume to Capacity (v/c): C Level Of Service: 22.6 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: Signalized Control Type: Intersection 1: Cotton Lane & Olive Avenue Intersection Level Of Service Report No No No No Crosswalk No No No No Curb Present 0.00 0.00 0.00 0.00 Grade [%] 45.00 45.00 45.00 45.00 Speed [mph] 49.21 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 1 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Exit Pocket 420.00 100.00 475.00 160.00 100.00 350.00 175.00 100.00 250.00 175.00 100.00 230.00 Entry Pocket Length [ft] 1 0 1 1 0 1 1 0 2 1 0 2 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration Westbound Eastbound Southbound Northbound Approach Olive Avenue Olive Avenue Cotton Lane Cotton Lane Name Intersection Setup 2022 Existing PM 2022 Existing PM Version 2022 (SP 0-8) Generated with 0 0 0 0 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 mi 0 0 0 0 v_co, Outbound Pedestrian Volume crossing 0 0 0 0 v_di, Inbound Pedestrian Volume crossing m 0 0 0 0 v_do, Outbound Pedestrian Volume crossing 0 0 0 0 0 0 0 0 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] No No No No No No No No Presence of On-Street Parking 7 154 9 33 98 64 131 88 2 16 79 44 Total Analysis Volume [veh/h] 2 39 2 8 24 16 33 22 1 4 20 11 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 6 139 8 30 88 58 118 79 2 14 71 40 Total Hourly Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 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] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Growth Factor 0.00 Proportion of CAVs [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 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 Adjustment Factor 6 139 8 30 88 58 118 79 2 14 71 40 Base Volume Input [veh/h] Olive Avenue Olive Avenue Cotton Lane Cotton Lane Name Volumes 2022 Existing PM 2022 Existing PM Version 2022 (SP 0-8) Generated with 0 Pedestrian Clearance [s] 0 Pedestrian Walk [s] 0 Pedestrian Signal Group Exclusive Pedestrian Phase 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 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 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] No No No No No No No No Pedestrian Recall No No No No No No No No Maximum Recall No No No No No No No No Minimum Recall 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 l2, Clearance Lost Time [s] 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 l1, Start-Up Lost Time [s] No No No No Rest In Walk 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delayed Vehicle Green [s] 0 10 0 0 10 0 0 10 0 0 10 0 Pedestrian Clearance [s] 0 5 0 0 5 0 0 5 0 0 5 0 Walk [s] 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 Vehicle Extension [s] 0 23 9 0 23 9 0 16 18 0 40 42 Split [s] 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 All red [s] 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 Amber [s] 0 30 30 0 30 30 0 30 30 0 30 30 Maximum Green [s] 0 10 5 0 10 5 0 10 5 0 10 5 Minimum Green [s] - - Lead - - Lead - - Lead - - Lead Lead / Lag Auxiliary Signal Groups 0 6 1 0 2 5 0 4 7 0 8 3 Signal Group Permiss Permiss ProtPer Permiss Permiss ProtPer Permiss Permiss Protecte Permiss Permiss Protecte Control Type Phasing & Timing 0.00 Lost time [s] SingleBand Permissive Mode Lead Green - Beginning of First Green Offset Reference 0.0 Offset [s] Fully actuated Actuation Type Time of Day Pattern Isolated Coordination Type 90 Cycle Length [s] - Signal Coordination Group No Located in CBD Intersection Settings 2022 Existing PM 2022 Existing PM Version 2022 (SP 0-8) Generated with 1.97 21.58 1.46 8.16 11.60 11.96 133.16 38.62 1.36 13.32 32.83 21.77 95th-Percentile Queue Length [ft/ln] 0.08 0.86 0.06 0.33 0.46 0.48 5.33 1.54 0.05 0.53 1.31 0.87 95th-Percentile Queue Length [veh/ln] 1.10 11.99 0.81 4.53 6.45 6.64 73.98 21.45 0.76 7.40 18.24 12.09 50th-Percentile Queue Length [ft/ln] 0.04 0.48 0.03 0.18 0.26 0.27 2.96 0.86 0.03 0.30 0.73 0.48 50th-Percentile Queue Length [veh/ln] No Yes No No No Yes Yes No No No No Yes Critical Lane Group A A A A A A D D D C C D Lane Group LOS 6.31 6.61 3.64 5.37 5.39 3.89 44.73 36.78 49.37 33.36 33.78 43.67 d, Delay for Lane Group [s/veh] 0.01 0.07 0.01 0.03 0.04 0.06 0.74 0.22 0.14 0.07 0.15 0.33 X, volume / capacity Lane Group Results 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d3, Initial Queue Delay [s] 0.01 0.06 0.00 0.06 0.03 0.12 5.94 0.28 4.62 0.12 0.13 1.44 d2, Incremental Delay [s] 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 0.50 0.50 0.11 0.50 0.50 0.50 0.11 0.11 0.11 0.11 0.11 0.11 k, delay calibration 6.30 6.55 3.64 5.32 5.35 3.77 38.80 36.50 44.75 33.23 33.65 42.23 d1, Uniform Delay [s] 997 2233 1019 1049 2350 1006 177 397 14 232 519 133 c, Capacity [veh/h] 1589 3560 1284 1589 3560 1277 1589 3560 3459 1589 3560 3459 s, saturation flow rate [veh/h] 0.00 0.04 0.01 0.02 0.03 0.05 0.08 0.02 0.00 0.01 0.02 0.01 (v / s)_i Volume / Saturation Flow Rate 0.63 0.63 0.72 0.66 0.66 0.72 0.11 0.11 0.00 0.15 0.15 0.04 g / C, Green / Cycle 57 57 65 60 60 65 10 10 0 13 13 3 g_i, Effective Green Time [s] 2.00 2.00 0.00 2.00 2.00 0.00 2.00 2.00 2.00 2.00 2.00 2.00 l2, Clearance 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 l1_p, Permitted Start-Up Lost Time [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 L, Total Lost Time per Cycle [s] 90 90 90 90 90 90 90 90 90 90 90 90 C, Cycle Length [s] R C L R C L R C L R C L Lane Group Lane Group Calculations 2022 Existing PM 2022 Existing PM Version 2022 (SP 0-8) Generated with Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh] 43.67 33.78 33.36 49.37 36.78 44.73 3.89 5.39 5.37 3.64 6.61 6.31 Movement LOS D C C D D D A A A A A A d_A, Approach Delay [s/veh] 36.86 41.61 4.89 6.44 Approach LOS D D A A d_I, Intersection Delay [s/veh] 22.58 Intersection LOS C Intersection V/C 0.151 Other Modes g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 0.0 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 0.00 0.00 0.00 I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 0.000 0.000 Crosswalk LOS F F F F s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 799 266 422 422 d_b, Bicycle Delay [s] 16.24 33.84 28.05 28.05 I_b,int, Bicycle LOS Score for Intersection 1.674 1.742 1.720 1.700 Bicycle LOS A A A A - - - - - - - - - - - - - - - - Ring 4 - - - - - - - - - - - - - - - - Ring 3 - - - - - - - - - - - - 8 7 6 5 Ring 2 - - - - - - - - - - - - 4 3 2 1 Ring 1 Sequence 2022 Existing PM 2022 Existing PM Version 2022 (SP 0-8) Generated with 0.110 Volume to Capacity (v/c): A Level Of Service: 0.6 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: Signalized Control Type: Intersection 2: Sarival Road & Northern Parkway EB On-Ramp Intersection Level Of Service Report No No No Crosswalk No No Curb Present 0.00 0.00 0.00 Grade [%] 30.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 No. of Lanes in Exit Pocket 100.00 100.00 100.00 420.00 170.00 100.00 Entry Pocket Length [ft] 0 0 0 2 1 0 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Left Thru Left Right Thru Turning Movement Lane Configuration Westbound Southbound Northbound Approach Sarival Avenue Name Intersection Setup 2022 Existing PM 2022 Existing PM Version 2022 (SP 0-8) Generated with 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 v_co, Outbound Pedestrian Volume crossing 0 0 0 v_di, Inbound Pedestrian Volume crossing m 0 0 0 v_do, Outbound Pedestrian Volume crossing 0 0 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 On-Street Parking Maneuver Rate [/h] No No No No Presence of On-Street Parking 0 0 171 64 171 68 Total Analysis Volume [veh/h] 0 0 43 16 43 17 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 1.0000 1.0000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 0 0 154 58 154 61 Total Hourly Volume [veh/h] 0 0 0 0 0 0 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] 0 0 0 0 0 0 In-Process Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Growth Factor 0.00 Proportion of CAVs [%] 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Adjustment Factor 0 0 154 58 154 61 Base Volume Input [veh/h] Sarival Avenue Name Volumes 2022 Existing PM 2022 Existing PM Version 2022 (SP 0-8) Generated with 0 Pedestrian Clearance [s] 0 Pedestrian Walk [s] 0 Pedestrian Signal Group Exclusive Pedestrian Phase 1.00 1.00 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 0.0 0.0 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] No No No Pedestrian Recall No No No Maximum Recall No No No Minimum Recall 0.0 0.0 2.0 2.0 0.0 2.0 l2, Clearance Lost Time [s] 0.0 0.0 2.0 2.0 0.0 2.0 l1, Start-Up Lost Time [s] No No Rest In Walk 0.0 0.0 0.0 0.0 0.0 0.0 Delayed Vehicle Green [s] 0 0 10 0 0 10 Pedestrian Clearance [s] 0 0 5 0 0 5 Walk [s] 0.0 0.0 3.0 3.0 0.0 3.0 Vehicle Extension [s] 0 0 90 15 0 75 Split [s] 0.0 0.0 1.0 1.0 0.0 1.0 All red [s] 0.0 0.0 3.0 3.0 0.0 3.0 Amber [s] 0 0 30 30 0 30 Maximum Green [s] 0 0 10 5 0 10 Minimum Green [s] - - - Lead - - Lead / Lag Auxiliary Signal Groups 0 0 2 5 0 6 Signal Group Permissive Permissive Permissive ProtPerm Permissive Permissive Control Type Phasing & Timing 0.00 Lost time [s] SingleBand Permissive Mode Lead Green - Beginning of First Green Offset Reference 0.0 Offset [s] Semi-actuated Actuation Type Time of Day Pattern Isolated Coordination Type 90 Cycle Length [s] - Signal Coordination Group No Located in CBD Intersection Settings 2022 Existing PM 2022 Existing PM Version 2022 (SP 0-8) Generated with 2.38 0.32 3.19 0.99 95th-Percentile Queue Length [ft/ln] 0.10 0.01 0.13 0.04 95th-Percentile Queue Length [veh/ln] 1.32 0.18 1.77 0.55 50th-Percentile Queue Length [ft/ln] 0.05 0.01 0.07 0.02 50th-Percentile Queue Length [veh/ln] No Yes Yes No Critical Lane Group A A A A Lane Group LOS 0.20 0.12 1.10 0.89 d, Delay for Lane Group [s/veh] 0.10 0.03 0.12 0.04 X, volume / capacity Lane Group Results 1.00 1.00 1.00 1.00 PF, progression factor 1.00 1.00 1.00 1.00 Rp, platoon ratio 0.00 0.00 0.00 0.00 d3, Initial Queue Delay [s] 0.11 0.02 0.19 0.05 d2, Incremental Delay [s] 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 0.50 0.50 0.50 0.50 k, delay calibration 0.10 0.09 0.91 0.84 d1, Uniform Delay [s] 1787 2338 1376 1619 c, Capacity [veh/h] 1870 2304 1589 1870 s, saturation flow rate [veh/h] 0.09 0.03 0.11 0.04 (v / s)_i Volume / Saturation Flow Rate 0.96 0.96 0.87 0.87 g / C, Green / Cycle 86 86 78 78 g_i, Effective Green Time [s] 2.00 0.00 2.00 2.00 l2, Clearance Lost Time [s] 0.00 0.00 0.00 0.00 l1_p, Permitted Start-Up Lost Time [s] 4.00 4.00 4.00 4.00 L, Total Lost Time per Cycle [s] 90 90 90 90 C, Cycle Length [s] C L R C Lane Group Lane Group Calculations 2022 Existing PM 2022 Existing PM Version 2022 (SP 0-8) Generated with Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh] 0.89 1.10 0.12 0.20 0.00 0.00 Movement LOS A A A A d_A, Approach Delay [s/veh] 1.04 0.18 0.00 Approach LOS A A A d_I, Intersection Delay [s/veh] 0.61 Intersection LOS A Intersection V/C 0.110 Other Modes g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 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] 0.00 0.00 0.00 I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 0.000 Crosswalk LOS F F F s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1578 1911 0 d_b, Bicycle Delay [s] 2.01 0.09 45.00 I_b,int, Bicycle LOS Score for Intersection 1.954 1.947 4.132 Bicycle LOS A A D - - - - - - - - - - - - - - - - Ring 4 - - - - - - - - - - - - - - - - Ring 3 - - - - - - - - - - - - - - 6 5 Ring 2 - - - - - - - - - - - - - - 2 - Ring 1 Sequence 2022 Existing PM 2022 Existing PM Version 2022 (SP 0-8) Generated with 0.143 Volume to Capacity (v/c): C Level Of Service: 24.4 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: Signalized Control Type: Intersection 3: Sarival Avenue & Northern Parkway WB Off-Ramp Intersection Level Of Service Report No No No Crosswalk No No No Curb Present 0.00 0.00 0.00 Grade [%] 55.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 49.21 0.00 Exit Pocket Length [ft] 0 0 0 0 2 0 No. of Lanes in Exit Pocket 100.00 100.00 140.00 100.00 100.00 100.00 Entry Pocket Length [ft] 1 0 2 0 0 0 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Left Thru Left Right Thru Turning Movement Lane Configuration Westbound Southbound Northbound Approach Northern Parkway WB Pff-Ramp Sarival Avenue Sarival Avenue Name Intersection Setup 2022 Existing PM 2022 Existing PM Version 2022 (SP 0-8) Generated with 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 v_co, Outbound Pedestrian Volume crossing 0 0 0 v_di, Inbound Pedestrian Volume crossing m 0 0 0 v_do, Outbound Pedestrian Volume crossing 0 0 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 On-Street Parking Maneuver Rate [/h] No No No No No No Presence of On-Street Parking 168 106 144 0 0 69 Total Analysis Volume [veh/h] 42 26 36 0 0 17 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 1.0000 1.0000 0.9000 Peak Hour Factor 151 95 130 0 0 62 Total Hourly Volume [veh/h] 0 0 0 0 0 0 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] 0 0 0 0 0 0 In-Process Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Growth Factor 0.00 Proportion of CAVs [%] 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Adjustment Factor 151 95 130 0 0 62 Base Volume Input [veh/h] Northern Parkway WB Pff-Ramp Sarival Avenue Sarival Avenue Name Volumes 2022 Existing PM 2022 Existing PM Version 2022 (SP 0-8) Generated with 0 Pedestrian Clearance [s] 0 Pedestrian Walk [s] 0 Pedestrian Signal Group Exclusive Pedestrian Phase 1.00 1.00 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 0.0 0.0 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] No No No Pedestrian Recall No No No Maximum Recall No No No Minimum Recall 0.0 2.0 2.0 0.0 0.0 2.0 l2, Clearance Lost Time [s] 0.0 2.0 2.0 0.0 0.0 2.0 l1, Start-Up Lost Time [s] No No No Rest In Walk 0.0 0.0 0.0 0.0 0.0 0.0 Delayed Vehicle Green [s] 0 10 10 0 0 10 Pedestrian Clearance [s] 0 5 5 0 0 5 Walk [s] 0.0 3.0 3.0 0.0 0.0 3.0 Vehicle Extension [s] 0 60 30 0 0 30 Split [s] 0.0 1.0 1.0 0.0 0.0 1.0 All red [s] 0.0 3.0 3.0 0.0 0.0 3.0 Amber [s] 0 30 30 0 0 30 Maximum Green [s] 0 5 10 0 0 10 Minimum Green [s] - Lead - - - - Lead / Lag Auxiliary Signal Groups 0 7 2 0 0 6 Signal Group Permissive Permissive Permissive Permissive Permissive Permissive Control Type Phasing & Timing 0.00 Lost time [s] SingleBand Permissive Mode Lead Green - Beginning of First Green Offset Reference 0.0 Offset [s] Semi-actuated Actuation Type Time of Day Pattern Isolated Coordination Type 90 Cycle Length [s] - Signal Coordination Group No Located in CBD Intersection Settings 2022 Existing PM 2022 Existing PM Version 2022 (SP 0-8) Generated with 166.50 93.46 4.67 7.49 95th-Percentile Queue Length [ft/ln] 6.66 3.74 0.19 0.30 95th-Percentile Queue Length [veh/ln] 92.50 51.92 2.60 4.16 50th-Percentile Queue Length [ft/ln] 3.70 2.08 0.10 0.17 50th-Percentile Queue Length [veh/ln] Yes No No Yes Critical Lane Group D D A A Lane Group LOS 44.25 37.22 2.31 2.38 d, Delay for Lane Group [s/veh] 0.79 0.45 0.04 0.05 X, volume / capacity Lane Group Results 1.00 1.00 1.00 1.00 PF, progression factor 1.00 1.00 1.00 1.00 Rp, platoon ratio 0.00 0.00 0.00 0.00 d3, Initial Queue Delay [s] 6.48 1.31 0.02 0.06 d2, Incremental Delay [s] 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 0.11 0.11 0.50 0.50 k, delay calibration 37.77 35.91 2.29 2.31 d1, Uniform Delay [s] 212 238 3960 1454 c, Capacity [veh/h] 1589 1781 5094 1870 s, saturation flow rate [veh/h] 0.11 0.06 0.03 0.04 (v / s)_i Volume / Saturation Flow Rate 0.13 0.13 0.78 0.78 g / C, Green / Cycle 12 12 70 70 g_i, Effective Green Time [s] 2.00 2.00 2.00 2.00 l2, Clearance Lost Time [s] 0.00 0.00 0.00 0.00 l1_p, Permitted Start-Up Lost Time [s] 4.00 4.00 4.00 4.00 L, Total Lost Time per Cycle [s] 90 90 90 90 C, Cycle Length [s] R L C C Lane Group Lane Group Calculations 2022 Existing PM 2022 Existing PM Version 2022 (SP 0-8) Generated with Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh] 2.38 0.00 0.00 2.31 37.22 44.25 Movement LOS A A D D d_A, Approach Delay [s/veh] 2.38 2.31 41.53 Approach LOS A A D d_I, Intersection Delay [s/veh] 24.39 Intersection LOS C Intersection V/C 0.143 Other Modes g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 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] 0.00 0.00 0.00 I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 0.000 Crosswalk LOS F F F s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 578 578 1244 d_b, Bicycle Delay [s] 22.76 22.76 6.42 I_b,int, Bicycle LOS Score for Intersection 1.673 1.639 1.560 Bicycle LOS A A A - - - - - - - - - - - - - - - - Ring 4 - - - - - - - - - - - - - - - - Ring 3 - - - - - - - - - - - - - 7 6 - Ring 2 - - - - - - - - - - - - - - 2 - Ring 1 Sequence 2022 Existing PM 2022 Existing PM Version 2022 (SP 0-8) Generated with 0.303 Volume to Capacity (v/c): A Level Of Service: 8.9 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: All-way stop Control Type: Intersection 4: Sarival Avenue & Olive Avenue Intersection Level Of Service Report No No No No Crosswalk 0.00 0.00 0.00 0.00 Grade [%] 45.00 30.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Exit Pocket 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 Entry Pocket Length [ft] 0 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration Westbound Eastbound Southbound Northbound Approach Olive Avenue Olive Avenue Sarival Avenue Sarival Avenue Name Intersection Setup 0 0 0 0 Pedestrian Volume [ped/h] 3 42 4 54 38 27 26 87 1 8 108 123 Total Analysis Volume [veh/h] 1 11 1 14 9 7 6 22 0 2 27 31 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 3 38 4 49 34 24 23 78 1 7 97 111 Total Hourly 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] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Growth Factor 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 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 Adjustment Factor 3 38 4 49 34 24 23 78 1 7 97 111 Base Volume Input [veh/h] Olive Avenue Olive Avenue Sarival Avenue Sarival Avenue Name Volumes 2022 Existing PM 2022 Existing PM Version 2022 (SP 0-8) Generated with A Intersection LOS 8.88 Intersection Delay [s/veh] A A A A Approach LOS 8.25 8.43 8.24 9.53 Approach Delay [s/veh] 5.35 13.38 12.37 32.00 95th-Percentile Queue Length [ft] 0.21 0.54 0.49 1.28 95th-Percentile Queue Length [veh] Movement, Approach, & Intersection Results 0.07 0.15 0.14 0.30 Degree of Utilization, x 734 782 801 789 Capacity per Entry Lane [veh/h] Lanes Intersection Settings 2022 Existing PM 2022 Existing PM Version 2022 (SP 0-8) Generated with 0.537 Volume to Capacity (v/c): B Level Of Service: 13.1 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: All-way stop Control Type: Intersection 5: Sarival Avenue & Peoria Avenue Intersection Level Of Service Report No No No No Crosswalk 0.00 0.00 0.00 0.00 Grade [%] 45.00 45.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Exit Pocket 160.00 100.00 160.00 100.00 100.00 165.00 100.00 100.00 160.00 100.00 100.00 170.00 Entry Pocket Length [ft] 1 0 1 0 0 1 0 0 1 0 0 1 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration Westbound Eastbound Southbound Northbound Approach Peoria Avenue Peoria Avenue Sarival Avenue Sarival Avenue Name Intersection Setup 0 0 0 0 Pedestrian Volume [ped/h] 21 266 34 29 293 63 43 38 12 34 71 36 Total Analysis Volume [veh/h] 5 66 9 7 73 16 11 9 3 9 18 9 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 19 239 31 26 264 57 39 34 11 31 64 32 Total Hourly 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] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Growth Factor 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 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 Adjustment Factor 19 239 31 26 264 57 39 34 11 31 64 32 Base Volume Input [veh/h] Peoria Avenue Peoria Avenue Sarival Avenue Sarival Avenue Name Volumes 2022 Existing PM 2022 Existing PM Version 2022 (SP 0-8) Generated with B Intersection LOS 13.06 Intersection Delay [s/veh] B B B B Approach LOS 13.27 14.59 10.39 10.18 Approach Delay [s/veh] 2.49 60.05 5.06 79.76 9.68 12.89 1.90 7.68 8.27 5.92 95th-Percentile Queue Length [ft] 0.10 2.40 0.20 3.19 0.39 0.52 0.08 0.31 0.33 0.24 95th-Percentile Queue Length [veh] Movement, Approach, & Intersection Results 0.03 0.46 0.06 0.54 0.11 0.15 0.02 0.09 0.10 0.07 Degree of Utilization, x 652 579 537 599 548 548 484 563 526 490 Capacity per Entry Lane [veh/h] Lanes Intersection Settings 2022 Existing PM 2022 Existing PM Version 2022 (SP 0-8) Generated with 0.201 Volume to Capacity (v/c): A Level Of Service: 8.3 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: All-way stop Control Type: Intersection 6: Reems Road & Olive Avenue Intersection Level Of Service Report No No No No Crosswalk 0.00 0.00 0.00 0.00 Grade [%] 45.00 45.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Exit Pocket 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 Entry Pocket Length [ft] 0 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration Westbound Eastbound Southbound Northbound Approach Olive Avenue Olive Avenue Reems Road Reems Road Name Intersection Setup 0 0 0 0 Pedestrian Volume [ped/h] 6 1 3 36 128 4 9 2 34 6 142 11 Total Analysis Volume [veh/h] 1 0 1 9 32 1 2 1 9 1 36 3 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 5 1 3 32 115 4 8 2 31 5 128 10 Total Hourly 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] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Growth Factor 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 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 Adjustment Factor 5 1 3 32 115 4 8 2 31 5 128 10 Base Volume Input [veh/h] Olive Avenue Olive Avenue Reems Road Reems Road Name Volumes 2022 Existing PM 2022 Existing PM Version 2022 (SP 0-8) Generated with A Intersection LOS 8.31 Intersection Delay [s/veh] A A A A Approach LOS 7.35 8.37 7.83 8.44 Approach Delay [s/veh] 0.91 18.65 4.52 17.87 95th-Percentile Queue Length [ft] 0.04 0.75 0.18 0.71 95th-Percentile Queue Length [veh] Movement, Approach, & Intersection Results 0.01 0.20 0.06 0.19 Degree of Utilization, x 838 838 791 820 Capacity per Entry Lane [veh/h] Lanes Intersection Settings 2022 Existing PM 2022 Existing PM Version 2022 (SP 0-8) Generated with 0.109 Volume to Capacity (v/c): B Level Of Service: 17.6 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: Signalized Control Type: Intersection 1: Cotton Lane & Olive Avenue Intersection Level Of Service Report No No No No Crosswalk No No No No Curb Present 0.00 0.00 0.00 0.00 Grade [%] 45.00 45.00 45.00 45.00 Speed [mph] 49.21 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 1 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Exit Pocket 420.00 100.00 475.00 160.00 100.00 350.00 175.00 100.00 250.00 175.00 100.00 230.00 Entry Pocket Length [ft] 1 0 1 1 0 1 1 0 2 1 0 2 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration Westbound Eastbound Southbound Northbound Approach Olive Avenue Olive Avenue Cotton Lane Cotton Lane Name Intersection Setup 2025 Background AM 2025 Background AM Version 2022 (SP 0-8) Generated with 0 0 0 0 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 mi 0 0 0 0 v_co, Outbound Pedestrian Volume crossing 0 0 0 0 v_di, Inbound Pedestrian Volume crossing m 0 0 0 0 v_do, Outbound Pedestrian Volume crossing 0 0 0 0 0 0 0 0 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] No No No No No No No No Presence of On-Street Parking 14 89 2 58 210 100 58 74 3 23 92 47 Total Analysis Volume [veh/h] 4 22 1 14 53 25 14 19 1 6 23 12 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 13 80 2 52 189 90 52 67 3 21 83 42 Total Hourly Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 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] 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 Growth Factor 0.00 Proportion of CAVs [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 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 Adjustment Factor 11 69 2 45 163 78 45 58 3 18 72 36 Base Volume Input [veh/h] Olive Avenue Olive Avenue Cotton Lane Cotton Lane Name Volumes 2025 Background AM 2025 Background AM Version 2022 (SP 0-8) Generated with 0 Pedestrian Clearance [s] 0 Pedestrian Walk [s] 0 Pedestrian Signal Group Exclusive Pedestrian Phase 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 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 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] No No No No No No No No Pedestrian Recall No No No No No No No No Maximum Recall No No No No No No No No Minimum Recall 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 l2, Clearance Lost Time [s] 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 l1, Start-Up Lost Time [s] No No No No Rest In Walk 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delayed Vehicle Green [s] 0 10 0 0 10 0 0 10 0 0 10 0 Pedestrian Clearance [s] 0 5 0 0 5 0 0 5 0 0 5 0 Walk [s] 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 Vehicle Extension [s] 0 27 9 0 27 9 0 18 40 0 14 36 Split [s] 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 All red [s] 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 Amber [s] 0 30 30 0 30 30 0 30 30 0 30 30 Maximum Green [s] 0 10 5 0 10 5 0 10 5 0 10 5 Minimum Green [s] - - Lead - - Lead - - Lead - - Lead Lead / Lag Auxiliary Signal Groups 0 6 1 0 2 5 0 4 7 0 8 3 Signal Group Permiss Permiss ProtPer Permiss Permiss ProtPer Permiss Permiss Protecte Permiss Permiss Protecte Control Type Phasing & Timing 0.00 Lost time [s] SingleBand Permissive Mode Lead Green - Beginning of First Green Offset Reference 0.0 Offset [s] Fully actuated Actuation Type Time of Day Pattern Isolated Coordination Type 90 Cycle Length [s] - Signal Coordination Group No Located in CBD Intersection Settings 2025 Background AM 2025 Background AM Version 2022 (SP 0-8) Generated with 4.03 12.46 0.32 13.84 24.34 18.71 53.32 32.50 1.91 19.36 38.60 23.21 95th-Percentile Queue Length [ft/ln] 0.16 0.50 0.01 0.55 0.97 0.75 2.13 1.30 0.08 0.77 1.54 0.93 95th-Percentile Queue Length [veh/ln] 2.24 6.92 0.18 7.69 13.52 10.40 29.62 18.05 1.06 10.76 21.44 12.90 50th-Percentile Queue Length [ft/ln] 0.09 0.28 0.01 0.31 0.54 0.42 1.18 0.72 0.04 0.43 0.86 0.52 50th-Percentile Queue Length [veh/ln] No No Yes No Yes No Yes No No No No Yes Critical Lane Group A A A A A A D D D C C D Lane Group LOS 6.50 6.61 3.59 5.16 5.26 3.95 38.40 36.89 48.68 33.86 34.22 43.61 d, Delay for Lane Group [s/veh] 0.01 0.04 0.00 0.05 0.09 0.09 0.34 0.19 0.16 0.10 0.18 0.34 X, volume / capacity Lane Group Results 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d3, Initial Queue Delay [s] 0.03 0.03 0.00 0.10 0.07 0.18 1.16 0.24 4.03 0.19 0.17 1.46 d2, Incremental Delay [s] 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 0.50 0.50 0.11 0.50 0.50 0.50 0.11 0.11 0.11 0.11 0.11 0.11 k, delay calibration 6.47 6.58 3.59 5.07 5.19 3.78 37.25 36.65 44.65 33.66 34.05 42.15 d1, Uniform Delay [s] 990 2218 905 1066 2389 1064 171 384 18 226 506 137 c, Capacity [veh/h] 1589 3560 1135 1589 3560 1342 1589 3560 3459 1589 3560 3459 s, saturation flow rate [veh/h] 0.01 0.02 0.00 0.04 0.06 0.07 0.04 0.02 0.00 0.01 0.03 0.01 (v / s)_i Volume / Saturation Flow Rate 0.62 0.62 0.72 0.67 0.67 0.72 0.11 0.11 0.00 0.14 0.14 0.04 g / C, Green / Cycle 56 56 65 61 61 65 10 10 0 13 13 4 g_i, Effective Green Time [s] 2.00 2.00 0.00 2.00 2.00 0.00 2.00 2.00 2.00 2.00 2.00 2.00 l2, Clearance 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 l1_p, Permitted Start-Up Lost Time [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 L, Total Lost Time per Cycle [s] 90 90 90 90 90 90 90 90 90 90 90 90 C, Cycle Length [s] R C L R C L R C L R C L Lane Group Lane Group Calculations 2025 Background AM 2025 Background AM Version 2022 (SP 0-8) Generated with Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh] 43.61 34.22 33.86 48.68 36.89 38.40 3.95 5.26 5.16 3.59 6.61 6.50 Movement LOS D C C D D D A A A A A A d_A, Approach Delay [s/veh] 36.90 37.80 4.89 6.54 Approach LOS D D A A d_I, Intersection Delay [s/veh] 17.62 Intersection LOS B Intersection V/C 0.109 Other Modes g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 0.0 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 0.00 0.00 0.00 I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 0.000 0.000 Crosswalk LOS F F F F s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 222 311 511 511 d_b, Bicycle Delay [s] 35.60 32.13 24.98 24.98 I_b,int, Bicycle LOS Score for Intersection 1.693 1.671 1.863 1.646 Bicycle LOS A A A A - - - - - - - - - - - - - - - - Ring 4 - - - - - - - - - - - - - - - - Ring 3 - - - - - - - - - - - - 8 7 6 5 Ring 2 - - - - - - - - - - - - 4 3 2 1 Ring 1 Sequence 2025 Background AM 2025 Background AM Version 2022 (SP 0-8) Generated with 0.138 Volume to Capacity (v/c): A Level Of Service: 0.7 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: Signalized Control Type: Intersection 2: Sarival Road & Northern Parkway EB On-Ramp Intersection Level Of Service Report No No No Crosswalk No No Curb Present 0.00 0.00 0.00 Grade [%] 30.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 No. of Lanes in Exit Pocket 100.00 100.00 100.00 420.00 170.00 100.00 Entry Pocket Length [ft] 0 0 0 2 1 0 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Left Thru Left Right Thru Turning Movement Lane Configuration Westbound Southbound Northbound Approach Sarival Avenue Name Intersection Setup 2025 Background AM 2025 Background AM Version 2022 (SP 0-8) Generated with 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 v_co, Outbound Pedestrian Volume crossing 0 0 0 v_di, Inbound Pedestrian Volume crossing m 0 0 0 v_do, Outbound Pedestrian Volume crossing 0 0 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 On-Street Parking Maneuver Rate [/h] No No No No Presence of On-Street Parking 0 0 174 289 157 239 Total Analysis Volume [veh/h] 0 0 44 72 39 60 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 1.0000 1.0000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 0 0 157 260 141 215 Total Hourly Volume [veh/h] 0 0 0 0 0 0 Right Turn on Red Volume [veh/h] 0 0 40 53 0 170 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] 1.0000 1.0000 1.1576 1.1576 1.1576 1.1576 Growth Factor 0.00 Proportion of CAVs [%] 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Adjustment Factor 0 0 101 179 122 39 Base Volume Input [veh/h] Sarival Avenue Name Volumes 2025 Background AM 2025 Background AM Version 2022 (SP 0-8) Generated with 0 Pedestrian Clearance [s] 0 Pedestrian Walk [s] 0 Pedestrian Signal Group Exclusive Pedestrian Phase 1.00 1.00 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 0.0 0.0 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] No No No Pedestrian Recall No No No Maximum Recall No No No Minimum Recall 0.0 0.0 2.0 2.0 0.0 2.0 l2, Clearance Lost Time [s] 0.0 0.0 2.0 2.0 0.0 2.0 l1, Start-Up Lost Time [s] No No Rest In Walk 0.0 0.0 0.0 0.0 0.0 0.0 Delayed Vehicle Green [s] 0 0 10 0 0 10 Pedestrian Clearance [s] 0 0 5 0 0 5 Walk [s] 0.0 0.0 3.0 3.0 0.0 3.0 Vehicle Extension [s] 0 0 90 35 0 55 Split [s] 0.0 0.0 1.0 1.0 0.0 1.0 All red [s] 0.0 0.0 3.0 3.0 0.0 3.0 Amber [s] 0 0 30 30 0 30 Maximum Green [s] 0 0 10 5 0 10 Minimum Green [s] - - - Lead - - Lead / Lag Auxiliary Signal Groups 0 0 2 5 0 6 Signal Group Permissive Permissive Permissive ProtPerm Permissive Permissive Control Type Phasing & Timing 0.00 Lost time [s] SingleBand Permissive Mode Lead Green - Beginning of First Green Offset Reference 0.0 Offset [s] Semi-actuated Actuation Type Time of Day Pattern Isolated Coordination Type 90 Cycle Length [s] - Signal Coordination Group No Located in CBD Intersection Settings 2025 Background AM 2025 Background AM Version 2022 (SP 0-8) Generated with 2.43 1.84 3.40 4.68 95th-Percentile Queue Length [ft/ln] 0.10 0.07 0.14 0.19 95th-Percentile Queue Length [veh/ln] 1.35 1.02 1.89 2.60 50th-Percentile Queue Length [ft/ln] 0.05 0.04 0.08 0.10 50th-Percentile Queue Length [veh/ln] No Yes No Yes Critical Lane Group A A A A Lane Group LOS 0.21 0.28 1.23 1.29 d, Delay for Lane Group [s/veh] 0.10 0.14 0.12 0.15 X, volume / capacity Lane Group Results 1.00 1.00 1.00 1.00 PF, progression factor 1.00 1.00 1.00 1.00 Rp, platoon ratio 0.00 0.00 0.00 0.00 d3, Initial Queue Delay [s] 0.11 0.14 0.17 0.20 d2, Incremental Delay [s] 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 0.50 0.50 0.50 0.50 k, delay calibration 0.10 0.14 1.06 1.09 d1, Uniform Delay [s] 1787 2060 1358 1598 c, Capacity [veh/h] 1870 2046 1589 1870 s, saturation flow rate [veh/h] 0.09 0.14 0.10 0.13 (v / s)_i Volume / Saturation Flow Rate 0.96 0.96 0.86 0.86 g / C, Green / Cycle 86 86 77 77 g_i, Effective Green Time [s] 2.00 0.00 2.00 2.00 l2, Clearance Lost Time [s] 0.00 0.00 0.00 0.00 l1_p, Permitted Start-Up Lost Time [s] 4.00 4.00 4.00 4.00 L, Total Lost Time per Cycle [s] 90 90 90 90 C, Cycle Length [s] C L R C Lane Group Lane Group Calculations 2025 Background AM 2025 Background AM Version 2022 (SP 0-8) Generated with Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh] 1.29 1.23 0.28 0.21 0.00 0.00 Movement LOS A A A A d_A, Approach Delay [s/veh] 1.27 0.25 0.00 Approach LOS A A A d_I, Intersection Delay [s/veh] 0.72 Intersection LOS A Intersection V/C 0.138 Other Modes g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 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] 0.00 0.00 0.00 I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 0.000 Crosswalk LOS F F F s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1133 1911 0 d_b, Bicycle Delay [s] 8.45 0.09 45.00 I_b,int, Bicycle LOS Score for Intersection 2.213 2.324 4.132 Bicycle LOS B B D - - - - - - - - - - - - - - - - Ring 4 - - - - - - - - - - - - - - - - Ring 3 - - - - - - - - - - - - - - 6 5 Ring 2 - - - - - - - - - - - - - - 2 - Ring 1 Sequence 2025 Background AM 2025 Background AM Version 2022 (SP 0-8) Generated with 0.349 Volume to Capacity (v/c): B Level Of Service: 18.2 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: Signalized Control Type: Intersection 3: Sarival Avenue & Northern Parkway WB Off-Ramp Intersection Level Of Service Report No No No Crosswalk No No No Curb Present 0.00 0.00 0.00 Grade [%] 55.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 49.21 0.00 Exit Pocket Length [ft] 0 0 0 0 2 0 No. of Lanes in Exit Pocket 100.00 100.00 140.00 100.00 100.00 100.00 Entry Pocket Length [ft] 1 0 2 0 0 0 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Left Thru Left Right Thru Turning Movement Lane Configuration Westbound Southbound Northbound Approach Northern Parkway WB Pff-Ramp Sarival Avenue Sarival Avenue Name Intersection Setup 2025 Background AM 2025 Background AM Version 2022 (SP 0-8) Generated with 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 v_co, Outbound Pedestrian Volume crossing 0 0 0 v_di, Inbound Pedestrian Volume crossing m 0 0 0 v_do, Outbound Pedestrian Volume crossing 0 0 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 On-Street Parking Maneuver Rate [/h] No No No No No No Presence of On-Street Parking 339 70 376 0 0 254 Total Analysis Volume [veh/h] 85 18 94 0 0 64 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 1.0000 1.0000 0.9000 Peak Hour Factor 305 63 338 0 0 229 Total Hourly Volume [veh/h] 0 0 0 0 0 0 Right Turn on Red Volume [veh/h] 226 0 93 0 0 170 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] 1.1576 1.1576 1.1576 1.0000 1.0000 1.1576 Growth Factor 0.00 Proportion of CAVs [%] 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Adjustment Factor 68 54 212 0 0 51 Base Volume Input [veh/h] Northern Parkway WB Pff-Ramp Sarival Avenue Sarival Avenue Name Volumes 2025 Background AM 2025 Background AM Version 2022 (SP 0-8) Generated with 0 Pedestrian Clearance [s] 0 Pedestrian Walk [s] 0 Pedestrian Signal Group Exclusive Pedestrian Phase 1.00 1.00 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 0.0 0.0 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] No No No Pedestrian Recall No No No Maximum Recall No No No Minimum Recall 0.0 2.0 2.0 0.0 0.0 2.0 l2, Clearance Lost Time [s] 0.0 2.0 2.0 0.0 0.0 2.0 l1, Start-Up Lost Time [s] No No No Rest In Walk 0.0 0.0 0.0 0.0 0.0 0.0 Delayed Vehicle Green [s] 0 10 10 0 0 10 Pedestrian Clearance [s] 0 5 5 0 0 5 Walk [s] 0.0 3.0 3.0 0.0 0.0 3.0 Vehicle Extension [s] 0 47 43 0 0 43 Split [s] 0.0 1.0 1.0 0.0 0.0 1.0 All red [s] 0.0 3.0 3.0 0.0 0.0 3.0 Amber [s] 0 30 30 0 0 30 Maximum Green [s] 0 5 10 0 0 10 Minimum Green [s] - Lead - - - - Lead / Lag Auxiliary Signal Groups 0 7 2 0 0 6 Signal Group Permissive Permissive Permissive Permissive Permissive Permissive Control Type Phasing & Timing 0.00 Lost time [s] SingleBand Permissive Mode Lead Green - Beginning of First Green Offset Reference 0.0 Offset [s] Semi-actuated Actuation Type Time of Day Pattern Isolated Coordination Type 90 Cycle Length [s] - Signal Coordination Group No Located in CBD Intersection Settings 2025 Background AM 2025 Background AM Version 2022 (SP 0-8) Generated with 289.21 50.03 29.35 67.45 95th-Percentile Queue Length [ft/ln] 11.57 2.00 1.17 2.70 95th-Percentile Queue Length [veh/ln] 179.39 27.79 16.31 37.47 50th-Percentile Queue Length [ft/ln] 7.18 1.11 0.65 1.50 50th-Percentile Queue Length [veh/ln] Yes No No Yes Critical Lane Group D C A A Lane Group LOS 39.72 27.13 5.37 6.05 d, Delay for Lane Group [s/veh] 0.88 0.16 0.11 0.20 X, volume / capacity Lane Group Results 1.00 1.00 1.00 1.00 PF, progression factor 1.00 1.00 1.00 1.00 Rp, platoon ratio 0.00 0.00 0.00 0.00 d3, Initial Queue Delay [s] 6.81 0.18 0.07 0.37 d2, Incremental Delay [s] 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 0.11 0.11 0.50 0.50 k, delay calibration 32.92 26.96 5.30 5.68 d1, Uniform Delay [s] 384 430 3411 1252 c, Capacity [veh/h] 1589 1781 5094 1870 s, saturation flow rate [veh/h] 0.21 0.04 0.07 0.14 (v / s)_i Volume / Saturation Flow Rate 0.24 0.24 0.67 0.67 g / C, Green / Cycle 22 22 60 60 g_i, Effective Green Time [s] 2.00 2.00 2.00 2.00 l2, Clearance Lost Time [s] 0.00 0.00 0.00 0.00 l1_p, Permitted Start-Up Lost Time [s] 4.00 4.00 4.00 4.00 L, Total Lost Time per Cycle [s] 90 90 90 90 C, Cycle Length [s] R L C C Lane Group Lane Group Calculations 2025 Background AM 2025 Background AM Version 2022 (SP 0-8) Generated with Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh] 6.05 0.00 0.00 5.37 27.13 39.72 Movement LOS A A C D d_A, Approach Delay [s/veh] 6.05 5.37 37.57 Approach LOS A A D d_I, Intersection Delay [s/veh] 18.21 Intersection LOS B Intersection V/C 0.349 Other Modes g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 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] 0.00 0.00 0.00 I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 0.000 Crosswalk LOS F F F s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 867 867 956 d_b, Bicycle Delay [s] 14.45 14.45 12.27 I_b,int, Bicycle LOS Score for Intersection 1.979 1.766 1.560 Bicycle LOS A A A - - - - - - - - - - - - - - - - Ring 4 - - - - - - - - - - - - - - - - Ring 3 - - - - - - - - - - - - - 7 6 - Ring 2 - - - - - - - - - - - - - - 2 - Ring 1 Sequence 2025 Background AM 2025 Background AM Version 2022 (SP 0-8) Generated with 0.444 Volume to Capacity (v/c): B Level Of Service: 10.9 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: All-way stop Control Type: Intersection 4: Sarival Avenue & Olive Avenue Intersection Level Of Service Report No No No No Crosswalk 0.00 0.00 0.00 0.00 Grade [%] 45.00 30.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Exit Pocket 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 Entry Pocket Length [ft] 0 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration Westbound Eastbound Southbound Northbound Approach Olive Avenue Olive Avenue Sarival Avenue Sarival Avenue Name Intersection Setup 0 0 0 0 Pedestrian Volume [ped/h] 2 30 7 147 56 47 16 304 2 10 121 60 Total Analysis Volume [veh/h] 1 8 2 37 14 12 4 76 1 3 30 15 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 2 27 6 132 50 42 14 274 2 9 109 54 Total Hourly Volume [veh/h] 0 0 0 0 0 6 5 165 0 0 34 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] 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 Growth Factor 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 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 Adjustment Factor 2 23 5 114 43 31 8 94 2 8 65 47 Base Volume Input [veh/h] Olive Avenue Olive Avenue Sarival Avenue Sarival Avenue Name Volumes 2025 Background AM 2025 Background AM Version 2022 (SP 0-8) Generated with B Intersection LOS 10.94 Intersection Delay [s/veh] A B B B Approach LOS 9.06 10.64 11.86 10.16 Approach Delay [s/veh] 4.91 38.88 57.26 28.04 95th-Percentile Queue Length [ft] 0.20 1.56 2.29 1.12 95th-Percentile Queue Length [veh] Movement, Approach, & Intersection Results 0.06 0.35 0.44 0.28 Degree of Utilization, x 633 720 725 693 Capacity per Entry Lane [veh/h] Lanes Intersection Settings 2025 Background AM 2025 Background AM Version 2022 (SP 0-8) Generated with 0.640 Volume to Capacity (v/c): B Level Of Service: 14.5 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: All-way stop Control Type: Intersection 5: Sarival Avenue & Peoria Avenue Intersection Level Of Service Report No No No No Crosswalk 0.00 0.00 0.00 0.00 Grade [%] 45.00 45.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Exit Pocket 160.00 100.00 160.00 100.00 100.00 165.00 100.00 100.00 160.00 100.00 100.00 170.00 Entry Pocket Length [ft] 1 0 1 0 0 1 0 0 1 0 0 1 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration Westbound Eastbound Southbound Northbound Approach Peoria Avenue Peoria Avenue Sarival Avenue Sarival Avenue Name Intersection Setup 0 0 0 0 Pedestrian Volume [ped/h] 10 204 17 210 182 21 52 82 31 27 46 86 Total Analysis Volume [veh/h] 3 51 4 53 46 5 13 21 8 7 11 21 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 9 184 15 189 164 19 47 74 28 24 41 77 Total Hourly Volume [veh/h] 0 0 0 170 0 0 0 0 0 0 0 40 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] 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 Growth Factor 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 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 Adjustment Factor 8 159 13 16 142 16 41 64 24 21 35 32 Base Volume Input [veh/h] Peoria Avenue Peoria Avenue Sarival Avenue Sarival Avenue Name Volumes 2025 Background AM 2025 Background AM Version 2022 (SP 0-8) Generated with B Intersection LOS 14.49 Intersection Delay [s/veh] B C B B Approach LOS 12.83 17.96 11.52 11.00 Approach Delay [s/veh] 1.26 43.34 2.61 114.21 3.07 24.67 5.18 3.72 7.34 16.18 95th-Percentile Queue Length [ft] 0.05 1.73 0.10 4.57 0.12 0.99 0.21 0.15 0.29 0.65 95th-Percentile Queue Length [veh] Movement, Approach, & Intersection Results 0.02 0.38 0.03 0.64 0.04 0.25 0.06 0.05 0.09 0.18 Degree of Utilization, x 607 543 505 613 534 533 478 571 514 480 Capacity per Entry Lane [veh/h] Lanes Intersection Settings 2025 Background AM 2025 Background AM Version 2022 (SP 0-8) Generated with 0.237 Volume to Capacity (v/c): A Level Of Service: 8.5 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: All-way stop Control Type: Intersection 6: Reems Road & Olive Avenue Intersection Level Of Service Report No No No No Crosswalk 0.00 0.00 0.00 0.00 Grade [%] 45.00 45.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Exit Pocket 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 Entry Pocket Length [ft] 0 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration Westbound Eastbound Southbound Northbound Approach Olive Avenue Olive Avenue Reems Road Reems Road Name Intersection Setup 0 0 0 0 Pedestrian Volume [ped/h] 2 1 11 19 172 3 8 7 60 3 117 11 Total Analysis Volume [veh/h] 1 0 3 5 43 1 2 2 15 1 29 3 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 2 1 10 17 155 3 7 6 54 3 105 10 Total Hourly 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] 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 Growth Factor 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 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 Adjustment Factor 2 1 9 15 134 3 6 5 47 3 91 9 Base Volume Input [veh/h] Olive Avenue Olive Avenue Reems Road Reems Road Name Volumes 2025 Background AM 2025 Background AM Version 2022 (SP 0-8) Generated with A Intersection LOS 8.50 Intersection Delay [s/veh] A A A A Approach LOS 7.81 8.75 8.18 8.40 Approach Delay [s/veh] 1.40 22.97 8.06 14.65 95th-Percentile Queue Length [ft] 0.06 0.92 0.32 0.59 95th-Percentile Queue Length [veh] Movement, Approach, & Intersection Results 0.02 0.24 0.10 0.16 Degree of Utilization, x 762 820 770 797 Capacity per Entry Lane [veh/h] Lanes Intersection Settings 2025 Background AM 2025 Background AM Version 2022 (SP 0-8) Generated with 0.176 Volume to Capacity (v/c): C Level Of Service: 22.7 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: Signalized Control Type: Intersection 1: Cotton Lane & Olive Avenue Intersection Level Of Service Report No No No No Crosswalk No No No No Curb Present 0.00 0.00 0.00 0.00 Grade [%] 45.00 45.00 45.00 45.00 Speed [mph] 49.21 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 1 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Exit Pocket 420.00 100.00 475.00 160.00 100.00 350.00 175.00 100.00 250.00 175.00 100.00 230.00 Entry Pocket Length [ft] 1 0 1 1 0 1 1 0 2 1 0 2 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration Westbound Eastbound Southbound Northbound Approach Olive Avenue Olive Avenue Cotton Lane Cotton Lane Name Intersection Setup 2025 Background PM 2025 Background PM Version 2022 (SP 0-8) Generated with 0 0 0 0 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 mi 0 0 0 0 v_co, Outbound Pedestrian Volume crossing 0 0 0 0 v_di, Inbound Pedestrian Volume crossing m 0 0 0 0 v_do, Outbound Pedestrian Volume crossing 0 0 0 0 0 0 0 0 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] No No No No No No No No Presence of On-Street Parking 8 179 10 39 113 74 152 101 2 18 91 51 Total Analysis Volume [veh/h] 2 45 3 10 28 19 38 25 1 4 23 13 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 7 161 9 35 102 67 137 91 2 16 82 46 Total Hourly Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 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] 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 Growth Factor 0.00 Proportion of CAVs [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 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 Adjustment Factor 6 139 8 30 88 58 118 79 2 14 71 40 Base Volume Input [veh/h] Olive Avenue Olive Avenue Cotton Lane Cotton Lane Name Volumes 2025 Background PM 2025 Background PM Version 2022 (SP 0-8) Generated with 0 Pedestrian Clearance [s] 0 Pedestrian Walk [s] 0 Pedestrian Signal Group Exclusive Pedestrian Phase 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 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 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] No No No No No No No No Pedestrian Recall No No No No No No No No Maximum Recall No No No No No No No No Minimum Recall 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 l2, Clearance Lost Time [s] 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 l1, Start-Up Lost Time [s] No No No No Rest In Walk 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delayed Vehicle Green [s] 0 10 0 0 10 0 0 10 0 0 10 0 Pedestrian Clearance [s] 0 5 0 0 5 0 0 5 0 0 5 0 Walk [s] 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 Vehicle Extension [s] 0 23 9 0 23 9 0 16 18 0 40 42 Split [s] 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 All red [s] 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 Amber [s] 0 30 30 0 30 30 0 30 30 0 30 30 Maximum Green [s] 0 10 5 0 10 5 0 10 5 0 10 5 Minimum Green [s] - - Lead - - Lead - - Lead - - Lead Lead / Lag Auxiliary Signal Groups 0 6 1 0 2 5 0 4 7 0 8 3 Signal Group Permiss Permiss ProtPer Permiss Permiss ProtPer Permiss Permiss Protecte Permiss Permiss Protecte Control Type Phasing & Timing 0.00 Lost time [s] SingleBand Permissive Mode Lead Green - Beginning of First Green Offset Reference 0.0 Offset [s] Fully actuated Actuation Type Time of Day Pattern Isolated Coordination Type 90 Cycle Length [s] - Signal Coordination Group No Located in CBD Intersection Settings 2025 Background PM 2025 Background PM Version 2022 (SP 0-8) Generated with 2.41 27.04 1.79 10.38 14.43 15.20 155.41 43.79 1.36 14.69 37.18 25.15 95th-Percentile Queue Length [ft/ln] 0.10 1.08 0.07 0.42 0.58 0.61 6.22 1.75 0.05 0.59 1.49 1.01 95th-Percentile Queue Length [veh/ln] 1.34 15.02 0.99 5.77 8.02 8.44 86.34 24.33 0.76 8.16 20.65 13.97 50th-Percentile Queue Length [ft/ln] 0.05 0.60 0.04 0.23 0.32 0.34 3.45 0.97 0.03 0.33 0.83 0.56 50th-Percentile Queue Length [veh/ln] No Yes No No No Yes Yes No No No No Yes Critical Lane Group A A A A A A D D D C C D Lane Group LOS 6.89 7.27 4.02 5.89 5.91 4.34 45.04 36.00 49.37 32.31 32.79 43.56 d, Delay for Lane Group [s/veh] 0.01 0.08 0.01 0.04 0.05 0.08 0.78 0.23 0.14 0.07 0.16 0.36 X, volume / capacity Lane Group Results 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d3, Initial Queue Delay [s] 0.02 0.07 0.00 0.07 0.04 0.15 6.65 0.27 4.62 0.12 0.13 1.50 d2, Incremental Delay [s] 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 0.50 0.50 0.11 0.50 0.50 0.50 0.11 0.11 0.11 0.11 0.11 0.11 k, delay calibration 6.87 7.20 4.02 5.82 5.87 4.19 38.39 35.73 44.75 32.19 32.66 42.06 d1, Uniform Delay [s] 971 2174 984 1025 2297 968 195 436 14 254 569 143 c, Capacity [veh/h] 1589 3560 1263 1589 3560 1255 1589 3560 3459 1589 3560 3459 s, saturation flow rate [veh/h] 0.01 0.05 0.01 0.02 0.03 0.06 0.10 0.03 0.00 0.01 0.03 0.01 (v / s)_i Volume / Saturation Flow Rate 0.61 0.61 0.70 0.65 0.65 0.70 0.12 0.12 0.00 0.16 0.16 0.04 g / C, Green / Cycle 55 55 63 58 58 63 11 11 0 14 14 4 g_i, Effective Green Time [s] 2.00 2.00 0.00 2.00 2.00 0.00 2.00 2.00 2.00 2.00 2.00 2.00 l2, Clearance 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 l1_p, Permitted Start-Up Lost Time [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 L, Total Lost Time per Cycle [s] 90 90 90 90 90 90 90 90 90 90 90 90 C, Cycle Length [s] R C L R C L R C L R C L Lane Group Lane Group Calculations 2025 Background PM 2025 Background PM Version 2022 (SP 0-8) Generated with Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh] 43.56 32.79 32.31 49.37 36.00 45.04 4.34 5.91 5.89 4.02 7.27 6.89 Movement LOS D C C D D D A A A A A A d_A, Approach Delay [s/veh] 36.17 41.49 5.39 7.09 Approach LOS D D A A d_I, Intersection Delay [s/veh] 22.65 Intersection LOS C Intersection V/C 0.176 Other Modes g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 0.0 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 0.00 0.00 0.00 I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 0.000 0.000 Crosswalk LOS F F F F s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 799 266 422 422 d_b, Bicycle Delay [s] 16.24 33.84 28.05 28.05 I_b,int, Bicycle LOS Score for Intersection 1.692 1.770 1.746 1.722 Bicycle LOS A A A A - - - - - - - - - - - - - - - - Ring 4 - - - - - - - - - - - - - - - - Ring 3 - - - - - - - - - - - - 8 7 6 5 Ring 2 - - - - - - - - - - - - 4 3 2 1 Ring 1 Sequence 2025 Background PM 2025 Background PM Version 2022 (SP 0-8) Generated with 0.204 Volume to Capacity (v/c): A Level Of Service: 0.6 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: Signalized Control Type: Intersection 2: Sarival Road & Northern Parkway EB On-Ramp Intersection Level Of Service Report No No No Crosswalk No No Curb Present 0.00 0.00 0.00 Grade [%] 30.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 No. of Lanes in Exit Pocket 100.00 100.00 100.00 420.00 170.00 100.00 Entry Pocket Length [ft] 0 0 0 2 1 0 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Left Thru Left Right Thru Turning Movement Lane Configuration Westbound Southbound Northbound Approach Sarival Avenue Name Intersection Setup 2025 Background PM 2025 Background PM Version 2022 (SP 0-8) Generated with 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 v_co, Outbound Pedestrian Volume crossing 0 0 0 v_di, Inbound Pedestrian Volume crossing m 0 0 0 v_do, Outbound Pedestrian Volume crossing 0 0 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 On-Street Parking Maneuver Rate [/h] No No No No Presence of On-Street Parking 0 0 382 320 198 128 Total Analysis Volume [veh/h] 0 0 96 80 49 32 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 1.0000 1.0000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 0 0 344 288 178 115 Total Hourly Volume [veh/h] 0 0 0 0 0 0 Right Turn on Red Volume [veh/h] 0 0 166 221 0 44 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] 1.0000 1.0000 1.1576 1.1576 1.1576 1.1576 Growth Factor 0.00 Proportion of CAVs [%] 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Adjustment Factor 0 0 154 58 154 61 Base Volume Input [veh/h] Sarival Avenue Name Volumes 2025 Background PM 2025 Background PM Version 2022 (SP 0-8) Generated with 0 Pedestrian Clearance [s] 0 Pedestrian Walk [s] 0 Pedestrian Signal Group Exclusive Pedestrian Phase 1.00 1.00 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 0.0 0.0 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] No No No Pedestrian Recall No No No Maximum Recall No No No Minimum Recall 0.0 0.0 2.0 2.0 0.0 2.0 l2, Clearance Lost Time [s] 0.0 0.0 2.0 2.0 0.0 2.0 l1, Start-Up Lost Time [s] No No Rest In Walk 0.0 0.0 0.0 0.0 0.0 0.0 Delayed Vehicle Green [s] 0 0 10 0 0 10 Pedestrian Clearance [s] 0 0 5 0 0 5 Walk [s] 0.0 0.0 3.0 3.0 0.0 3.0 Vehicle Extension [s] 0 0 90 15 0 75 Split [s] 0.0 0.0 1.0 1.0 0.0 1.0 All red [s] 0.0 0.0 3.0 3.0 0.0 3.0 Amber [s] 0 0 30 30 0 30 Maximum Green [s] 0 0 10 5 0 10 Minimum Green [s] - - - Lead - - Lead / Lag Auxiliary Signal Groups 0 0 2 5 0 6 Signal Group Permissive Permissive Permissive ProtPerm Permissive Permissive Control Type Phasing & Timing 0.00 Lost time [s] SingleBand Permissive Mode Lead Green - Beginning of First Green Offset Reference 0.0 Offset [s] Semi-actuated Actuation Type Time of Day Pattern Isolated Coordination Type 90 Cycle Length [s] - Signal Coordination Group No Located in CBD Intersection Settings 2025 Background PM 2025 Background PM Version 2022 (SP 0-8) Generated with 6.11 1.92 4.57 2.40 95th-Percentile Queue Length [ft/ln] 0.24 0.08 0.18 0.10 95th-Percentile Queue Length [veh/ln] 3.40 1.07 2.54 1.34 50th-Percentile Queue Length [ft/ln] 0.14 0.04 0.10 0.05 50th-Percentile Queue Length [veh/ln] Yes No No No Critical Lane Group A A A A Lane Group LOS 0.39 0.25 1.33 1.14 d, Delay for Lane Group [s/veh] 0.21 0.15 0.15 0.08 X, volume / capacity Lane Group Results 1.00 1.00 1.00 1.00 PF, progression factor 1.00 1.00 1.00 1.00 Rp, platoon ratio 0.00 0.00 0.00 0.00 d3, Initial Queue Delay [s] 0.27 0.14 0.23 0.10 d2, Incremental Delay [s] 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 0.50 0.50 0.50 0.50 k, delay calibration 0.11 0.11 1.10 1.04 d1, Uniform Delay [s] 1787 2191 1357 1596 c, Capacity [veh/h] 1870 2164 1589 1870 s, saturation flow rate [veh/h] 0.20 0.15 0.12 0.07 (v / s)_i Volume / Saturation Flow Rate 0.96 0.96 0.85 0.85 g / C, Green / Cycle 86 86 77 77 g_i, Effective Green Time [s] 2.00 0.00 2.00 2.00 l2, Clearance Lost Time [s] 0.00 0.00 0.00 0.00 l1_p, Permitted Start-Up Lost Time [s] 4.00 4.00 4.00 4.00 L, Total Lost Time per Cycle [s] 90 90 90 90 C, Cycle Length [s] C L R C Lane Group Lane Group Calculations 2025 Background PM 2025 Background PM Version 2022 (SP 0-8) Generated with Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh] 1.14 1.33 0.25 0.39 0.00 0.00 Movement LOS A A A A d_A, Approach Delay [s/veh] 1.25 0.33 0.00 Approach LOS A A A d_I, Intersection Delay [s/veh] 0.62 Intersection LOS A Intersection V/C 0.204 Other Modes g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 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] 0.00 0.00 0.00 I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 0.000 Crosswalk LOS F F F s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1578 1911 0 d_b, Bicycle Delay [s] 2.01 0.09 45.00 I_b,int, Bicycle LOS Score for Intersection 2.098 2.718 4.132 Bicycle LOS B B D - - - - - - - - - - - - - - - - Ring 4 - - - - - - - - - - - - - - - - Ring 3 - - - - - - - - - - - - - - 6 5 Ring 2 - - - - - - - - - - - - - - 2 - Ring 1 Sequence 2025 Background PM 2025 Background PM Version 2022 (SP 0-8) Generated with 0.281 Volume to Capacity (v/c): B Level Of Service: 16.0 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: Signalized Control Type: Intersection 3: Sarival Avenue & Northern Parkway WB Off-Ramp Intersection Level Of Service Report No No No Crosswalk No No No Curb Present 0.00 0.00 0.00 Grade [%] 55.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 49.21 0.00 Exit Pocket Length [ft] 0 0 0 0 2 0 No. of Lanes in Exit Pocket 100.00 100.00 140.00 100.00 100.00 100.00 Entry Pocket Length [ft] 1 0 2 0 0 0 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Left Thru Left Right Thru Turning Movement Lane Configuration Westbound Southbound Northbound Approach Northern Parkway WB Pff-Ramp Sarival Avenue Sarival Avenue Name Intersection Setup 2025 Background PM 2025 Background PM Version 2022 (SP 0-8) Generated with 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 v_co, Outbound Pedestrian Volume crossing 0 0 0 v_di, Inbound Pedestrian Volume crossing m 0 0 0 v_do, Outbound Pedestrian Volume crossing 0 0 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 On-Street Parking Maneuver Rate [/h] No No No No No No Presence of On-Street Parking 260 122 597 0 0 129 Total Analysis Volume [veh/h] 65 31 149 0 0 32 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 1.0000 1.0000 0.9000 Peak Hour Factor 234 110 537 0 0 116 Total Hourly Volume [veh/h] 0 0 0 0 0 0 Right Turn on Red Volume [veh/h] 59 0 387 0 0 44 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] 1.1576 1.1576 1.1576 1.0000 1.0000 1.1576 Growth Factor 0.00 Proportion of CAVs [%] 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Adjustment Factor 151 95 130 0 0 62 Base Volume Input [veh/h] Northern Parkway WB Pff-Ramp Sarival Avenue Sarival Avenue Name Volumes 2025 Background PM 2025 Background PM Version 2022 (SP 0-8) Generated with 0 Pedestrian Clearance [s] 0 Pedestrian Walk [s] 0 Pedestrian Signal Group Exclusive Pedestrian Phase 1.00 1.00 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 0.0 0.0 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] No No No Pedestrian Recall No No No Maximum Recall No No No Minimum Recall 0.0 2.0 2.0 0.0 0.0 2.0 l2, Clearance Lost Time [s] 0.0 2.0 2.0 0.0 0.0 2.0 l1, Start-Up Lost Time [s] No No No Rest In Walk 0.0 0.0 0.0 0.0 0.0 0.0 Delayed Vehicle Green [s] 0 10 10 0 0 10 Pedestrian Clearance [s] 0 5 5 0 0 5 Walk [s] 0.0 3.0 3.0 0.0 0.0 3.0 Vehicle Extension [s] 0 71 19 0 0 19 Split [s] 0.0 1.0 1.0 0.0 0.0 1.0 All red [s] 0.0 3.0 3.0 0.0 0.0 3.0 Amber [s] 0 30 30 0 0 30 Maximum Green [s] 0 5 10 0 0 10 Minimum Green [s] - Lead - - - - Lead / Lag Auxiliary Signal Groups 0 7 2 0 0 6 Signal Group Permissive Permissive Permissive Permissive Permissive Permissive Control Type Phasing & Timing 0.00 Lost time [s] SingleBand Permissive Mode Lead Green - Beginning of First Green Offset Reference 0.0 Offset [s] Semi-actuated Actuation Type Time of Day Pattern Isolated Coordination Type 90 Cycle Length [s] - Signal Coordination Group No Located in CBD Intersection Settings 2025 Background PM 2025 Background PM Version 2022 (SP 0-8) Generated with 236.93 98.12 36.40 23.86 95th-Percentile Queue Length [ft/ln] 9.48 3.92 1.46 0.95 95th-Percentile Queue Length [veh/ln] 139.93 54.51 20.22 13.26 50th-Percentile Queue Length [ft/ln] 5.60 2.18 0.81 0.53 50th-Percentile Queue Length [veh/ln] Yes No Yes No Critical Lane Group D C A A Lane Group LOS 41.77 32.16 4.12 3.96 d, Delay for Lane Group [s/veh] 0.85 0.36 0.16 0.10 X, volume / capacity Lane Group Results 1.00 1.00 1.00 1.00 PF, progression factor 1.00 1.00 1.00 1.00 Rp, platoon ratio 0.00 0.00 0.00 0.00 d3, Initial Queue Delay [s] 6.65 0.63 0.10 0.14 d2, Incremental Delay [s] 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 0.11 0.11 0.50 0.50 k, delay calibration 35.12 31.53 4.02 3.82 d1, Uniform Delay [s] 305 342 3663 1345 c, Capacity [veh/h] 1589 1781 5094 1870 s, saturation flow rate [veh/h] 0.16 0.07 0.12 0.07 (v / s)_i Volume / Saturation Flow Rate 0.19 0.19 0.72 0.72 g / C, Green / Cycle 17 17 65 65 g_i, Effective Green Time [s] 2.00 2.00 2.00 2.00 l2, Clearance Lost Time [s] 0.00 0.00 0.00 0.00 l1_p, Permitted Start-Up Lost Time [s] 4.00 4.00 4.00 4.00 L, Total Lost Time per Cycle [s] 90 90 90 90 C, Cycle Length [s] R L C C Lane Group Lane Group Calculations 2025 Background PM 2025 Background PM Version 2022 (SP 0-8) Generated with Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh] 3.96 0.00 0.00 4.12 32.16 41.77 Movement LOS A A C D d_A, Approach Delay [s/veh] 3.96 4.12 38.70 Approach LOS A A D d_I, Intersection Delay [s/veh] 16.02 Intersection LOS B Intersection V/C 0.281 Other Modes g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 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] 0.00 0.00 0.00 I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 0.000 Crosswalk LOS F F F s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 333 333 1489 d_b, Bicycle Delay [s] 31.25 31.25 2.94 I_b,int, Bicycle LOS Score for Intersection 1.772 1.888 1.560 Bicycle LOS A A A - - - - - - - - - - - - - - - - Ring 4 - - - - - - - - - - - - - - - - Ring 3 - - - - - - - - - - - - - 7 6 - Ring 2 - - - - - - - - - - - - - - 2 - Ring 1 Sequence 2025 Background PM 2025 Background PM Version 2022 (SP 0-8) Generated with 0.585 Volume to Capacity (v/c): B Level Of Service: 12.3 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: All-way stop Control Type: Intersection 4: Sarival Avenue & Olive Avenue Intersection Level Of Service Report No No No No Crosswalk 0.00 0.00 0.00 0.00 Grade [%] 45.00 30.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Exit Pocket 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 Entry Pocket Length [ft] 0 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration Westbound Eastbound Southbound Northbound Approach Olive Avenue Olive Avenue Sarival Avenue Sarival Avenue Name Intersection Setup 0 0 0 0 Pedestrian Volume [ped/h] 3 49 6 63 43 59 32 147 1 9 280 142 Total Analysis Volume [veh/h] 1 12 1 16 11 15 8 37 0 2 70 36 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 3 44 5 57 39 53 29 132 1 8 252 128 Total Hourly Volume [veh/h] 0 0 0 0 0 25 2 42 0 0 140 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] 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 Growth Factor 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 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 Adjustment Factor 3 38 4 49 34 24 23 78 1 7 97 111 Base Volume Input [veh/h] Olive Avenue Olive Avenue Sarival Avenue Sarival Avenue Name Volumes 2025 Background PM 2025 Background PM Version 2022 (SP 0-8) Generated with B Intersection LOS 12.28 Intersection Delay [s/veh] A B A B Approach LOS 9.37 10.20 9.75 14.52 Approach Delay [s/veh] 7.66 24.40 24.98 95.91 95th-Percentile Queue Length [ft] 0.31 0.98 1.00 3.84 95th-Percentile Queue Length [veh] Movement, Approach, & Intersection Results 0.09 0.25 0.25 0.58 Degree of Utilization, x 623 665 712 737 Capacity per Entry Lane [veh/h] Lanes Intersection Settings 2025 Background PM 2025 Background PM Version 2022 (SP 0-8) Generated with 0.833 Volume to Capacity (v/c): C Level Of Service: 23.5 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: All-way stop Control Type: Intersection 5: Sarival Avenue & Peoria Avenue Intersection Level Of Service Report No No No No Crosswalk 0.00 0.00 0.00 0.00 Grade [%] 45.00 45.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Exit Pocket 160.00 100.00 160.00 100.00 100.00 165.00 100.00 100.00 160.00 100.00 100.00 170.00 Entry Pocket Length [ft] 1 0 1 0 0 1 0 0 1 0 0 1 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration Westbound Eastbound Southbound Northbound Approach Peoria Avenue Peoria Avenue Sarival Avenue Sarival Avenue Name Intersection Setup 0 0 0 0 Pedestrian Volume [ped/h] 24 308 40 82 340 73 50 43 14 40 82 224 Total Analysis Volume [veh/h] 6 77 10 21 85 18 13 11 4 10 21 56 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 22 277 36 74 306 66 45 39 13 36 74 202 Total Hourly Volume [veh/h] 0 0 0 44 0 0 0 0 0 0 0 165 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] 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 Growth Factor 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 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 Adjustment Factor 19 239 31 26 264 57 39 34 11 31 64 32 Base Volume Input [veh/h] Peoria Avenue Peoria Avenue Sarival Avenue Sarival Avenue Name Volumes 2025 Background PM 2025 Background PM Version 2022 (SP 0-8) Generated with C Intersection LOS 23.53 Intersection Delay [s/veh] C D B C Approach LOS 21.09 32.44 12.67 16.75 Approach Delay [s/veh] 3.60 113.58 7.35 208.68 13.79 19.23 2.68 6.40 16.00 72.24 95th-Percentile Queue Length [ft] 0.14 4.54 0.29 8.35 0.55 0.77 0.11 0.26 0.64 2.89 95th-Percentile Queue Length [veh] Movement, Approach, & Intersection Results 0.05 0.65 0.09 0.83 0.16 0.21 0.03 0.08 0.18 0.52 Degree of Utilization, x 524 475 446 507 466 450 405 507 461 434 Capacity per Entry Lane [veh/h] Lanes Intersection Settings 2025 Background PM 2025 Background PM Version 2022 (SP 0-8) Generated with 0.238 Volume to Capacity (v/c): A Level Of Service: 8.6 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: All-way stop Control Type: Intersection 6: Reems Road & Olive Avenue Intersection Level Of Service Report No No No No Crosswalk 0.00 0.00 0.00 0.00 Grade [%] 45.00 45.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Exit Pocket 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 Entry Pocket Length [ft] 0 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration Westbound Eastbound Southbound Northbound Approach Olive Avenue Olive Avenue Reems Road Reems Road Name Intersection Setup 0 0 0 0 Pedestrian Volume [ped/h] 7 1 3 41 148 6 10 2 40 7 164 13 Total Analysis Volume [veh/h] 2 0 1 10 37 1 3 1 10 2 41 3 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 6 1 3 37 133 5 9 2 36 6 148 12 Total Hourly 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] 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 Growth Factor 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 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 Adjustment Factor 5 1 3 32 115 4 8 2 31 5 128 10 Base Volume Input [veh/h] Olive Avenue Olive Avenue Reems Road Reems Road Name Volumes 2025 Background PM 2025 Background PM Version 2022 (SP 0-8) Generated with A Intersection LOS 8.65 Intersection Delay [s/veh] A A A A Approach LOS 7.46 8.75 8.01 8.79 Approach Delay [s/veh] 1.02 23.10 5.41 21.96 95th-Percentile Queue Length [ft] 0.04 0.92 0.22 0.88 95th-Percentile Queue Length [veh] Movement, Approach, & Intersection Results 0.01 0.24 0.07 0.23 Degree of Utilization, x 819 821 771 805 Capacity per Entry Lane [veh/h] Lanes Intersection Settings 2025 Background PM 2025 Background PM Version 2022 (SP 0-8) Generated with 0.139 Volume to Capacity (v/c): B Level Of Service: 17.9 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: Signalized Control Type: Intersection 1: Cotton Lane & Olive Avenue Intersection Level Of Service Report No No No No Crosswalk No No No No Curb Present 0.00 0.00 0.00 0.00 Grade [%] 45.00 45.00 45.00 45.00 Speed [mph] 49.21 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 1 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Exit Pocket 420.00 100.00 475.00 160.00 100.00 350.00 175.00 100.00 250.00 175.00 100.00 230.00 Entry Pocket Length [ft] 1 0 1 1 0 1 1 0 2 1 0 2 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration Westbound Eastbound Southbound Northbound Approach Olive Avenue Olive Avenue Cotton Lane Cotton Lane Name Intersection Setup 2030 Background AM 2030 Background AM Version 2022 (SP 0-8) Generated with 0 0 0 0 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 mi 0 0 0 0 v_co, Outbound Pedestrian Volume crossing 0 0 0 0 v_di, Inbound Pedestrian Volume crossing m 0 0 0 0 v_do, Outbound Pedestrian Volume crossing 0 0 0 0 0 0 0 0 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] No No No No No No No No Presence of On-Street Parking 18 113 3 73 268 128 73 96 4 30 118 59 Total Analysis Volume [veh/h] 4 28 1 18 67 32 18 24 1 8 29 15 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 16 102 3 66 241 115 66 86 4 27 106 53 Total Hourly Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 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] 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 Growth Factor 0.00 Proportion of CAVs [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 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 Adjustment Factor 11 69 2 45 163 78 45 58 3 18 72 36 Base Volume Input [veh/h] Olive Avenue Olive Avenue Cotton Lane Cotton Lane Name Volumes 2030 Background AM 2030 Background AM Version 2022 (SP 0-8) Generated with 0 Pedestrian Clearance [s] 0 Pedestrian Walk [s] 0 Pedestrian Signal Group Exclusive Pedestrian Phase 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 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 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] No No No No No No No No Pedestrian Recall No No No No No No No No Maximum Recall No No No No No No No No Minimum Recall 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 l2, Clearance Lost Time [s] 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 l1, Start-Up Lost Time [s] No No No No Rest In Walk 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delayed Vehicle Green [s] 0 10 0 0 10 0 0 10 0 0 10 0 Pedestrian Clearance [s] 0 5 0 0 5 0 0 5 0 0 5 0 Walk [s] 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 Vehicle Extension [s] 0 27 9 0 27 9 0 18 40 0 14 36 Split [s] 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 All red [s] 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 Amber [s] 0 30 30 0 30 30 0 30 30 0 30 30 Maximum Green [s] 0 10 5 0 10 5 0 10 5 0 10 5 Minimum Green [s] - - Lead - - Lead - - Lead - - Lead Lead / Lag Auxiliary Signal Groups 0 6 1 0 2 5 0 4 7 0 8 3 Signal Group Permiss Permiss ProtPer Permiss Permiss ProtPer Permiss Permiss Protecte Permiss Permiss Protecte Control Type Phasing & Timing 0.00 Lost time [s] SingleBand Permissive Mode Lead Green - Beginning of First Green Offset Reference 0.0 Offset [s] Fully actuated Actuation Type Time of Day Pattern Isolated Coordination Type 90 Cycle Length [s] - Signal Coordination Group No Located in CBD Intersection Settings 2030 Background AM 2030 Background AM Version 2022 (SP 0-8) Generated with 5.39 16.54 0.51 18.32 32.97 25.56 67.87 42.32 2.43 25.16 49.50 29.03 95th-Percentile Queue Length [ft/ln] 0.22 0.66 0.02 0.73 1.32 1.02 2.71 1.69 0.10 1.01 1.98 1.16 95th-Percentile Queue Length [veh/ln] 3.00 9.19 0.28 10.18 18.32 14.20 37.71 23.51 1.35 13.98 27.50 16.13 50th-Percentile Queue Length [ft/ln] 0.12 0.37 0.01 0.41 0.73 0.57 1.51 0.94 0.05 0.56 1.10 0.65 50th-Percentile Queue Length [veh/ln] No No Yes No Yes No Yes No No No No Yes Critical Lane Group A A A A A A D D D C C D Lane Group LOS 6.84 6.99 3.79 5.50 5.64 4.28 38.99 37.01 48.10 33.62 34.09 43.51 d, Delay for Lane Group [s/veh] 0.02 0.05 0.00 0.07 0.11 0.12 0.42 0.24 0.17 0.13 0.22 0.39 X, volume / capacity Lane Group Results 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d3, Initial Queue Delay [s] 0.03 0.04 0.00 0.13 0.10 0.25 1.58 0.32 3.56 0.24 0.21 1.60 d2, Incremental Delay [s] 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 0.50 0.50 0.11 0.50 0.50 0.50 0.11 0.11 0.11 0.11 0.11 0.11 k, delay calibration 6.80 6.94 3.79 5.37 5.54 4.03 37.42 36.69 44.55 33.38 33.87 41.91 d1, Uniform Delay [s] 976 2185 844 1054 2360 1033 175 392 23 235 526 153 c, Capacity [veh/h] 1589 3560 1068 1589 3560 1315 1589 3560 3459 1589 3560 3459 s, saturation flow rate [veh/h] 0.01 0.03 0.00 0.05 0.08 0.10 0.05 0.03 0.00 0.02 0.03 0.02 (v / s)_i Volume / Saturation Flow Rate 0.62 0.62 0.71 0.66 0.66 0.71 0.11 0.11 0.01 0.15 0.15 0.04 g / C, Green / Cycle 55 55 64 60 60 64 10 10 1 13 13 4 g_i, Effective Green Time [s] 2.00 2.00 0.00 2.00 2.00 0.00 2.00 2.00 2.00 2.00 2.00 2.00 l2, Clearance 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 l1_p, Permitted Start-Up Lost Time [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 L, Total Lost Time per Cycle [s] 90 90 90 90 90 90 90 90 90 90 90 90 C, Cycle Length [s] R C L R C L R C L R C L Lane Group Lane Group Calculations 2030 Background AM 2030 Background AM Version 2022 (SP 0-8) Generated with Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh] 43.51 34.09 33.62 48.10 37.01 38.99 4.28 5.64 5.50 3.79 6.99 6.84 Movement LOS D C C D D D A A A A A A d_A, Approach Delay [s/veh] 36.70 38.10 5.25 6.90 Approach LOS D D A A d_I, Intersection Delay [s/veh] 17.88 Intersection LOS B Intersection V/C 0.139 Other Modes g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 0.0 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 0.00 0.00 0.00 I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 0.000 0.000 Crosswalk LOS F F F F s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 222 311 511 511 d_b, Bicycle Delay [s] 35.60 32.13 24.98 24.98 I_b,int, Bicycle LOS Score for Intersection 1.730 1.702 1.947 1.670 Bicycle LOS A A A A - - - - - - - - - - - - - - - - Ring 4 - - - - - - - - - - - - - - - - Ring 3 - - - - - - - - - - - - 8 7 6 5 Ring 2 - - - - - - - - - - - - 4 3 2 1 Ring 1 Sequence 2030 Background AM 2030 Background AM Version 2022 (SP 0-8) Generated with 0.148 Volume to Capacity (v/c): A Level Of Service: 0.8 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: Signalized Control Type: Intersection 2: Sarival Road & Northern Parkway EB On-Ramp Intersection Level Of Service Report No No No Crosswalk No No Curb Present 0.00 0.00 0.00 Grade [%] 30.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 No. of Lanes in Exit Pocket 100.00 100.00 100.00 420.00 170.00 100.00 Entry Pocket Length [ft] 0 0 0 2 1 0 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Left Thru Left Right Thru Turning Movement Lane Configuration Westbound Southbound Northbound Approach Sarival Avenue Name Intersection Setup 2030 Background AM 2030 Background AM Version 2022 (SP 0-8) Generated with 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 v_co, Outbound Pedestrian Volume crossing 0 0 0 v_di, Inbound Pedestrian Volume crossing m 0 0 0 v_do, Outbound Pedestrian Volume crossing 0 0 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 On-Street Parking Maneuver Rate [/h] No No No No Presence of On-Street Parking 0 0 210 352 200 253 Total Analysis Volume [veh/h] 0 0 53 88 50 63 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 1.0000 1.0000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 0 0 189 317 180 228 Total Hourly Volume [veh/h] 0 0 0 0 0 0 Right Turn on Red Volume [veh/h] 0 0 40 53 0 170 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] 1.0000 1.0000 1.4775 1.4775 1.4775 1.4775 Growth Factor 0.00 Proportion of CAVs [%] 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Adjustment Factor 0 0 101 179 122 39 Base Volume Input [veh/h] Sarival Avenue Name Volumes 2030 Background AM 2030 Background AM Version 2022 (SP 0-8) Generated with 0 Pedestrian Clearance [s] 0 Pedestrian Walk [s] 0 Pedestrian Signal Group Exclusive Pedestrian Phase 1.00 1.00 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 0.0 0.0 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] No No No Pedestrian Recall No No No Maximum Recall No No No Minimum Recall 0.0 0.0 2.0 2.0 0.0 2.0 l2, Clearance Lost Time [s] 0.0 0.0 2.0 2.0 0.0 2.0 l1, Start-Up Lost Time [s] No No Rest In Walk 0.0 0.0 0.0 0.0 0.0 0.0 Delayed Vehicle Green [s] 0 0 10 0 0 10 Pedestrian Clearance [s] 0 0 5 0 0 5 Walk [s] 0.0 0.0 3.0 3.0 0.0 3.0 Vehicle Extension [s] 0 0 90 35 0 55 Split [s] 0.0 0.0 1.0 1.0 0.0 1.0 All red [s] 0.0 0.0 3.0 3.0 0.0 3.0 Amber [s] 0 0 30 30 0 30 Maximum Green [s] 0 0 10 5 0 10 Minimum Green [s] - - - Lead - - Lead / Lag Auxiliary Signal Groups 0 0 2 5 0 6 Signal Group Permissive Permissive Permissive ProtPerm Permissive Permissive Control Type Phasing & Timing 0.00 Lost time [s] SingleBand Permissive Mode Lead Green - Beginning of First Green Offset Reference 0.0 Offset [s] Semi-actuated Actuation Type Time of Day Pattern Isolated Coordination Type 90 Cycle Length [s] - Signal Coordination Group No Located in CBD Intersection Settings 2030 Background AM 2030 Background AM Version 2022 (SP 0-8) Generated with 3.00 2.44 4.50 5.02 95th-Percentile Queue Length [ft/ln] 0.12 0.10 0.18 0.20 95th-Percentile Queue Length [veh/ln] 1.66 1.36 2.50 2.79 50th-Percentile Queue Length [ft/ln] 0.07 0.05 0.10 0.11 50th-Percentile Queue Length [veh/ln] No Yes No Yes Critical Lane Group A A A A Lane Group LOS 0.23 0.34 1.32 1.31 d, Delay for Lane Group [s/veh] 0.12 0.18 0.15 0.16 X, volume / capacity Lane Group Results 1.00 1.00 1.00 1.00 PF, progression factor 1.00 1.00 1.00 1.00 Rp, platoon ratio 0.00 0.00 0.00 0.00 d3, Initial Queue Delay [s] 0.13 0.20 0.23 0.21 d2, Incremental Delay [s] 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 0.50 0.50 0.50 0.50 k, delay calibration 0.10 0.14 1.09 1.10 d1, Uniform Delay [s] 1787 1974 1358 1598 c, Capacity [veh/h] 1870 1956 1589 1870 s, saturation flow rate [veh/h] 0.11 0.18 0.13 0.14 (v / s)_i Volume / Saturation Flow Rate 0.96 0.96 0.85 0.85 g / C, Green / Cycle 86 86 77 77 g_i, Effective Green Time [s] 2.00 0.00 2.00 2.00 l2, Clearance Lost Time [s] 0.00 0.00 0.00 0.00 l1_p, Permitted Start-Up Lost Time [s] 4.00 4.00 4.00 4.00 L, Total Lost Time per Cycle [s] 90 90 90 90 C, Cycle Length [s] C L R C Lane Group Lane Group Calculations 2030 Background AM 2030 Background AM Version 2022 (SP 0-8) Generated with Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh] 1.31 1.32 0.34 0.23 0.00 0.00 Movement LOS A A A A d_A, Approach Delay [s/veh] 1.32 0.30 0.00 Approach LOS A A A d_I, Intersection Delay [s/veh] 0.75 Intersection LOS A Intersection V/C 0.148 Other Modes g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 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] 0.00 0.00 0.00 I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 0.000 Crosswalk LOS F F F s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1133 1911 0 d_b, Bicycle Delay [s] 8.45 0.09 45.00 I_b,int, Bicycle LOS Score for Intersection 2.307 2.487 4.132 Bicycle LOS B B D - - - - - - - - - - - - - - - - Ring 4 - - - - - - - - - - - - - - - - Ring 3 - - - - - - - - - - - - - - 6 5 Ring 2 - - - - - - - - - - - - - - 2 - Ring 1 Sequence 2030 Background AM 2030 Background AM Version 2022 (SP 0-8) Generated with 0.373 Volume to Capacity (v/c): B Level Of Service: 17.9 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: Signalized Control Type: Intersection 3: Sarival Avenue & Northern Parkway WB Off-Ramp Intersection Level Of Service Report No No No Crosswalk No No No Curb Present 0.00 0.00 0.00 Grade [%] 55.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 49.21 0.00 Exit Pocket Length [ft] 0 0 0 0 2 0 No. of Lanes in Exit Pocket 100.00 100.00 140.00 100.00 100.00 100.00 Entry Pocket Length [ft] 1 0 2 0 0 0 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Left Thru Left Right Thru Turning Movement Lane Configuration Westbound Southbound Northbound Approach Northern Parkway WB Pff-Ramp Sarival Avenue Sarival Avenue Name Intersection Setup 2030 Background AM 2030 Background AM Version 2022 (SP 0-8) Generated with 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 v_co, Outbound Pedestrian Volume crossing 0 0 0 v_di, Inbound Pedestrian Volume crossing m 0 0 0 v_do, Outbound Pedestrian Volume crossing 0 0 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 On-Street Parking Maneuver Rate [/h] No No No No No No Presence of On-Street Parking 362 89 451 0 0 272 Total Analysis Volume [veh/h] 91 22 113 0 0 68 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 1.0000 1.0000 0.9000 Peak Hour Factor 326 80 406 0 0 245 Total Hourly Volume [veh/h] 0 0 0 0 0 0 Right Turn on Red Volume [veh/h] 226 0 93 0 0 170 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] 1.4775 1.4775 1.4775 1.0000 1.0000 1.4775 Growth Factor 0.00 Proportion of CAVs [%] 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Adjustment Factor 68 54 212 0 0 51 Base Volume Input [veh/h] Northern Parkway WB Pff-Ramp Sarival Avenue Sarival Avenue Name Volumes 2030 Background AM 2030 Background AM Version 2022 (SP 0-8) Generated with 0 Pedestrian Clearance [s] 0 Pedestrian Walk [s] 0 Pedestrian Signal Group Exclusive Pedestrian Phase 1.00 1.00 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 0.0 0.0 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] No No No Pedestrian Recall No No No Maximum Recall No No No Minimum Recall 0.0 2.0 2.0 0.0 0.0 2.0 l2, Clearance Lost Time [s] 0.0 2.0 2.0 0.0 0.0 2.0 l1, Start-Up Lost Time [s] No No No Rest In Walk 0.0 0.0 0.0 0.0 0.0 0.0 Delayed Vehicle Green [s] 0 10 10 0 0 10 Pedestrian Clearance [s] 0 5 5 0 0 5 Walk [s] 0.0 3.0 3.0 0.0 0.0 3.0 Vehicle Extension [s] 0 47 43 0 0 43 Split [s] 0.0 1.0 1.0 0.0 0.0 1.0 All red [s] 0.0 3.0 3.0 0.0 0.0 3.0 Amber [s] 0 30 30 0 0 30 Maximum Green [s] 0 5 10 0 0 10 Minimum Green [s] - Lead - - - - Lead / Lag Auxiliary Signal Groups 0 7 2 0 0 6 Signal Group Permissive Permissive Permissive Permissive Permissive Permissive Control Type Phasing & Timing 0.00 Lost time [s] SingleBand Permissive Mode Lead Green - Beginning of First Green Offset Reference 0.0 Offset [s] Semi-actuated Actuation Type Time of Day Pattern Isolated Coordination Type 90 Cycle Length [s] - Signal Coordination Group No Located in CBD Intersection Settings 2030 Background AM 2030 Background AM Version 2022 (SP 0-8) Generated with 303.37 62.73 38.55 78.55 95th-Percentile Queue Length [ft/ln] 12.13 2.51 1.54 3.14 95th-Percentile Queue Length [veh/ln] 190.27 34.85 21.42 43.64 50th-Percentile Queue Length [ft/ln] 7.61 1.39 0.86 1.75 50th-Percentile Queue Length [veh/ln] Yes No No Yes Critical Lane Group D C A A Lane Group LOS 39.04 26.43 5.96 6.68 d, Delay for Lane Group [s/veh] 0.89 0.20 0.14 0.22 X, volume / capacity Lane Group Results 1.00 1.00 1.00 1.00 PF, progression factor 1.00 1.00 1.00 1.00 Rp, platoon ratio 0.00 0.00 0.00 0.00 d3, Initial Queue Delay [s] 6.79 0.21 0.08 0.42 d2, Incremental Delay [s] 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 0.11 0.11 0.50 0.50 k, delay calibration 32.26 26.22 5.87 6.26 d1, Uniform Delay [s] 407 456 3337 1225 c, Capacity [veh/h] 1589 1781 5094 1870 s, saturation flow rate [veh/h] 0.23 0.05 0.09 0.15 (v / s)_i Volume / Saturation Flow Rate 0.26 0.26 0.66 0.66 g / C, Green / Cycle 23 23 59 59 g_i, Effective Green Time [s] 2.00 2.00 2.00 2.00 l2, Clearance Lost Time [s] 0.00 0.00 0.00 0.00 l1_p, Permitted Start-Up Lost Time [s] 4.00 4.00 4.00 4.00 L, Total Lost Time per Cycle [s] 90 90 90 90 C, Cycle Length [s] R L C C Lane Group Lane Group Calculations 2030 Background AM 2030 Background AM Version 2022 (SP 0-8) Generated with Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh] 6.68 0.00 0.00 5.96 26.43 39.04 Movement LOS A A C D d_A, Approach Delay [s/veh] 6.68 5.96 36.55 Approach LOS A A D d_I, Intersection Delay [s/veh] 17.88 Intersection LOS B Intersection V/C 0.373 Other Modes g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 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] 0.00 0.00 0.00 I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 0.000 Crosswalk LOS F F F s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 867 867 956 d_b, Bicycle Delay [s] 14.45 14.45 12.27 I_b,int, Bicycle LOS Score for Intersection 2.008 1.808 1.560 Bicycle LOS B A A - - - - - - - - - - - - - - - - Ring 4 - - - - - - - - - - - - - - - - Ring 3 - - - - - - - - - - - - - 7 6 - Ring 2 - - - - - - - - - - - - - - 2 - Ring 1 Sequence 2030 Background AM 2030 Background AM Version 2022 (SP 0-8) Generated with 0.511 Volume to Capacity (v/c): B Level Of Service: 12.6 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: All-way stop Control Type: Intersection 4: Sarival Avenue & Olive Avenue Intersection Level Of Service Report No No No No Crosswalk 0.00 0.00 0.00 0.00 Grade [%] 45.00 30.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Exit Pocket 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 Entry Pocket Length [ft] 0 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration Westbound Eastbound Southbound Northbound Approach Olive Avenue Olive Avenue Sarival Avenue Sarival Avenue Name Intersection Setup 0 0 0 0 Pedestrian Volume [ped/h] 3 38 8 187 71 58 106 246 3 13 144 77 Total Analysis Volume [veh/h] 1 9 2 47 18 14 26 61 1 3 36 19 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 3 34 7 168 64 52 95 221 3 12 130 69 Total Hourly Volume [veh/h] 0 0 0 0 0 6 83 82 0 0 34 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] 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 Growth Factor 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 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 Adjustment Factor 2 23 5 114 43 31 8 94 2 8 65 47 Base Volume Input [veh/h] Olive Avenue Olive Avenue Sarival Avenue Sarival Avenue Name Volumes 2030 Background AM 2030 Background AM Version 2022 (SP 0-8) Generated with B Intersection LOS 12.59 Intersection Delay [s/veh] A B B B Approach LOS 9.68 12.77 13.45 11.66 Approach Delay [s/veh] 6.80 61.52 73.19 41.08 95th-Percentile Queue Length [ft] 0.27 2.46 2.93 1.64 95th-Percentile Queue Length [veh] Movement, Approach, & Intersection Results 0.08 0.46 0.51 0.36 Degree of Utilization, x 588 681 695 649 Capacity per Entry Lane [veh/h] Lanes Intersection Settings 2030 Background AM 2030 Background AM Version 2022 (SP 0-8) Generated with 0.810 Volume to Capacity (v/c): C Level Of Service: 21.0 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: All-way stop Control Type: Intersection 5: Sarival Avenue & Peoria Avenue Intersection Level Of Service Report No No No No Crosswalk 0.00 0.00 0.00 0.00 Grade [%] 45.00 45.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Exit Pocket 160.00 100.00 160.00 100.00 100.00 165.00 100.00 100.00 160.00 100.00 100.00 170.00 Entry Pocket Length [ft] 1 0 1 0 0 1 0 0 1 0 0 1 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration Westbound Eastbound Southbound Northbound Approach Peoria Avenue Peoria Avenue Sarival Avenue Sarival Avenue Name Intersection Setup 0 0 0 0 Pedestrian Volume [ped/h] 13 261 21 216 233 27 68 106 39 34 58 97 Total Analysis Volume [veh/h] 3 65 5 54 58 7 17 26 10 9 14 24 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 12 235 19 194 210 24 61 95 35 31 52 87 Total Hourly Volume [veh/h] 0 0 0 170 0 0 0 0 0 0 0 40 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] 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 Growth Factor 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 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 Adjustment Factor 8 159 13 16 142 16 41 64 24 21 35 32 Base Volume Input [veh/h] Peoria Avenue Peoria Avenue Sarival Avenue Sarival Avenue Name Volumes 2030 Background AM 2030 Background AM Version 2022 (SP 0-8) Generated with C Intersection LOS 20.96 Intersection Delay [s/veh] C D B B Approach LOS 16.94 30.07 13.85 12.31 Approach Delay [s/veh] 1.82 75.84 3.55 199.34 4.35 40.63 7.32 5.38 10.71 21.23 95th-Percentile Queue Length [ft] 0.07 3.03 0.14 7.97 0.17 1.63 0.29 0.22 0.43 0.85 95th-Percentile Queue Length [veh] Movement, Approach, & Intersection Results 0.02 0.53 0.05 0.81 0.05 0.36 0.09 0.07 0.13 0.22 Degree of Utilization, x 548 495 463 554 492 482 437 507 461 433 Capacity per Entry Lane [veh/h] Lanes Intersection Settings 2030 Background AM 2030 Background AM Version 2022 (SP 0-8) Generated with 0.314 Volume to Capacity (v/c): A Level Of Service: 9.2 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: All-way stop Control Type: Intersection 6: Reems Road & Olive Avenue Intersection Level Of Service Report No No No No Crosswalk 0.00 0.00 0.00 0.00 Grade [%] 45.00 45.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Exit Pocket 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 Entry Pocket Length [ft] 0 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration Westbound Eastbound Southbound Northbound Approach Olive Avenue Olive Avenue Reems Road Reems Road Name Intersection Setup 0 0 0 0 Pedestrian Volume [ped/h] 3 1 14 24 220 4 10 8 77 4 149 14 Total Analysis Volume [veh/h] 1 0 4 6 55 1 3 2 19 1 37 4 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 3 1 13 22 198 4 9 7 69 4 134 13 Total Hourly 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] 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 Growth Factor 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 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 Adjustment Factor 2 1 9 15 134 3 6 5 47 3 91 9 Base Volume Input [veh/h] Olive Avenue Olive Avenue Reems Road Reems Road Name Volumes 2030 Background AM 2030 Background AM Version 2022 (SP 0-8) Generated with A Intersection LOS 9.20 Intersection Delay [s/veh] A A A A Approach LOS 8.08 9.62 8.62 9.02 Approach Delay [s/veh] 1.90 33.61 11.06 20.73 95th-Percentile Queue Length [ft] 0.08 1.34 0.44 0.83 95th-Percentile Queue Length [veh] Movement, Approach, & Intersection Results 0.02 0.31 0.13 0.22 Degree of Utilization, x 727 791 736 765 Capacity per Entry Lane [veh/h] Lanes Intersection Settings 2030 Background AM 2030 Background AM Version 2022 (SP 0-8) Generated with 0.226 Volume to Capacity (v/c): C Level Of Service: 22.6 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: Signalized Control Type: Intersection 1: Cotton Lane & Olive Avenue Intersection Level Of Service Report No No No No Crosswalk No No No No Curb Present 0.00 0.00 0.00 0.00 Grade [%] 45.00 45.00 45.00 45.00 Speed [mph] 49.21 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 1 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Exit Pocket 420.00 100.00 475.00 160.00 100.00 350.00 175.00 100.00 250.00 175.00 100.00 230.00 Entry Pocket Length [ft] 1 0 1 1 0 1 1 0 2 1 0 2 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration Westbound Eastbound Southbound Northbound Approach Olive Avenue Olive Avenue Cotton Lane Cotton Lane Name Intersection Setup 2030 Background PM 2030 Background PM Version 2022 (SP 0-8) Generated with 0 0 0 0 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 mi 0 0 0 0 v_co, Outbound Pedestrian Volume crossing 0 0 0 0 v_di, Inbound Pedestrian Volume crossing m 0 0 0 0 v_do, Outbound Pedestrian Volume crossing 0 0 0 0 0 0 0 0 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] No No No No No No No No Presence of On-Street Parking 10 228 13 49 144 96 193 130 3 23 117 66 Total Analysis Volume [veh/h] 3 57 3 12 36 24 48 33 1 6 29 16 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 9 205 12 44 130 86 174 117 3 21 105 59 Total Hourly Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 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] 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 Growth Factor 0.00 Proportion of CAVs [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 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 Adjustment Factor 6 139 8 30 88 58 118 79 2 14 71 40 Base Volume Input [veh/h] Olive Avenue Olive Avenue Cotton Lane Cotton Lane Name Volumes 2030 Background PM 2030 Background PM Version 2022 (SP 0-8) Generated with 0 Pedestrian Clearance [s] 0 Pedestrian Walk [s] 0 Pedestrian Signal Group Exclusive Pedestrian Phase 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 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 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] No No No No No No No No Pedestrian Recall No No No No No No No No Maximum Recall No No No No No No No No Minimum Recall 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 l2, Clearance Lost Time [s] 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 l1, Start-Up Lost Time [s] No No No No Rest In Walk 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delayed Vehicle Green [s] 0 10 0 0 10 0 0 10 0 0 10 0 Pedestrian Clearance [s] 0 5 0 0 5 0 0 5 0 0 5 0 Walk [s] 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 Vehicle Extension [s] 0 23 9 0 23 9 0 16 18 0 40 42 Split [s] 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 All red [s] 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 Amber [s] 0 30 30 0 30 30 0 30 30 0 30 30 Maximum Green [s] 0 10 5 0 10 5 0 10 5 0 10 5 Minimum Green [s] - - Lead - - Lead - - Lead - - Lead Lead / Lag Auxiliary Signal Groups 0 6 1 0 2 5 0 4 7 0 8 3 Signal Group Permiss Permiss ProtPer Permiss Permiss ProtPer Permiss Permiss Protecte Permiss Permiss Protecte Control Type Phasing & Timing 0.00 Lost time [s] SingleBand Permissive Mode Lead Green - Beginning of First Green Offset Reference 0.0 Offset [s] Fully actuated Actuation Type Time of Day Pattern Isolated Coordination Type 90 Cycle Length [s] - Signal Coordination Group No Located in CBD Intersection Settings 2030 Background PM 2030 Background PM Version 2022 (SP 0-8) Generated with 3.43 39.90 2.80 15.18 21.55 23.87 193.58 54.63 1.91 17.95 46.00 32.47 95th-Percentile Queue Length [ft/ln] 0.14 1.60 0.11 0.61 0.86 0.95 7.74 2.19 0.08 0.72 1.84 1.30 95th-Percentile Queue Length [veh/ln] 1.90 22.17 1.56 8.43 11.97 13.26 108.26 30.35 1.06 9.97 25.56 18.04 50th-Percentile Queue Length [ft/ln] 0.08 0.89 0.06 0.34 0.48 0.53 4.33 1.21 0.04 0.40 1.02 0.72 50th-Percentile Queue Length [veh/ln] No Yes No No No Yes Yes No No No No Yes Critical Lane Group A A A A A A D C D C C D Lane Group LOS 8.21 8.80 4.94 7.17 7.20 5.46 43.72 34.09 48.68 30.11 30.69 43.53 d, Delay for Lane Group [s/veh] 0.01 0.11 0.01 0.05 0.07 0.11 0.81 0.24 0.16 0.08 0.17 0.41 X, volume / capacity Lane Group Results 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d3, Initial Queue Delay [s] 0.02 0.11 0.01 0.10 0.06 0.24 6.59 0.24 4.03 0.11 0.12 1.71 d2, Incremental Delay [s] 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 0.50 0.50 0.11 0.50 0.50 0.50 0.11 0.11 0.11 0.11 0.11 0.11 k, delay calibration 8.18 8.69 4.93 7.07 7.14 5.21 37.13 33.86 44.65 30.00 30.57 41.82 d1, Uniform Delay [s] 914 2048 913 970 2173 892 238 532 18 302 677 160 c, Capacity [veh/h] 1589 3560 1224 1589 3560 1212 1589 3560 3459 1589 3560 3459 s, saturation flow rate [veh/h] 0.01 0.06 0.01 0.03 0.04 0.08 0.12 0.04 0.00 0.01 0.03 0.02 (v / s)_i Volume / Saturation Flow Rate 0.58 0.58 0.67 0.61 0.61 0.67 0.15 0.15 0.00 0.19 0.19 0.05 g / C, Green / Cycle 52 52 61 55 55 61 13 13 0 17 17 4 g_i, Effective Green Time [s] 2.00 2.00 0.00 2.00 2.00 0.00 2.00 2.00 2.00 2.00 2.00 2.00 l2, Clearance 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 l1_p, Permitted Start-Up Lost Time [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 L, Total Lost Time per Cycle [s] 90 90 90 90 90 90 90 90 90 90 90 90 C, Cycle Length [s] R C L R C L R C L R C L Lane Group Lane Group Calculations 2030 Background PM 2030 Background PM Version 2022 (SP 0-8) Generated with Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh] 43.53 30.69 30.11 48.68 34.09 43.72 5.46 7.20 7.17 4.94 8.80 8.21 Movement LOS D C C D C D A A A A A A d_A, Approach Delay [s/veh] 34.74 39.93 6.61 8.58 Approach LOS C D A A d_I, Intersection Delay [s/veh] 22.61 Intersection LOS C Intersection V/C 0.226 Other Modes g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 0.0 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 0.00 0.00 0.00 I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 0.000 0.000 Crosswalk LOS F F F F s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 799 266 422 422 d_b, Bicycle Delay [s] 16.24 33.84 28.05 28.05 I_b,int, Bicycle LOS Score for Intersection 1.730 1.829 1.798 1.767 Bicycle LOS A A A A - - - - - - - - - - - - - - - - Ring 4 - - - - - - - - - - - - - - - - Ring 3 - - - - - - - - - - - - 8 7 6 5 Ring 2 - - - - - - - - - - - - 4 3 2 1 Ring 1 Sequence 2030 Background PM 2030 Background PM Version 2022 (SP 0-8) Generated with 0.234 Volume to Capacity (v/c): A Level Of Service: 0.7 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: Signalized Control Type: Intersection 2: Sarival Road & Northern Parkway EB On-Ramp Intersection Level Of Service Report No No No Crosswalk No No Curb Present 0.00 0.00 0.00 Grade [%] 30.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 No. of Lanes in Exit Pocket 100.00 100.00 100.00 420.00 170.00 100.00 Entry Pocket Length [ft] 0 0 0 2 1 0 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Left Thru Left Right Thru Turning Movement Lane Configuration Westbound Southbound Northbound Approach Sarival Avenue Name Intersection Setup 2030 Background PM 2030 Background PM Version 2022 (SP 0-8) Generated with 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 v_co, Outbound Pedestrian Volume crossing 0 0 0 v_di, Inbound Pedestrian Volume crossing m 0 0 0 v_do, Outbound Pedestrian Volume crossing 0 0 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 On-Street Parking Maneuver Rate [/h] No No No No Presence of On-Street Parking 0 0 438 341 253 149 Total Analysis Volume [veh/h] 0 0 109 85 63 37 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 1.0000 1.0000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 0 0 394 307 228 134 Total Hourly Volume [veh/h] 0 0 0 0 0 0 Right Turn on Red Volume [veh/h] 0 0 166 221 0 44 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] 1.0000 1.0000 1.4775 1.4775 1.4775 1.4775 Growth Factor 0.00 Proportion of CAVs [%] 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Adjustment Factor 0 0 154 58 154 61 Base Volume Input [veh/h] Sarival Avenue Name Volumes 2030 Background PM 2030 Background PM Version 2022 (SP 0-8) Generated with 0 Pedestrian Clearance [s] 0 Pedestrian Walk [s] 0 Pedestrian Signal Group Exclusive Pedestrian Phase 1.00 1.00 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 0.0 0.0 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] No No No Pedestrian Recall No No No Maximum Recall No No No Minimum Recall 0.0 0.0 2.0 2.0 0.0 2.0 l2, Clearance Lost Time [s] 0.0 0.0 2.0 2.0 0.0 2.0 l1, Start-Up Lost Time [s] No No Rest In Walk 0.0 0.0 0.0 0.0 0.0 0.0 Delayed Vehicle Green [s] 0 0 10 0 0 10 Pedestrian Clearance [s] 0 0 5 0 0 5 Walk [s] 0.0 0.0 3.0 3.0 0.0 3.0 Vehicle Extension [s] 0 0 90 15 0 75 Split [s] 0.0 0.0 1.0 1.0 0.0 1.0 All red [s] 0.0 0.0 3.0 3.0 0.0 3.0 Amber [s] 0 0 30 30 0 30 Maximum Green [s] 0 0 10 5 0 10 Minimum Green [s] - - - Lead - - Lead / Lag Auxiliary Signal Groups 0 0 2 5 0 6 Signal Group Permissive Permissive Permissive ProtPerm Permissive Permissive Control Type Phasing & Timing 0.00 Lost time [s] SingleBand Permissive Mode Lead Green - Beginning of First Green Offset Reference 0.0 Offset [s] Semi-actuated Actuation Type Time of Day Pattern Isolated Coordination Type 90 Cycle Length [s] - Signal Coordination Group No Located in CBD Intersection Settings 2030 Background PM 2030 Background PM Version 2022 (SP 0-8) Generated with 7.30 2.22 6.13 2.84 95th-Percentile Queue Length [ft/ln] 0.29 0.09 0.25 0.11 95th-Percentile Queue Length [veh/ln] 4.06 1.23 3.40 1.58 50th-Percentile Queue Length [ft/ln] 0.16 0.05 0.14 0.06 50th-Percentile Queue Length [veh/ln] Yes No No No Critical Lane Group A A A A Lane Group LOS 0.44 0.29 1.45 1.17 d, Delay for Lane Group [s/veh] 0.25 0.16 0.19 0.09 X, volume / capacity Lane Group Results 1.00 1.00 1.00 1.00 PF, progression factor 1.00 1.00 1.00 1.00 Rp, platoon ratio 0.00 0.00 0.00 0.00 d3, Initial Queue Delay [s] 0.33 0.17 0.30 0.12 d2, Incremental Delay [s] 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 0.50 0.50 0.50 0.50 k, delay calibration 0.12 0.12 1.15 1.05 d1, Uniform Delay [s] 1787 2068 1357 1596 c, Capacity [veh/h] 1870 2038 1589 1870 s, saturation flow rate [veh/h] 0.23 0.17 0.16 0.08 (v / s)_i Volume / Saturation Flow Rate 0.96 0.96 0.85 0.85 g / C, Green / Cycle 86 86 77 77 g_i, Effective Green Time [s] 2.00 0.00 2.00 2.00 l2, Clearance Lost Time [s] 0.00 0.00 0.00 0.00 l1_p, Permitted Start-Up Lost Time [s] 4.00 4.00 4.00 4.00 L, Total Lost Time per Cycle [s] 90 90 90 90 C, Cycle Length [s] C L R C Lane Group Lane Group Calculations 2030 Background PM 2030 Background PM Version 2022 (SP 0-8) Generated with Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh] 1.17 1.45 0.29 0.44 0.00 0.00 Movement LOS A A A A d_A, Approach Delay [s/veh] 1.35 0.38 0.00 Approach LOS A A A d_I, Intersection Delay [s/veh] 0.71 Intersection LOS A Intersection V/C 0.234 Other Modes g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 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] 0.00 0.00 0.00 I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 0.000 Crosswalk LOS F F F s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1578 1911 0 d_b, Bicycle Delay [s] 2.01 0.09 45.00 I_b,int, Bicycle LOS Score for Intersection 2.223 2.845 4.132 Bicycle LOS B C D - - - - - - - - - - - - - - - - Ring 4 - - - - - - - - - - - - - - - - Ring 3 - - - - - - - - - - - - - - 6 5 Ring 2 - - - - - - - - - - - - - - 2 - Ring 1 Sequence 2030 Background PM 2030 Background PM Version 2022 (SP 0-8) Generated with 0.282 Volume to Capacity (v/c): B Level Of Service: 15.7 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: Signalized Control Type: Intersection 3: Sarival Avenue & Northern Parkway WB Off-Ramp Intersection Level Of Service Report No No No Crosswalk No No No Curb Present 0.00 0.00 0.00 Grade [%] 55.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 49.21 0.00 Exit Pocket Length [ft] 0 0 0 0 2 0 No. of Lanes in Exit Pocket 100.00 100.00 140.00 100.00 100.00 100.00 Entry Pocket Length [ft] 1 0 2 0 0 0 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Left Thru Left Right Thru Turning Movement Lane Configuration Westbound Southbound Northbound Approach Northern Parkway WB Pff-Ramp Sarival Avenue Sarival Avenue Name Intersection Setup 2030 Background PM 2030 Background PM Version 2022 (SP 0-8) Generated with 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 v_co, Outbound Pedestrian Volume crossing 0 0 0 v_di, Inbound Pedestrian Volume crossing m 0 0 0 v_do, Outbound Pedestrian Volume crossing 0 0 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 On-Street Parking Maneuver Rate [/h] No No No No No No Presence of On-Street Parking 248 156 643 0 0 151 Total Analysis Volume [veh/h] 62 39 161 0 0 38 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 1.0000 1.0000 0.9000 Peak Hour Factor 223 140 579 0 0 136 Total Hourly Volume [veh/h] 0 0 0 0 0 0 Right Turn on Red Volume [veh/h] 0 0 387 0 0 44 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] 1.4775 1.4775 1.4775 1.0000 1.0000 1.4775 Growth Factor 0.00 Proportion of CAVs [%] 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Adjustment Factor 151 95 130 0 0 62 Base Volume Input [veh/h] Northern Parkway WB Pff-Ramp Sarival Avenue Sarival Avenue Name Volumes 2030 Background PM 2030 Background PM Version 2022 (SP 0-8) Generated with 0 Pedestrian Clearance [s] 0 Pedestrian Walk [s] 0 Pedestrian Signal Group Exclusive Pedestrian Phase 1.00 1.00 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 0.0 0.0 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] No No No Pedestrian Recall No No No Maximum Recall No No No Minimum Recall 0.0 2.0 2.0 0.0 0.0 2.0 l2, Clearance Lost Time [s] 0.0 2.0 2.0 0.0 0.0 2.0 l1, Start-Up Lost Time [s] No No No Rest In Walk 0.0 0.0 0.0 0.0 0.0 0.0 Delayed Vehicle Green [s] 0 10 10 0 0 10 Pedestrian Clearance [s] 0 5 5 0 0 5 Walk [s] 0.0 3.0 3.0 0.0 0.0 3.0 Vehicle Extension [s] 0 71 19 0 0 19 Split [s] 0.0 1.0 1.0 0.0 0.0 1.0 All red [s] 0.0 3.0 3.0 0.0 0.0 3.0 Amber [s] 0 30 30 0 0 30 Maximum Green [s] 0 5 10 0 0 10 Minimum Green [s] - Lead - - - - Lead / Lag Auxiliary Signal Groups 0 7 2 0 0 6 Signal Group Permissive Permissive Permissive Permissive Permissive Permissive Control Type Phasing & Timing 0.00 Lost time [s] SingleBand Permissive Mode Lead Green - Beginning of First Green Offset Reference 0.0 Offset [s] Semi-actuated Actuation Type Time of Day Pattern Isolated Coordination Type 90 Cycle Length [s] - Signal Coordination Group No Located in CBD Intersection Settings 2030 Background PM 2030 Background PM Version 2022 (SP 0-8) Generated with 228.13 130.24 37.71 27.01 95th-Percentile Queue Length [ft/ln] 9.13 5.21 1.51 1.08 95th-Percentile Queue Length [veh/ln] 133.41 72.35 20.95 15.01 50th-Percentile Queue Length [ft/ln] 5.34 2.89 0.84 0.60 50th-Percentile Queue Length [veh/ln] Yes No Yes No Critical Lane Group D C A A Lane Group LOS 41.85 33.79 3.97 3.85 d, Delay for Lane Group [s/veh] 0.84 0.47 0.17 0.11 X, volume / capacity Lane Group Results 1.00 1.00 1.00 1.00 PF, progression factor 1.00 1.00 1.00 1.00 Rp, platoon ratio 0.00 0.00 0.00 0.00 d3, Initial Queue Delay [s] 6.46 1.05 0.10 0.17 d2, Incremental Delay [s] 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 0.11 0.11 0.50 0.50 k, delay calibration 35.39 32.74 3.87 3.68 d1, Uniform Delay [s] 294 330 3697 1357 c, Capacity [veh/h] 1589 1781 5094 1870 s, saturation flow rate [veh/h] 0.16 0.09 0.13 0.08 (v / s)_i Volume / Saturation Flow Rate 0.18 0.18 0.73 0.73 g / C, Green / Cycle 17 17 65 65 g_i, Effective Green Time [s] 2.00 2.00 2.00 2.00 l2, Clearance Lost Time [s] 0.00 0.00 0.00 0.00 l1_p, Permitted Start-Up Lost Time [s] 4.00 4.00 4.00 4.00 L, Total Lost Time per Cycle [s] 90 90 90 90 C, Cycle Length [s] R L C C Lane Group Lane Group Calculations 2030 Background PM 2030 Background PM Version 2022 (SP 0-8) Generated with Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh] 3.85 0.00 0.00 3.97 33.79 41.85 Movement LOS A A C D d_A, Approach Delay [s/veh] 3.85 3.97 38.74 Approach LOS A A D d_I, Intersection Delay [s/veh] 15.68 Intersection LOS B Intersection V/C 0.282 Other Modes g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 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] 0.00 0.00 0.00 I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 0.000 Crosswalk LOS F F F s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 333 333 1489 d_b, Bicycle Delay [s] 31.25 31.25 2.94 I_b,int, Bicycle LOS Score for Intersection 1.809 1.913 1.560 Bicycle LOS A A A - - - - - - - - - - - - - - - - Ring 4 - - - - - - - - - - - - - - - - Ring 3 - - - - - - - - - - - - - 7 6 - Ring 2 - - - - - - - - - - - - - - 2 - Ring 1 Sequence 2030 Background PM 2030 Background PM Version 2022 (SP 0-8) Generated with 0.730 Volume to Capacity (v/c): C Level Of Service: 16.1 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: All-way stop Control Type: Intersection 4: Sarival Avenue & Olive Avenue Intersection Level Of Service Report No No No No Crosswalk 0.00 0.00 0.00 0.00 Grade [%] 45.00 30.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Exit Pocket 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 Entry Pocket Length [ft] 0 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration Westbound Eastbound Southbound Northbound Approach Olive Avenue Olive Avenue Sarival Avenue Sarival Avenue Name Intersection Setup 0 0 0 0 Pedestrian Volume [ped/h] 4 62 7 80 56 67 40 174 1 11 314 182 Total Analysis Volume [veh/h] 1 16 2 20 14 17 10 44 0 3 79 46 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 4 56 6 72 50 60 36 157 1 10 283 164 Total Hourly Volume [veh/h] 0 0 0 0 0 25 2 42 0 0 140 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] 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 Growth Factor 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 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 Adjustment Factor 3 38 4 49 34 24 23 78 1 7 97 111 Base Volume Input [veh/h] Olive Avenue Olive Avenue Sarival Avenue Sarival Avenue Name Volumes 2030 Background PM 2030 Background PM Version 2022 (SP 0-8) Generated with C Intersection LOS 16.12 Intersection Delay [s/veh] B B B C Approach LOS 10.21 11.66 11.05 20.91 Approach Delay [s/veh] 10.90 35.74 35.27 159.67 95th-Percentile Queue Length [ft] 0.44 1.43 1.41 6.39 95th-Percentile Queue Length [veh] Movement, Approach, & Intersection Results 0.13 0.33 0.33 0.73 Degree of Utilization, x 572 618 661 694 Capacity per Entry Lane [veh/h] Lanes Intersection Settings 2030 Background PM 2030 Background PM Version 2022 (SP 0-8) Generated with 1.140 Volume to Capacity (v/c): F Level Of Service: 54.9 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: All-way stop Control Type: Intersection 5: Sarival Avenue & Peoria Avenue Intersection Level Of Service Report No No No No Crosswalk 0.00 0.00 0.00 0.00 Grade [%] 45.00 45.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Exit Pocket 160.00 100.00 160.00 100.00 100.00 165.00 100.00 100.00 160.00 100.00 100.00 170.00 Entry Pocket Length [ft] 1 0 1 0 0 1 0 0 1 0 0 1 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration Westbound Eastbound Southbound Northbound Approach Peoria Avenue Peoria Avenue Sarival Avenue Sarival Avenue Name Intersection Setup 0 0 0 0 Pedestrian Volume [ped/h] 31 392 51 91 433 93 64 56 18 51 106 236 Total Analysis Volume [veh/h] 8 98 13 23 108 23 16 14 4 13 26 59 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 28 353 46 82 390 84 58 50 16 46 95 212 Total Hourly Volume [veh/h] 0 0 0 44 0 0 0 0 0 0 0 165 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] 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 Growth Factor 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 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 Adjustment Factor 19 239 31 26 264 57 39 34 11 31 64 32 Base Volume Input [veh/h] Peoria Avenue Peoria Avenue Sarival Avenue Sarival Avenue Name Volumes 2030 Background PM 2030 Background PM Version 2022 (SP 0-8) Generated with F Intersection LOS 54.94 Intersection Delay [s/veh] E F B C Approach LOS 40.48 97.86 14.06 19.33 Approach Delay [s/veh] 5.09 230.95 10.26 465.18 20.54 28.30 3.60 9.22 24.24 90.23 95th-Percentile Queue Length [ft] 0.20 9.24 0.41 18.61 0.82 1.13 0.14 0.37 0.97 3.61 95th-Percentile Queue Length [veh] Movement, Approach, & Intersection Results 0.06 0.88 0.12 1.14 0.22 0.28 0.05 0.11 0.25 0.59 Degree of Utilization, x 486 445 421 524 426 429 392 463 426 403 Capacity per Entry Lane [veh/h] Lanes Intersection Settings 2030 Background PM 2030 Background PM Version 2022 (SP 0-8) Generated with 0.315 Volume to Capacity (v/c): A Level Of Service: 9.5 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: All-way stop Control Type: Intersection 6: Reems Road & Olive Avenue Intersection Level Of Service Report No No No No Crosswalk 0.00 0.00 0.00 0.00 Grade [%] 45.00 45.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Exit Pocket 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 Entry Pocket Length [ft] 0 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration Westbound Eastbound Southbound Northbound Approach Olive Avenue Olive Avenue Reems Road Reems Road Name Intersection Setup 0 0 0 0 Pedestrian Volume [ped/h] 8 1 4 52 189 7 13 3 51 8 210 17 Total Analysis Volume [veh/h] 2 0 1 13 47 2 3 1 13 2 53 4 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 7 1 4 47 170 6 12 3 46 7 189 15 Total Hourly 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] 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 Growth Factor 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 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 Adjustment Factor 5 1 3 32 115 4 8 2 31 5 128 10 Base Volume Input [veh/h] Olive Avenue Olive Avenue Reems Road Reems Road Name Volumes 2030 Background PM 2030 Background PM Version 2022 (SP 0-8) Generated with A Intersection LOS 9.47 Intersection Delay [s/veh] A A A A Approach LOS 7.77 9.66 8.39 9.67 Approach Delay [s/veh] 1.29 33.80 7.50 32.09 95th-Percentile Queue Length [ft] 0.05 1.35 0.30 1.28 95th-Percentile Queue Length [veh] Movement, Approach, & Intersection Results 0.02 0.31 0.09 0.30 Degree of Utilization, x 769 788 735 774 Capacity per Entry Lane [veh/h] Lanes Intersection Settings 2030 Background PM 2030 Background PM Version 2022 (SP 0-8) Generated with 0.109 Volume to Capacity (v/c): B Level Of Service: 17.6 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: Signalized Control Type: Intersection 1: Cotton Lane & Olive Avenue Intersection Level Of Service Report No No No No Crosswalk No No No No Curb Present 0.00 0.00 0.00 0.00 Grade [%] 45.00 45.00 45.00 45.00 Speed [mph] 49.21 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 1 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Exit Pocket 420.00 100.00 475.00 160.00 100.00 350.00 175.00 100.00 250.00 175.00 100.00 230.00 Entry Pocket Length [ft] 1 0 1 1 0 1 1 0 2 1 0 2 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration Westbound Eastbound Southbound Northbound Approach Olive Avenue Olive Avenue Cotton Lane Cotton Lane Name Intersection Setup 2025 Total AM 2025 Total AM Version 2022 (SP 0-8) Generated with 0 0 0 0 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 mi 0 0 0 0 v_co, Outbound Pedestrian Volume crossing 0 0 0 0 v_di, Inbound Pedestrian Volume crossing m 0 0 0 0 v_do, Outbound Pedestrian Volume crossing 0 0 0 0 0 0 0 0 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] No No No No No No No No Presence of On-Street Parking 14 89 2 58 210 100 58 74 3 23 92 47 Total Analysis Volume [veh/h] 4 22 1 14 53 25 14 19 1 6 23 12 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 13 80 2 52 189 90 52 67 3 21 83 42 Total Hourly Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 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] 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 Growth Factor 0.00 Proportion of CAVs [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 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 Adjustment Factor 11 69 2 45 163 78 45 58 3 18 72 36 Base Volume Input [veh/h] Olive Avenue Olive Avenue Cotton Lane Cotton Lane Name Volumes 2025 Total AM 2025 Total AM Version 2022 (SP 0-8) Generated with 0 Pedestrian Clearance [s] 0 Pedestrian Walk [s] 0 Pedestrian Signal Group Exclusive Pedestrian Phase 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 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 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] No No No No No No No No Pedestrian Recall No No No No No No No No Maximum Recall No No No No No No No No Minimum Recall 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 l2, Clearance Lost Time [s] 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 l1, Start-Up Lost Time [s] No No No No Rest In Walk 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delayed Vehicle Green [s] 0 10 0 0 10 0 0 10 0 0 10 0 Pedestrian Clearance [s] 0 5 0 0 5 0 0 5 0 0 5 0 Walk [s] 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 Vehicle Extension [s] 0 27 9 0 27 9 0 18 40 0 14 36 Split [s] 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 All red [s] 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 Amber [s] 0 30 30 0 30 30 0 30 30 0 30 30 Maximum Green [s] 0 10 5 0 10 5 0 10 5 0 10 5 Minimum Green [s] - - Lead - - Lead - - Lead - - Lead Lead / Lag Auxiliary Signal Groups 0 6 1 0 2 5 0 4 7 0 8 3 Signal Group Permiss Permiss ProtPer Permiss Permiss ProtPer Permiss Permiss Protecte Permiss Permiss Protecte Control Type Phasing & Timing 0.00 Lost time [s] SingleBand Permissive Mode Lead Green - Beginning of First Green Offset Reference 0.0 Offset [s] Fully actuated Actuation Type Time of Day Pattern Isolated Coordination Type 90 Cycle Length [s] - Signal Coordination Group No Located in CBD Intersection Settings 2025 Total AM 2025 Total AM Version 2022 (SP 0-8) Generated with 4.03 12.46 0.32 13.84 24.34 18.71 53.32 32.50 1.91 19.36 38.60 23.21 95th-Percentile Queue Length [ft/ln] 0.16 0.50 0.01 0.55 0.97 0.75 2.13 1.30 0.08 0.77 1.54 0.93 95th-Percentile Queue Length [veh/ln] 2.24 6.92 0.18 7.69 13.52 10.40 29.62 18.05 1.06 10.76 21.44 12.90 50th-Percentile Queue Length [ft/ln] 0.09 0.28 0.01 0.31 0.54 0.42 1.18 0.72 0.04 0.43 0.86 0.52 50th-Percentile Queue Length [veh/ln] No No Yes No Yes No Yes No No No No Yes Critical Lane Group A A A A A A D D D C C D Lane Group LOS 6.50 6.61 3.59 5.16 5.26 3.95 38.40 36.89 48.68 33.86 34.22 43.61 d, Delay for Lane Group [s/veh] 0.01 0.04 0.00 0.05 0.09 0.09 0.34 0.19 0.16 0.10 0.18 0.34 X, volume / capacity Lane Group Results 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d3, Initial Queue Delay [s] 0.03 0.03 0.00 0.10 0.07 0.18 1.16 0.24 4.03 0.19 0.17 1.46 d2, Incremental Delay [s] 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 0.50 0.50 0.11 0.50 0.50 0.50 0.11 0.11 0.11 0.11 0.11 0.11 k, delay calibration 6.47 6.58 3.59 5.07 5.19 3.78 37.25 36.65 44.65 33.66 34.05 42.15 d1, Uniform Delay [s] 990 2218 905 1066 2389 1064 171 384 18 226 506 137 c, Capacity [veh/h] 1589 3560 1135 1589 3560 1342 1589 3560 3459 1589 3560 3459 s, saturation flow rate [veh/h] 0.01 0.02 0.00 0.04 0.06 0.07 0.04 0.02 0.00 0.01 0.03 0.01 (v / s)_i Volume / Saturation Flow Rate 0.62 0.62 0.72 0.67 0.67 0.72 0.11 0.11 0.00 0.14 0.14 0.04 g / C, Green / Cycle 56 56 65 61 61 65 10 10 0 13 13 4 g_i, Effective Green Time [s] 2.00 2.00 0.00 2.00 2.00 0.00 2.00 2.00 2.00 2.00 2.00 2.00 l2, Clearance 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 l1_p, Permitted Start-Up Lost Time [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 L, Total Lost Time per Cycle [s] 90 90 90 90 90 90 90 90 90 90 90 90 C, Cycle Length [s] R C L R C L R C L R C L Lane Group Lane Group Calculations 2025 Total AM 2025 Total AM Version 2022 (SP 0-8) Generated with Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh] 43.61 34.22 33.86 48.68 36.89 38.40 3.95 5.26 5.16 3.59 6.61 6.50 Movement LOS D C C D D D A A A A A A d_A, Approach Delay [s/veh] 36.90 37.80 4.89 6.54 Approach LOS D D A A d_I, Intersection Delay [s/veh] 17.62 Intersection LOS B Intersection V/C 0.109 Other Modes g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 0.0 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 0.00 0.00 0.00 I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 0.000 0.000 Crosswalk LOS F F F F s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 222 311 511 511 d_b, Bicycle Delay [s] 35.60 32.13 24.98 24.98 I_b,int, Bicycle LOS Score for Intersection 1.693 1.671 1.863 1.646 Bicycle LOS A A A A - - - - - - - - - - - - - - - - Ring 4 - - - - - - - - - - - - - - - - Ring 3 - - - - - - - - - - - - 8 7 6 5 Ring 2 - - - - - - - - - - - - 4 3 2 1 Ring 1 Sequence 2025 Total AM 2025 Total AM Version 2022 (SP 0-8) Generated with 0.275 Volume to Capacity (v/c): A Level Of Service: 1.1 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: Signalized Control Type: Intersection 2: Sarival Road & Northern Parkway EB On-Ramp Intersection Level Of Service Report No No No Crosswalk No No Curb Present 0.00 0.00 0.00 Grade [%] 30.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 No. of Lanes in Exit Pocket 100.00 100.00 100.00 420.00 170.00 100.00 Entry Pocket Length [ft] 0 0 0 2 1 0 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Left Thru Left Right Thru Turning Movement Lane Configuration Westbound Southbound Northbound Approach Sarival Avenue Name Intersection Setup 2025 Total AM 2025 Total AM Version 2022 (SP 0-8) Generated with 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 v_co, Outbound Pedestrian Volume crossing 0 0 0 v_di, Inbound Pedestrian Volume crossing m 0 0 0 v_do, Outbound Pedestrian Volume crossing 0 0 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 On-Street Parking Maneuver Rate [/h] No No No No Presence of On-Street Parking 0 0 251 318 157 494 Total Analysis Volume [veh/h] 0 0 63 79 39 124 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 1.0000 1.0000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 0 0 226 286 141 445 Total Hourly Volume [veh/h] 0 0 0 0 0 0 Right Turn on Red Volume [veh/h] 0 0 40 53 0 170 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 69 26 0 230 Site-Generated Trips [veh/h] 0 0 0 0 0 0 In-Process Volume [veh/h] 1.0000 1.0000 1.1576 1.1576 1.1576 1.1576 Growth Factor 0.00 Proportion of CAVs [%] 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Adjustment Factor 0 0 101 179 122 39 Base Volume Input [veh/h] Sarival Avenue Name Volumes 2025 Total AM 2025 Total AM Version 2022 (SP 0-8) Generated with 0 Pedestrian Clearance [s] 0 Pedestrian Walk [s] 0 Pedestrian Signal Group Exclusive Pedestrian Phase 1.00 1.00 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 0.0 0.0 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] No No No Pedestrian Recall No No No Maximum Recall No No No Minimum Recall 0.0 0.0 2.0 2.0 0.0 2.0 l2, Clearance Lost Time [s] 0.0 0.0 2.0 2.0 0.0 2.0 l1, Start-Up Lost Time [s] No No Rest In Walk 0.0 0.0 0.0 0.0 0.0 0.0 Delayed Vehicle Green [s] 0 0 10 0 0 10 Pedestrian Clearance [s] 0 0 5 0 0 5 Walk [s] 0.0 0.0 3.0 3.0 0.0 3.0 Vehicle Extension [s] 0 0 90 35 0 55 Split [s] 0.0 0.0 1.0 1.0 0.0 1.0 All red [s] 0.0 0.0 3.0 3.0 0.0 3.0 Amber [s] 0 0 30 30 0 30 Maximum Green [s] 0 0 10 5 0 10 Minimum Green [s] - - - Lead - - Lead / Lag Auxiliary Signal Groups 0 0 2 5 0 6 Signal Group Permissive Permissive Permissive ProtPerm Permissive Permissive Control Type Phasing & Timing 0.00 Lost time [s] SingleBand Permissive Mode Lead Green - Beginning of First Green Offset Reference 0.0 Offset [s] Semi-actuated Actuation Type Time of Day Pattern Isolated Coordination Type 90 Cycle Length [s] - Signal Coordination Group No Located in CBD Intersection Settings 2025 Total AM 2025 Total AM Version 2022 (SP 0-8) Generated with 3.68 2.65 3.41 11.86 95th-Percentile Queue Length [ft/ln] 0.15 0.11 0.14 0.47 95th-Percentile Queue Length [veh/ln] 2.04 1.47 1.89 6.59 50th-Percentile Queue Length [ft/ln] 0.08 0.06 0.08 0.26 50th-Percentile Queue Length [veh/ln] No Yes No Yes Critical Lane Group A A A A Lane Group LOS 0.27 0.56 1.23 1.80 d, Delay for Lane Group [s/veh] 0.14 0.19 0.12 0.31 X, volume / capacity Lane Group Results 1.00 1.00 1.00 1.00 PF, progression factor 1.00 1.00 1.00 1.00 Rp, platoon ratio 0.00 0.00 0.00 0.00 d3, Initial Queue Delay [s] 0.16 0.25 0.17 0.50 d2, Incremental Delay [s] 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 0.50 0.50 0.50 0.50 k, delay calibration 0.10 0.30 1.06 1.30 d1, Uniform Delay [s] 1787 1668 1358 1598 c, Capacity [veh/h] 1870 1677 1589 1870 s, saturation flow rate [veh/h] 0.13 0.19 0.10 0.26 (v / s)_i Volume / Saturation Flow Rate 0.96 0.96 0.86 0.86 g / C, Green / Cycle 86 86 77 77 g_i, Effective Green Time [s] 2.00 0.00 2.00 2.00 l2, Clearance Lost Time [s] 0.00 0.00 0.00 0.00 l1_p, Permitted Start-Up Lost Time [s] 4.00 4.00 4.00 4.00 L, Total Lost Time per Cycle [s] 90 90 90 90 C, Cycle Length [s] C L R C Lane Group Lane Group Calculations 2025 Total AM 2025 Total AM Version 2022 (SP 0-8) Generated with Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh] 1.80 1.23 0.56 0.27 0.00 0.00 Movement LOS A A A A d_A, Approach Delay [s/veh] 1.66 0.43 0.00 Approach LOS A A A d_I, Intersection Delay [s/veh] 1.09 Intersection LOS A Intersection V/C 0.275 Other Modes g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 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] 0.00 0.00 0.00 I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 0.000 Crosswalk LOS F F F s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1133 1911 0 d_b, Bicycle Delay [s] 8.45 0.09 45.00 I_b,int, Bicycle LOS Score for Intersection 2.634 2.498 4.132 Bicycle LOS B B D - - - - - - - - - - - - - - - - Ring 4 - - - - - - - - - - - - - - - - Ring 3 - - - - - - - - - - - - - - 6 5 Ring 2 - - - - - - - - - - - - - - 2 - Ring 1 Sequence 2025 Total AM 2025 Total AM Version 2022 (SP 0-8) Generated with 0.546 Volume to Capacity (v/c): B Level Of Service: 18.6 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: Signalized Control Type: Intersection 3: Sarival Avenue & Northern Parkway WB Off-Ramp Intersection Level Of Service Report No No No Crosswalk No No No Curb Present 0.00 0.00 0.00 Grade [%] 55.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 49.21 0.00 Exit Pocket Length [ft] 0 0 0 0 2 0 No. of Lanes in Exit Pocket 100.00 100.00 140.00 100.00 100.00 100.00 Entry Pocket Length [ft] 1 0 2 0 0 0 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Left Thru Left Right Thru Turning Movement Lane Configuration Westbound Southbound Northbound Approach Northern Parkway WB Pff-Ramp Sarival Avenue Sarival Avenue Name Intersection Setup 2025 Total AM 2025 Total AM Version 2022 (SP 0-8) Generated with 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 v_co, Outbound Pedestrian Volume crossing 0 0 0 v_di, Inbound Pedestrian Volume crossing m 0 0 0 v_do, Outbound Pedestrian Volume crossing 0 0 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 On-Street Parking Maneuver Rate [/h] No No No No No No Presence of On-Street Parking 434 70 481 0 0 510 Total Analysis Volume [veh/h] 109 18 120 0 0 128 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 1.0000 1.0000 0.9000 Peak Hour Factor 391 63 433 0 0 459 Total Hourly Volume [veh/h] 0 0 0 0 0 0 Right Turn on Red Volume [veh/h] 226 0 93 0 0 170 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] 86 0 95 0 0 230 Site-Generated Trips [veh/h] 0 0 0 0 0 0 In-Process Volume [veh/h] 1.1576 1.1576 1.1576 1.0000 1.0000 1.1576 Growth Factor 0.00 Proportion of CAVs [%] 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Adjustment Factor 68 54 212 0 0 51 Base Volume Input [veh/h] Northern Parkway WB Pff-Ramp Sarival Avenue Sarival Avenue Name Volumes 2025 Total AM 2025 Total AM Version 2022 (SP 0-8) Generated with 0 Pedestrian Clearance [s] 0 Pedestrian Walk [s] 0 Pedestrian Signal Group Exclusive Pedestrian Phase 1.00 1.00 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 0.0 0.0 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] No No No Pedestrian Recall No No No Maximum Recall No No No Minimum Recall 0.0 2.0 2.0 0.0 0.0 2.0 l2, Clearance Lost Time [s] 0.0 2.0 2.0 0.0 0.0 2.0 l1, Start-Up Lost Time [s] No No No Rest In Walk 0.0 0.0 0.0 0.0 0.0 0.0 Delayed Vehicle Green [s] 0 10 10 0 0 10 Pedestrian Clearance [s] 0 5 5 0 0 5 Walk [s] 0.0 3.0 3.0 0.0 0.0 3.0 Vehicle Extension [s] 0 47 43 0 0 43 Split [s] 0.0 1.0 1.0 0.0 0.0 1.0 All red [s] 0.0 3.0 3.0 0.0 0.0 3.0 Amber [s] 0 30 30 0 0 30 Maximum Green [s] 0 5 10 0 0 10 Minimum Green [s] - Lead - - - - Lead / Lag Auxiliary Signal Groups 0 7 2 0 0 6 Signal Group Permissive Permissive Permissive Permissive Permissive Permissive Control Type Phasing & Timing 0.00 Lost time [s] SingleBand Permissive Mode Lead Green - Beginning of First Green Offset Reference 0.0 Offset [s] Semi-actuated Actuation Type Time of Day Pattern Isolated Coordination Type 90 Cycle Length [s] - Signal Coordination Group No Located in CBD Intersection Settings 2025 Total AM 2025 Total AM Version 2022 (SP 0-8) Generated with 355.64 44.95 50.38 206.89 95th-Percentile Queue Length [ft/ln] 14.23 1.80 2.02 8.28 95th-Percentile Queue Length [veh/ln] 231.01 24.97 27.99 117.87 50th-Percentile Queue Length [ft/ln] 9.24 1.00 1.12 4.71 50th-Percentile Queue Length [veh/ln] Yes No No Yes Critical Lane Group D C A B Lane Group LOS 39.30 23.05 7.63 10.63 d, Delay for Lane Group [s/veh] 0.91 0.13 0.15 0.45 X, volume / capacity Lane Group Results 1.00 1.00 1.00 1.00 PF, progression factor 1.00 1.00 1.00 1.00 Rp, platoon ratio 0.00 0.00 0.00 0.00 d3, Initial Queue Delay [s] 8.98 0.11 0.11 1.26 d2, Incremental Delay [s] 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 0.14 0.11 0.50 0.50 k, delay calibration 30.32 22.94 7.52 9.36 d1, Uniform Delay [s] 477 535 3112 1142 c, Capacity [veh/h] 1589 1781 5094 1870 s, saturation flow rate [veh/h] 0.27 0.04 0.09 0.27 (v / s)_i Volume / Saturation Flow Rate 0.30 0.30 0.61 0.61 g / C, Green / Cycle 27 27 55 55 g_i, Effective Green Time [s] 2.00 2.00 2.00 2.00 l2, Clearance Lost Time [s] 0.00 0.00 0.00 0.00 l1_p, Permitted Start-Up Lost Time [s] 4.00 4.00 4.00 4.00 L, Total Lost Time per Cycle [s] 90 90 90 90 C, Cycle Length [s] R L C C Lane Group Lane Group Calculations 2025 Total AM 2025 Total AM Version 2022 (SP 0-8) Generated with Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh] 10.63 0.00 0.00 7.63 23.05 39.30 Movement LOS B A C D d_A, Approach Delay [s/veh] 10.63 7.63 37.04 Approach LOS B A D d_I, Intersection Delay [s/veh] 18.57 Intersection LOS B Intersection V/C 0.546 Other Modes g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 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] 0.00 0.00 0.00 I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 0.000 Crosswalk LOS F F F s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 867 867 956 d_b, Bicycle Delay [s] 14.45 14.45 12.27 I_b,int, Bicycle LOS Score for Intersection 2.401 1.824 1.560 Bicycle LOS B A A - - - - - - - - - - - - - - - - Ring 4 - - - - - - - - - - - - - - - - Ring 3 - - - - - - - - - - - - - 7 6 - Ring 2 - - - - - - - - - - - - - - 2 - Ring 1 Sequence 2025 Total AM 2025 Total AM Version 2022 (SP 0-8) Generated with 0.386 Volume to Capacity (v/c): B Level Of Service: 16.2 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: Signalized Control Type: Intersection 4: Sarival Avenue & Olive Avenue Intersection Level Of Service Report No No No No Crosswalk No No No No Curb Present 0.00 0.00 0.00 0.00 Grade [%] 45.00 30.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Exit Pocket 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 Entry Pocket Length [ft] 0 0 1 0 0 1 1 0 1 0 0 1 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration Westbound Eastbound Southbound Northbound Approach Olive Avenue Olive Avenue Sarival Avenue Sarival Avenue Name Intersection Setup 2025 Total AM 2025 Total AM Version 2022 (SP 0-8) Generated with 0 0 0 0 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 mi 0 0 0 0 v_co, Outbound Pedestrian Volume crossing 0 0 0 0 v_di, Inbound Pedestrian Volume crossing m 0 0 0 0 v_do, Outbound Pedestrian Volume crossing 0 0 0 0 0 0 0 0 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] No No No No No No No No Presence of On-Street Parking 34 30 7 147 56 47 16 410 11 10 472 60 Total Analysis Volume [veh/h] 9 8 2 37 14 12 4 103 3 3 118 15 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 31 27 6 132 50 42 14 369 10 9 425 54 Total Hourly Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Right Turn on Red Volume [veh/h] 0 0 0 0 0 6 5 165 0 0 34 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] 29 0 0 0 0 0 0 95 8 0 316 0 Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 In-Process Volume [veh/h] 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 Growth Factor 0.00 Proportion of CAVs [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 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 Adjustment Factor 2 23 5 114 43 31 8 94 2 8 65 47 Base Volume Input [veh/h] Olive Avenue Olive Avenue Sarival Avenue Sarival Avenue Name Volumes 2025 Total AM 2025 Total AM Version 2022 (SP 0-8) Generated with 0 Pedestrian Clearance [s] 0 Pedestrian Walk [s] 0 Pedestrian Signal Group Exclusive Pedestrian Phase 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 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 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] No No No No No No No No Pedestrian Recall No No No No No No No No Maximum Recall No No No No No No No No Minimum Recall 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 l2, Clearance Lost Time [s] 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 l1, Start-Up Lost Time [s] No No No No Rest In Walk 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delayed Vehicle Green [s] 0 10 0 0 10 0 0 10 0 0 10 0 Pedestrian Clearance [s] 0 5 0 0 5 0 0 5 0 0 5 0 Walk [s] 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 Vehicle Extension [s] 0 57 9 0 57 9 0 15 9 0 15 9 Split [s] 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 All red [s] 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 Amber [s] 0 30 30 0 30 30 0 30 30 0 30 30 Maximum Green [s] 0 10 5 0 10 5 0 10 5 0 10 5 Minimum Green [s] - - Lead - - Lead - - Lead - - Lead Lead / Lag Auxiliary Signal Groups 0 4 7 0 8 3 0 2 5 0 6 1 Signal Group Permiss Permiss ProtPer Permiss Permiss ProtPer Permiss Permiss ProtPer Permiss Permiss ProtPer Control Type Phasing & Timing 0.00 Lost time [s] SingleBand Permissive Mode Lead Green - Beginning of First Green Offset Reference 0.0 Offset [s] Semi-actuated Actuation Type Time of Day Pattern Isolated Coordination Type 90 Cycle Length [s] - Signal Coordination Group No Located in CBD Intersection Settings 2025 Total AM 2025 Total AM Version 2022 (SP 0-8) Generated with 57.49 5.33 207.30 37.79 4.65 151.26 2.21 165.21 10.75 95th-Percentile Queue Length [ft/ln] 2.30 0.21 8.29 1.51 0.19 6.05 0.09 6.61 0.43 95th-Percentile Queue Length [veh/ln] 31.94 2.96 118.16 20.99 2.58 84.04 1.23 91.79 5.97 50th-Percentile Queue Length [ft/ln] 1.28 0.12 4.73 0.84 0.10 3.36 0.05 3.67 0.24 50th-Percentile Queue Length [veh/ln] No Yes Yes No No No Yes Yes No Critical Lane Group D C D C A A A A A Lane Group LOS 37.13 29.32 43.98 29.59 6.56 9.12 4.77 8.38 4.71 d, Delay for Lane Group [s/veh] 0.31 0.03 0.82 0.12 0.02 0.35 0.02 0.40 0.08 X, volume / capacity Lane Group Results 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d3, Initial Queue Delay [s] 0.87 0.04 6.80 0.14 0.03 0.84 0.04 0.98 0.05 d2, Incremental Delay [s] 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 0.11 0.11 0.11 0.11 0.50 0.50 0.50 0.50 0.11 k, delay calibration 36.26 29.27 37.17 29.44 6.53 8.27 4.73 7.41 4.67 d1, Uniform Delay [s] 204 250 246 381 987 1161 670 1212 737 c, Capacity [veh/h] 1710 1273 1658 1471 1589 1870 957 1863 1037 s, saturation flow rate [veh/h] 0.04 0.01 0.12 0.03 0.01 0.22 0.01 0.26 0.06 (v / s)_i Volume / Saturation Flow Rate 0.12 0.20 0.15 0.20 0.62 0.62 0.71 0.65 0.71 g / C, Green / Cycle 11 18 13 18 56 56 64 59 64 g_i, Effective Green Time [s] 2.00 0.00 2.00 0.00 2.00 2.00 0.00 2.00 0.00 l2, Clearance Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 l1_p, Permitted Start-Up Lost Time [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 L, Total Lost Time per Cycle [s] 90 90 90 90 90 90 90 90 90 C, Cycle Length [s] C L C L R C L C L Lane Group Lane Group Calculations 2025 Total AM 2025 Total AM Version 2022 (SP 0-8) Generated with Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh] 4.71 8.38 8.38 4.77 9.12 6.56 29.59 43.98 43.98 29.32 37.13 37.13 Movement LOS A A A A A A C D D C D D d_A, Approach Delay [s/veh] 7.98 8.91 41.27 36.36 Approach LOS A A D D d_I, Intersection Delay [s/veh] 16.25 Intersection LOS B Intersection V/C 0.386 Other Modes g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 0.0 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 0.00 0.00 0.00 I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 0.000 0.000 Crosswalk LOS F F F F s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 244 244 1178 1178 d_b, Bicycle Delay [s] 34.67 34.67 7.61 7.61 I_b,int, Bicycle LOS Score for Intersection 2.454 2.281 1.972 1.677 Bicycle LOS B B A A - - - - - - - - - - - - - - - - Ring 4 - - - - - - - - - - - - - - - - Ring 3 - - - - - - - - - - - - 8 7 6 5 Ring 2 - - - - - - - - - - - - 4 3 2 1 Ring 1 Sequence 2025 Total AM 2025 Total AM Version 2022 (SP 0-8) Generated with 0.531 Volume to Capacity (v/c): B Level Of Service: 19.0 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: Signalized Control Type: Intersection 5: Sarival Avenue & Peoria Avenue Intersection Level Of Service Report No No No No Crosswalk No No No No Curb Present 0.00 0.00 0.00 0.00 Grade [%] 45.00 45.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Exit Pocket 160.00 100.00 160.00 100.00 100.00 165.00 100.00 100.00 160.00 100.00 100.00 170.00 Entry Pocket Length [ft] 1 0 1 0 0 1 0 0 1 0 0 1 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration Westbound Eastbound Southbound Northbound Approach Peoria Avenue Peoria Avenue Sarival Avenue Sarival Avenue Name Intersection Setup 2025 Total AM 2025 Total AM Version 2022 (SP 0-8) Generated with 0 0 0 0 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 mi 0 0 0 0 v_co, Outbound Pedestrian Volume crossing 0 0 0 0 v_di, Inbound Pedestrian Volume crossing m 0 0 0 0 v_do, Outbound Pedestrian Volume crossing 0 0 0 0 0 0 0 0 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] No No No No No No No No Presence of On-Street Parking 10 204 49 433 182 21 52 82 31 36 46 152 Total Analysis Volume [veh/h] 3 51 12 108 46 5 13 21 8 9 11 38 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 9 184 44 390 164 19 47 74 28 32 41 137 Total Hourly Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Right Turn on Red Volume [veh/h] 0 0 0 170 0 0 0 0 0 0 0 40 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 29 201 0 0 0 0 0 8 0 60 Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 In-Process Volume [veh/h] 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 Growth Factor 0.00 Proportion of CAVs [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 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 Adjustment Factor 8 159 13 16 142 16 41 64 24 21 35 32 Base Volume Input [veh/h] Peoria Avenue Peoria Avenue Sarival Avenue Sarival Avenue Name Volumes 2025 Total AM 2025 Total AM Version 2022 (SP 0-8) Generated with 0 Pedestrian Clearance [s] 0 Pedestrian Walk [s] 0 Pedestrian Signal Group Exclusive Pedestrian Phase 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 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 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] No No No No No No No No Pedestrian Recall No No No No No No No No Maximum Recall No No No No No No No No Minimum Recall 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 l2, Clearance Lost Time [s] 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 l1, Start-Up Lost Time [s] No No No No Rest In Walk 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delayed Vehicle Green [s] 0 10 0 0 10 0 0 10 0 0 10 0 Pedestrian Clearance [s] 0 5 0 0 5 0 0 5 0 0 5 0 Walk [s] 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 Vehicle Extension [s] 0 32 9 0 32 9 0 39 9 0 40 10 Split [s] 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 All red [s] 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 Amber [s] 0 30 30 0 30 30 0 30 30 0 30 30 Maximum Green [s] 0 10 5 0 10 5 0 10 5 0 10 5 Minimum Green [s] - - Lead - - Lead - - Lead - - Lead Lead / Lag Auxiliary Signal Groups 0 6 1 0 2 5 0 4 7 0 8 3 Signal Group Permiss Permiss ProtPer Permiss Permiss ProtPer Permiss Permiss ProtPer Permiss Permiss ProtPer Control Type Phasing & Timing 0.00 Lost time [s] SingleBand Permissive Mode Lead Green - Beginning of First Green Offset Reference 0.0 Offset [s] Semi-actuated Actuation Type Time of Day Pattern Isolated Coordination Type 90 Cycle Length [s] - Signal Coordination Group No Located in CBD Intersection Settings 2025 Total AM 2025 Total AM Version 2022 (SP 0-8) Generated with 2.86 64.62 9.84 278.08 4.49 133.69 23.06 33.60 35.65 123.00 95th-Percentile Queue Length [ft/ln] 0.11 2.58 0.39 11.12 0.18 5.35 0.92 1.34 1.43 4.92 95th-Percentile Queue Length [veh/ln] 1.59 35.90 5.47 170.89 2.49 74.27 12.81 18.67 19.81 68.33 50th-Percentile Queue Length [ft/ln] 0.06 1.44 0.22 6.84 0.10 2.97 0.51 0.75 0.79 2.73 50th-Percentile Queue Length [veh/ln] No No Yes Yes No Yes No No No Yes Critical Lane Group A A A B A D C C C C Lane Group LOS 6.41 7.45 7.21 13.70 4.50 43.52 28.00 34.07 33.93 31.04 d, Delay for Lane Group [s/veh] 0.01 0.17 0.09 0.61 0.02 0.71 0.08 0.17 0.16 0.43 X, volume / capacity Lane Group Results 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d3, Initial Queue Delay [s] 0.02 0.33 0.07 2.72 0.05 4.78 0.08 0.34 0.27 0.82 d2, Incremental Delay [s] 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 0.50 0.50 0.11 0.50 0.50 0.11 0.11 0.11 0.11 0.11 k, delay calibration 6.39 7.12 7.14 10.97 4.45 38.75 27.92 33.73 33.66 30.22 d1, Uniform Delay [s] 993 1168 545 1011 894 190 409 234 271 355 c, Capacity [veh/h] 1589 1870 894 1663 1207 1750 1427 1612 1870 1468 s, saturation flow rate [veh/h] 0.01 0.11 0.05 0.37 0.02 0.08 0.02 0.02 0.02 0.10 (v / s)_i Volume / Saturation Flow Rate 0.63 0.63 0.69 0.61 0.69 0.11 0.22 0.14 0.14 0.22 g / C, Green / Cycle 56 56 62 55 62 10 20 13 13 20 g_i, Effective Green Time [s] 2.00 2.00 0.00 2.00 0.00 2.00 0.00 2.00 2.00 0.00 l2, Clearance Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 l1_p, Permitted Start-Up Lost Time [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 L, Total Lost Time per Cycle [s] 90 90 90 90 90 90 90 90 90 90 C, Cycle Length [s] R C L C L C L C C L Lane Group Lane Group Calculations 2025 Total AM 2025 Total AM Version 2022 (SP 0-8) Generated with Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh] 31.04 33.94 34.07 28.00 43.52 43.52 4.50 13.70 13.70 7.21 7.45 6.41 Movement LOS C C C C D D A B B A A A d_A, Approach Delay [s/veh] 32.08 40.60 13.39 7.37 Approach LOS C D B A d_I, Intersection Delay [s/veh] 19.00 Intersection LOS B Intersection V/C 0.531 Other Modes g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 0.0 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 0.00 0.00 0.00 I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 0.000 0.000 Crosswalk LOS F F F F s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 800 778 622 622 d_b, Bicycle Delay [s] 16.20 16.81 21.36 21.36 I_b,int, Bicycle LOS Score for Intersection 1.753 1.832 2.609 1.994 Bicycle LOS A A B A - - - - - - - - - - - - - - - - Ring 4 - - - - - - - - - - - - - - - - Ring 3 - - - - - - - - - - - - 8 7 6 5 Ring 2 - - - - - - - - - - - - 4 3 2 1 Ring 1 Sequence 2025 Total AM 2025 Total AM Version 2022 (SP 0-8) Generated with 0.251 Volume to Capacity (v/c): A Level Of Service: 8.6 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: All-way stop Control Type: Intersection 6: Reems Road & Olive Avenue Intersection Level Of Service Report No No No No Crosswalk 0.00 0.00 0.00 0.00 Grade [%] 45.00 45.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Exit Pocket 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 Entry Pocket Length [ft] 0 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration Westbound Eastbound Southbound Northbound Approach Olive Avenue Olive Avenue Reems Road Reems Road Name Intersection Setup 0 0 0 0 Pedestrian Volume [ped/h] 2 33 11 19 181 3 8 7 60 3 117 11 Total Analysis Volume [veh/h] 1 8 3 5 45 1 2 2 15 1 29 3 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 2 30 10 17 163 3 7 6 54 3 105 10 Total Hourly 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 29 0 0 8 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] 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 Growth Factor 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 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 Adjustment Factor 2 1 9 15 134 3 6 5 47 3 91 9 Base Volume Input [veh/h] Olive Avenue Olive Avenue Reems Road Reems Road Name Volumes 2025 Total AM 2025 Total AM Version 2022 (SP 0-8) Generated with A Intersection LOS 8.62 Intersection Delay [s/veh] A A A A Approach LOS 8.00 8.92 8.31 8.56 Approach Delay [s/veh] 4.78 24.75 8.27 15.06 95th-Percentile Queue Length [ft] 0.19 0.99 0.33 0.60 95th-Percentile Queue Length [veh] Movement, Approach, & Intersection Results 0.06 0.25 0.10 0.17 Degree of Utilization, x 766 811 752 779 Capacity per Entry Lane [veh/h] Lanes Intersection Settings 2025 Total AM 2025 Total AM Version 2022 (SP 0-8) Generated with 0.011 Volume to Capacity (v/c): A Level Of Service: 9.9 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: Two-way stop Control Type: Intersection 7: Sarival Avenue & Access A Intersection Level Of Service Report No No No No Crosswalk 0.00 0.00 0.00 0.00 Grade [%] 25.00 25.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 0.00 0.00 100.00 0.00 0.00 100.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 1 0 0 1 0 0 No. of Lanes in Exit Pocket 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 Entry Pocket Length [ft] 0 0 0 0 0 0 1 0 0 1 0 0 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration Westbound Eastbound Southbound Northbound Approach Access A Access A Sarival Avenue Sarival Avenue Name Intersection Setup 0 0 0 0 Pedestrian Volume [ped/h] 8 0 0 11 0 0 26 426 0 38 516 0 Total Analysis Volume [veh/h] 2 0 0 3 0 0 6 106 0 9 129 0 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 7 0 0 10 0 0 23 383 0 34 464 0 Total Hourly Volume [veh/h] 0 0 0 0 0 0 0 170 0 0 40 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] 7 0 0 10 0 0 23 93 0 34 311 0 Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 In-Process Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.1576 1.0000 1.0000 1.1576 1.0000 Growth Factor 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 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 Adjustment Factor 0 0 0 0 0 0 0 104 0 0 98 0 Base Volume Input [veh/h] Access A Access A Sarival Avenue Sarival Avenue Name Volumes 2025 Total AM 2025 Total AM Version 2022 (SP 0-8) Generated with A Intersection LOS 0.18 d_I, Intersection Delay [s/veh] A A A A Approach LOS 9.91 9.61 0.00 0.00 d_A, Approach Delay [s/veh] 0.82 0.00 0.00 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 95th-Percentile Queue Length [ft/ln] 0.03 0.00 0.00 0.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 95th-Percentile Queue Length [veh/ln] A A A A A A Movement LOS 9.91 0.00 0.00 9.61 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d_M, Delay for Movement [s/veh] 0.01 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.00 V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0 0 0 0 Number of Storage Spaces in Median No No Two-Stage Gap Acceptance 0 0 0 0 Storage Area [veh] Flared Lane Stop Stop Free Free Priority Scheme Intersection Settings 2025 Total AM 2025 Total AM Version 2022 (SP 0-8) Generated with 0.056 Volume to Capacity (v/c): C Level Of Service: 20.4 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: Two-way stop Control Type: Intersection 8: Sarival Avenue & Access B Intersection Level Of Service Report No No No No Crosswalk 0.00 0.00 0.00 0.00 Grade [%] 25.00 25.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 0.00 0.00 100.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 1 0 0 0 0 0 No. of Lanes in Exit Pocket 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 Entry Pocket Length [ft] 0 0 1 0 0 1 1 0 1 1 0 1 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration Westbound Eastbound Southbound Northbound Approach Access B Access B Sarival Avenue Sarival Avenue Name Intersection Setup 0 0 0 0 Pedestrian Volume [ped/h] 8 0 14 11 0 10 26 426 31 38 437 49 Total Analysis Volume [veh/h] 2 0 4 3 0 3 6 106 8 9 109 12 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 7 0 13 10 0 9 23 383 28 34 393 44 Total Hourly Volume [veh/h] 0 0 0 0 0 0 0 170 0 0 40 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] 7 0 13 10 0 9 23 93 28 34 240 44 Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 In-Process Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.1576 1.0000 1.0000 1.1576 1.0000 Growth Factor 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 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 Adjustment Factor 0 0 0 0 0 0 0 104 0 0 98 0 Base Volume Input [veh/h] Access B Access B Sarival Avenue Sarival Avenue Name Volumes 2025 Total AM 2025 Total AM Version 2022 (SP 0-8) Generated with C Intersection LOS 1.28 d_I, Intersection Delay [s/veh] C B A A Approach LOS 16.45 14.51 0.54 0.79 d_A, Approach Delay [s/veh] 0.77 0.77 4.45 1.06 1.06 3.09 0.00 0.00 2.21 0.00 0.00 3.48 95th-Percentile Queue Length [ft/ln] 0.03 0.03 0.18 0.04 0.04 0.12 0.00 0.00 0.09 0.00 0.00 0.14 95th-Percentile Queue Length [veh/ln] A C C A C C A A A A A A Movement LOS 9.63 22.20 20.35 9.61 22.50 19.89 0.00 0.00 8.42 0.00 0.00 8.41 d_M, Delay for Movement [s/veh] 0.01 0.00 0.06 0.01 0.00 0.04 0.00 0.00 0.03 0.00 0.00 0.04 V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0 0 0 0 Number of Storage Spaces in Median No No Two-Stage Gap Acceptance 0 0 0 0 Storage Area [veh] No No Flared Lane Stop Stop Free Free Priority Scheme Intersection Settings 2025 Total AM 2025 Total AM Version 2022 (SP 0-8) Generated with 0.039 Volume to Capacity (v/c): C Level Of Service: 19.8 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: Two-way stop Control Type: Intersection 9: Sarival Avenue & Access C Intersection Level Of Service Report No No No No Crosswalk 0.00 0.00 0.00 0.00 Grade [%] 25.00 25.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 0.00 0.00 100.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 1 0 0 0 0 0 No. of Lanes in Exit Pocket 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 Entry Pocket Length [ft] 0 0 1 0 0 1 1 0 1 1 0 1 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration Westbound Eastbound Southbound Northbound Approach Access C Access C Sarival Avenue Sarival Avenue Name Intersection Setup 0 0 0 0 Pedestrian Volume [ped/h] 8 0 14 11 0 10 26 457 31 38 368 49 Total Analysis Volume [veh/h] 2 0 4 3 0 3 6 114 8 9 92 12 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 7 0 13 10 0 9 23 411 28 34 331 44 Total Hourly Volume [veh/h] 0 0 0 0 0 0 0 170 0 0 40 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] 7 0 13 10 0 9 23 121 28 34 178 44 Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 In-Process Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.1576 1.0000 1.0000 1.1576 1.0000 Growth Factor 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 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 Adjustment Factor 0 0 0 0 0 0 0 104 0 0 98 0 Base Volume Input [veh/h] Access C Access C Sarival Avenue Sarival Avenue Name Volumes 2025 Total AM 2025 Total AM Version 2022 (SP 0-8) Generated with C Intersection LOS 1.30 d_I, Intersection Delay [s/veh] C B A A Approach LOS 15.49 14.51 0.50 0.92 d_A, Approach Delay [s/veh] 0.73 0.73 4.05 1.08 1.08 3.07 0.00 0.00 2.08 0.00 0.00 3.57 95th-Percentile Queue Length [ft/ln] 0.03 0.03 0.16 0.04 0.04 0.12 0.00 0.00 0.08 0.00 0.00 0.14 95th-Percentile Queue Length [veh/ln] A C C A C C A A A A A A Movement LOS 9.40 21.32 18.97 9.72 21.62 19.79 0.00 0.00 8.22 0.00 0.00 8.51 d_M, Delay for Movement [s/veh] 0.01 0.00 0.05 0.01 0.00 0.04 0.00 0.00 0.03 0.00 0.00 0.05 V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0 0 0 0 Number of Storage Spaces in Median No No Two-Stage Gap Acceptance 0 0 0 0 Storage Area [veh] No No Flared Lane Stop Stop Free Free Priority Scheme Intersection Settings 2025 Total AM 2025 Total AM Version 2022 (SP 0-8) Generated with 0.039 Volume to Capacity (v/c): C Level Of Service: 19.7 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: Two-way stop Control Type: Intersection 10: Sarival Avenue & Access D Intersection Level Of Service Report No No No No Crosswalk 0.00 0.00 0.00 0.00 Grade [%] 25.00 25.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 0.00 0.00 100.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 1 0 0 0 0 0 No. of Lanes in Exit Pocket 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 Entry Pocket Length [ft] 0 0 1 0 0 1 1 0 1 1 0 1 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration Westbound Eastbound Southbound Northbound Approach Access D Access D Sarival Avenue Sarival Avenue Name Intersection Setup 0 0 0 0 Pedestrian Volume [ped/h] 8 0 14 11 0 10 26 489 31 38 298 49 Total Analysis Volume [veh/h] 2 0 4 3 0 3 6 122 8 9 74 12 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 7 0 13 10 0 9 23 440 28 34 268 44 Total Hourly Volume [veh/h] 0 0 0 0 0 0 0 170 0 0 40 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] 7 0 13 10 0 9 23 150 28 34 115 44 Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 In-Process Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.1576 1.0000 1.0000 1.1576 1.0000 Growth Factor 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 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 Adjustment Factor 0 0 0 0 0 0 0 104 0 0 98 0 Base Volume Input [veh/h] Access D Access D Sarival Avenue Sarival Avenue Name Volumes 2025 Total AM 2025 Total AM Version 2022 (SP 0-8) Generated with C Intersection LOS 1.33 d_I, Intersection Delay [s/veh] B B A A Approach LOS 14.61 14.53 0.46 1.10 d_A, Approach Delay [s/veh] 0.70 0.70 3.69 1.11 1.11 3.05 0.00 0.00 1.95 0.00 0.00 3.68 95th-Percentile Queue Length [ft/ln] 0.03 0.03 0.15 0.04 0.04 0.12 0.00 0.00 0.08 0.00 0.00 0.15 95th-Percentile Queue Length [veh/ln] A C C A C C A A A A A A Movement LOS 9.17 20.49 17.71 9.83 20.78 19.70 0.00 0.00 8.03 0.00 0.00 8.61 d_M, Delay for Movement [s/veh] 0.01 0.00 0.05 0.01 0.00 0.04 0.00 0.00 0.03 0.00 0.00 0.05 V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0 0 0 0 Number of Storage Spaces in Median No No Two-Stage Gap Acceptance 0 0 0 0 Storage Area [veh] No No Flared Lane Stop Stop Free Free Priority Scheme Intersection Settings 2025 Total AM 2025 Total AM Version 2022 (SP 0-8) Generated with 0.039 Volume to Capacity (v/c): C Level Of Service: 19.6 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: Two-way stop Control Type: Intersection 11: Sarival Avenue & Access E Intersection Level Of Service Report No No No No Crosswalk 0.00 0.00 0.00 0.00 Grade [%] 25.00 25.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Exit Pocket 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 Entry Pocket Length [ft] 0 0 1 0 0 1 1 0 1 1 0 1 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration Westbound Eastbound Southbound Northbound Approach Access E Access E Sarival Avenue Sarival Avenue Name Intersection Setup 0 0 0 0 Pedestrian Volume [ped/h] 8 0 14 11 0 10 26 520 31 38 229 49 Total Analysis Volume [veh/h] 2 0 4 3 0 3 6 130 8 9 57 12 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 7 0 13 10 0 9 23 468 28 34 206 44 Total Hourly Volume [veh/h] 0 0 0 0 0 0 0 170 0 0 40 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] 7 0 13 10 0 9 23 178 28 34 53 44 Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 In-Process Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.1576 1.0000 1.0000 1.1576 1.0000 Growth Factor 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 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 Adjustment Factor 0 0 0 0 0 0 0 104 0 0 98 0 Base Volume Input [veh/h] Access E Access E Sarival Avenue Sarival Avenue Name Volumes 2025 Total AM 2025 Total AM Version 2022 (SP 0-8) Generated with C Intersection LOS 1.37 d_I, Intersection Delay [s/veh] B B A A Approach LOS 13.81 14.54 0.42 1.35 d_A, Approach Delay [s/veh] 0.66 0.66 3.37 1.13 1.13 3.03 0.00 0.00 1.84 0.00 0.00 3.78 95th-Percentile Queue Length [ft/ln] 0.03 0.03 0.13 0.05 0.05 0.12 0.00 0.00 0.07 0.00 0.00 0.15 95th-Percentile Queue Length [veh/ln] A C C A C C A A A A A A Movement LOS 8.96 19.71 16.59 9.95 19.99 19.60 0.00 0.00 7.85 0.00 0.00 8.71 d_M, Delay for Movement [s/veh] 0.01 0.00 0.04 0.01 0.00 0.04 0.00 0.01 0.02 0.00 0.00 0.05 V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0 0 0 0 Number of Storage Spaces in Median No No Two-Stage Gap Acceptance 0 0 0 0 Storage Area [veh] No No Flared Lane Stop Stop Free Free Priority Scheme Intersection Settings 2025 Total AM 2025 Total AM Version 2022 (SP 0-8) Generated with 0.176 Volume to Capacity (v/c): C Level Of Service: 22.7 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: Signalized Control Type: Intersection 1: Cotton Lane & Olive Avenue Intersection Level Of Service Report No No No No Crosswalk No No No No Curb Present 0.00 0.00 0.00 0.00 Grade [%] 45.00 45.00 45.00 45.00 Speed [mph] 49.21 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 1 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Exit Pocket 420.00 100.00 475.00 160.00 100.00 350.00 175.00 100.00 250.00 175.00 100.00 230.00 Entry Pocket Length [ft] 1 0 1 1 0 1 1 0 2 1 0 2 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration Westbound Eastbound Southbound Northbound Approach Olive Avenue Olive Avenue Cotton Lane Cotton Lane Name Intersection Setup 2025 Total PM 2025 Total PM Version 2022 (SP 0-8) Generated with 0 0 0 0 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 mi 0 0 0 0 v_co, Outbound Pedestrian Volume crossing 0 0 0 0 v_di, Inbound Pedestrian Volume crossing m 0 0 0 0 v_do, Outbound Pedestrian Volume crossing 0 0 0 0 0 0 0 0 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] No No No No No No No No Presence of On-Street Parking 8 179 10 39 113 74 152 101 2 18 91 51 Total Analysis Volume [veh/h] 2 45 3 10 28 19 38 25 1 4 23 13 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 7 161 9 35 102 67 137 91 2 16 82 46 Total Hourly Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 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] 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 Growth Factor 0.00 Proportion of CAVs [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 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 Adjustment Factor 6 139 8 30 88 58 118 79 2 14 71 40 Base Volume Input [veh/h] Olive Avenue Olive Avenue Cotton Lane Cotton Lane Name Volumes 2025 Total PM 2025 Total PM Version 2022 (SP 0-8) Generated with 0 Pedestrian Clearance [s] 0 Pedestrian Walk [s] 0 Pedestrian Signal Group Exclusive Pedestrian Phase 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 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 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] No No No No No No No No Pedestrian Recall No No No No No No No No Maximum Recall No No No No No No No No Minimum Recall 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 l2, Clearance Lost Time [s] 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 l1, Start-Up Lost Time [s] No No No No Rest In Walk 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delayed Vehicle Green [s] 0 10 0 0 10 0 0 10 0 0 10 0 Pedestrian Clearance [s] 0 5 0 0 5 0 0 5 0 0 5 0 Walk [s] 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 Vehicle Extension [s] 0 23 9 0 23 9 0 16 18 0 40 42 Split [s] 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 All red [s] 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 Amber [s] 0 30 30 0 30 30 0 30 30 0 30 30 Maximum Green [s] 0 10 5 0 10 5 0 10 5 0 10 5 Minimum Green [s] - - Lead - - Lead - - Lead - - Lead Lead / Lag Auxiliary Signal Groups 0 6 1 0 2 5 0 4 7 0 8 3 Signal Group Permiss Permiss ProtPer Permiss Permiss ProtPer Permiss Permiss Protecte Permiss Permiss Protecte Control Type Phasing & Timing 0.00 Lost time [s] SingleBand Permissive Mode Lead Green - Beginning of First Green Offset Reference 0.0 Offset [s] Fully actuated Actuation Type Time of Day Pattern Isolated Coordination Type 90 Cycle Length [s] - Signal Coordination Group No Located in CBD Intersection Settings 2025 Total PM 2025 Total PM Version 2022 (SP 0-8) Generated with 2.41 27.04 1.79 10.38 14.43 15.20 155.41 43.79 1.36 14.69 37.18 25.15 95th-Percentile Queue Length [ft/ln] 0.10 1.08 0.07 0.42 0.58 0.61 6.22 1.75 0.05 0.59 1.49 1.01 95th-Percentile Queue Length [veh/ln] 1.34 15.02 0.99 5.77 8.02 8.44 86.34 24.33 0.76 8.16 20.65 13.97 50th-Percentile Queue Length [ft/ln] 0.05 0.60 0.04 0.23 0.32 0.34 3.45 0.97 0.03 0.33 0.83 0.56 50th-Percentile Queue Length [veh/ln] No Yes No No No Yes Yes No No No No Yes Critical Lane Group A A A A A A D D D C C D Lane Group LOS 6.89 7.27 4.02 5.89 5.91 4.34 45.04 36.00 49.37 32.31 32.79 43.56 d, Delay for Lane Group [s/veh] 0.01 0.08 0.01 0.04 0.05 0.08 0.78 0.23 0.14 0.07 0.16 0.36 X, volume / capacity Lane Group Results 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d3, Initial Queue Delay [s] 0.02 0.07 0.00 0.07 0.04 0.15 6.65 0.27 4.62 0.12 0.13 1.50 d2, Incremental Delay [s] 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 0.50 0.50 0.11 0.50 0.50 0.50 0.11 0.11 0.11 0.11 0.11 0.11 k, delay calibration 6.87 7.20 4.02 5.82 5.87 4.19 38.39 35.73 44.75 32.19 32.66 42.06 d1, Uniform Delay [s] 971 2174 984 1025 2297 968 195 436 14 254 569 143 c, Capacity [veh/h] 1589 3560 1263 1589 3560 1255 1589 3560 3459 1589 3560 3459 s, saturation flow rate [veh/h] 0.01 0.05 0.01 0.02 0.03 0.06 0.10 0.03 0.00 0.01 0.03 0.01 (v / s)_i Volume / Saturation Flow Rate 0.61 0.61 0.70 0.65 0.65 0.70 0.12 0.12 0.00 0.16 0.16 0.04 g / C, Green / Cycle 55 55 63 58 58 63 11 11 0 14 14 4 g_i, Effective Green Time [s] 2.00 2.00 0.00 2.00 2.00 0.00 2.00 2.00 2.00 2.00 2.00 2.00 l2, Clearance 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 l1_p, Permitted Start-Up Lost Time [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 L, Total Lost Time per Cycle [s] 90 90 90 90 90 90 90 90 90 90 90 90 C, Cycle Length [s] R C L R C L R C L R C L Lane Group Lane Group Calculations 2025 Total PM 2025 Total PM Version 2022 (SP 0-8) Generated with Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh] 43.56 32.79 32.31 49.37 36.00 45.04 4.34 5.91 5.89 4.02 7.27 6.89 Movement LOS D C C D D D A A A A A A d_A, Approach Delay [s/veh] 36.17 41.49 5.39 7.09 Approach LOS D D A A d_I, Intersection Delay [s/veh] 22.65 Intersection LOS C Intersection V/C 0.176 Other Modes g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 0.0 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 0.00 0.00 0.00 I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 0.000 0.000 Crosswalk LOS F F F F s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 799 266 422 422 d_b, Bicycle Delay [s] 16.24 33.84 28.05 28.05 I_b,int, Bicycle LOS Score for Intersection 1.692 1.770 1.746 1.722 Bicycle LOS A A A A - - - - - - - - - - - - - - - - Ring 4 - - - - - - - - - - - - - - - - Ring 3 - - - - - - - - - - - - 8 7 6 5 Ring 2 - - - - - - - - - - - - 4 3 2 1 Ring 1 Sequence 2025 Total PM 2025 Total PM Version 2022 (SP 0-8) Generated with 0.340 Volume to Capacity (v/c): A Level Of Service: 0.8 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: Signalized Control Type: Intersection 2: Sarival Road & Northern Parkway EB On-Ramp Intersection Level Of Service Report No No No Crosswalk No No Curb Present 0.00 0.00 0.00 Grade [%] 30.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 No. of Lanes in Exit Pocket 100.00 100.00 100.00 420.00 170.00 100.00 Entry Pocket Length [ft] 0 0 0 2 1 0 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Left Thru Left Right Thru Turning Movement Lane Configuration Westbound Southbound Northbound Approach Sarival Avenue Name Intersection Setup 2025 Total PM 2025 Total PM Version 2022 (SP 0-8) Generated with 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 v_co, Outbound Pedestrian Volume crossing 0 0 0 v_di, Inbound Pedestrian Volume crossing m 0 0 0 v_do, Outbound Pedestrian Volume crossing 0 0 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 On-Street Parking Maneuver Rate [/h] No No No No Presence of On-Street Parking 0 0 636 414 198 227 Total Analysis Volume [veh/h] 0 0 159 104 49 57 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 1.0000 1.0000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 0 0 572 373 178 204 Total Hourly Volume [veh/h] 0 0 0 0 0 0 Right Turn on Red Volume [veh/h] 0 0 166 221 0 44 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 0 228 85 0 89 Site-Generated Trips [veh/h] 0 0 0 0 0 0 In-Process Volume [veh/h] 1.0000 1.0000 1.1576 1.1576 1.1576 1.1576 Growth Factor 0.00 Proportion of CAVs [%] 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Adjustment Factor 0 0 154 58 154 61 Base Volume Input [veh/h] Sarival Avenue Name Volumes 2025 Total PM 2025 Total PM Version 2022 (SP 0-8) Generated with 0 Pedestrian Clearance [s] 0 Pedestrian Walk [s] 0 Pedestrian Signal Group Exclusive Pedestrian Phase 1.00 1.00 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 0.0 0.0 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] No No No Pedestrian Recall No No No Maximum Recall No No No Minimum Recall 0.0 0.0 2.0 2.0 0.0 2.0 l2, Clearance Lost Time [s] 0.0 0.0 2.0 2.0 0.0 2.0 l1, Start-Up Lost Time [s] No No Rest In Walk 0.0 0.0 0.0 0.0 0.0 0.0 Delayed Vehicle Green [s] 0 0 10 0 0 10 Pedestrian Clearance [s] 0 0 5 0 0 5 Walk [s] 0.0 0.0 3.0 3.0 0.0 3.0 Vehicle Extension [s] 0 0 90 15 0 75 Split [s] 0.0 0.0 1.0 1.0 0.0 1.0 All red [s] 0.0 0.0 3.0 3.0 0.0 3.0 Amber [s] 0 0 30 30 0 30 Maximum Green [s] 0 0 10 5 0 10 Minimum Green [s] - - - Lead - - Lead / Lag Auxiliary Signal Groups 0 0 2 5 0 6 Signal Group Permissive Permissive Permissive ProtPerm Permissive Permissive Control Type Phasing & Timing 0.00 Lost time [s] SingleBand Permissive Mode Lead Green - Beginning of First Green Offset Reference 0.0 Offset [s] Semi-actuated Actuation Type Time of Day Pattern Isolated Coordination Type 90 Cycle Length [s] - Signal Coordination Group No Located in CBD Intersection Settings 2025 Total PM 2025 Total PM Version 2022 (SP 0-8) Generated with 12.41 2.90 4.58 4.57 95th-Percentile Queue Length [ft/ln] 0.50 0.12 0.18 0.18 95th-Percentile Queue Length [veh/ln] 6.89 1.61 2.54 2.54 50th-Percentile Queue Length [ft/ln] 0.28 0.06 0.10 0.10 50th-Percentile Queue Length [veh/ln] Yes No No No Critical Lane Group A A A A Lane Group LOS 0.69 0.37 1.33 1.29 d, Delay for Lane Group [s/veh] 0.36 0.21 0.15 0.14 X, volume / capacity Lane Group Results 1.00 1.00 1.00 1.00 PF, progression factor 1.00 1.00 1.00 1.00 Rp, platoon ratio 0.00 0.00 0.00 0.00 d3, Initial Queue Delay [s] 0.56 0.23 0.23 0.19 d2, Incremental Delay [s] 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 0.50 0.50 0.50 0.50 k, delay calibration 0.13 0.14 1.10 1.10 d1, Uniform Delay [s] 1787 2019 1357 1596 c, Capacity [veh/h] 1870 2001 1589 1870 s, saturation flow rate [veh/h] 0.34 0.21 0.12 0.12 (v / s)_i Volume / Saturation Flow Rate 0.96 0.96 0.85 0.85 g / C, Green / Cycle 86 86 77 77 g_i, Effective Green Time [s] 2.00 0.00 2.00 2.00 l2, Clearance Lost Time [s] 0.00 0.00 0.00 0.00 l1_p, Permitted Start-Up Lost Time [s] 4.00 4.00 4.00 4.00 L, Total Lost Time per Cycle [s] 90 90 90 90 C, Cycle Length [s] C L R C Lane Group Lane Group Calculations 2025 Total PM 2025 Total PM Version 2022 (SP 0-8) Generated with Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh] 1.29 1.33 0.37 0.69 0.00 0.00 Movement LOS A A A A d_A, Approach Delay [s/veh] 1.31 0.57 0.00 Approach LOS A A A d_I, Intersection Delay [s/veh] 0.78 Intersection LOS A Intersection V/C 0.340 Other Modes g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 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] 0.00 0.00 0.00 I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 0.000 Crosswalk LOS F F F s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1578 1911 0 d_b, Bicycle Delay [s] 2.01 0.09 45.00 I_b,int, Bicycle LOS Score for Intersection 2.261 3.292 4.132 Bicycle LOS B C D - - - - - - - - - - - - - - - - Ring 4 - - - - - - - - - - - - - - - - Ring 3 - - - - - - - - - - - - - - 6 5 Ring 2 - - - - - - - - - - - - - - 2 - Ring 1 Sequence 2025 Total PM 2025 Total PM Version 2022 (SP 0-8) Generated with 0.372 Volume to Capacity (v/c): B Level Of Service: 13.8 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: Signalized Control Type: Intersection 3: Sarival Avenue & Northern Parkway WB Off-Ramp Intersection Level Of Service Report No No No Crosswalk No No No Curb Present 0.00 0.00 0.00 Grade [%] 55.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 49.21 0.00 Exit Pocket Length [ft] 0 0 0 0 2 0 No. of Lanes in Exit Pocket 100.00 100.00 140.00 100.00 100.00 100.00 Entry Pocket Length [ft] 1 0 2 0 0 0 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Left Thru Left Right Thru Turning Movement Lane Configuration Westbound Southbound Northbound Approach Northern Parkway WB Pff-Ramp Sarival Avenue Sarival Avenue Name Intersection Setup 2025 Total PM 2025 Total PM Version 2022 (SP 0-8) Generated with 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 v_co, Outbound Pedestrian Volume crossing 0 0 0 v_di, Inbound Pedestrian Volume crossing m 0 0 0 v_do, Outbound Pedestrian Volume crossing 0 0 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 On-Street Parking Maneuver Rate [/h] No No No No No No Presence of On-Street Parking 297 122 944 0 0 228 Total Analysis Volume [veh/h] 74 31 236 0 0 57 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 1.0000 1.0000 0.9000 Peak Hour Factor 267 110 850 0 0 205 Total Hourly Volume [veh/h] 0 0 0 0 0 0 Right Turn on Red Volume [veh/h] 59 0 387 0 0 44 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] 33 0 313 0 0 89 Site-Generated Trips [veh/h] 0 0 0 0 0 0 In-Process Volume [veh/h] 1.1576 1.1576 1.1576 1.0000 1.0000 1.1576 Growth Factor 0.00 Proportion of CAVs [%] 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Adjustment Factor 151 95 130 0 0 62 Base Volume Input [veh/h] Northern Parkway WB Pff-Ramp Sarival Avenue Sarival Avenue Name Volumes 2025 Total PM 2025 Total PM Version 2022 (SP 0-8) Generated with 0 Pedestrian Clearance [s] 0 Pedestrian Walk [s] 0 Pedestrian Signal Group Exclusive Pedestrian Phase 1.00 1.00 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 0.0 0.0 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] No No No Pedestrian Recall No No No Maximum Recall No No No Minimum Recall 0.0 2.0 2.0 0.0 0.0 2.0 l2, Clearance Lost Time [s] 0.0 2.0 2.0 0.0 0.0 2.0 l1, Start-Up Lost Time [s] No No No Rest In Walk 0.0 0.0 0.0 0.0 0.0 0.0 Delayed Vehicle Green [s] 0 10 10 0 0 10 Pedestrian Clearance [s] 0 5 5 0 0 5 Walk [s] 0.0 3.0 3.0 0.0 0.0 3.0 Vehicle Extension [s] 0 71 19 0 0 19 Split [s] 0.0 1.0 1.0 0.0 0.0 1.0 All red [s] 0.0 3.0 3.0 0.0 0.0 3.0 Amber [s] 0 30 30 0 0 30 Maximum Green [s] 0 5 10 0 0 10 Minimum Green [s] - Lead - - - - Lead / Lag Auxiliary Signal Groups 0 7 2 0 0 6 Signal Group Permissive Permissive Permissive Permissive Permissive Permissive Control Type Phasing & Timing 0.00 Lost time [s] SingleBand Permissive Mode Lead Green - Beginning of First Green Offset Reference 0.0 Offset [s] Semi-actuated Actuation Type Time of Day Pattern Isolated Coordination Type 90 Cycle Length [s] - Signal Coordination Group No Located in CBD Intersection Settings 2025 Total PM 2025 Total PM Version 2022 (SP 0-8) Generated with 260.92 94.17 72.94 51.99 95th-Percentile Queue Length [ft/ln] 10.44 3.77 2.92 2.08 95th-Percentile Queue Length [veh/ln] 157.89 52.32 40.52 28.88 50th-Percentile Queue Length [ft/ln] 6.32 2.09 1.62 1.16 50th-Percentile Queue Length [veh/ln] Yes No Yes No Critical Lane Group D C A A Lane Group LOS 40.46 30.13 5.33 5.07 d, Delay for Lane Group [s/veh] 0.86 0.32 0.27 0.18 X, volume / capacity Lane Group Results 1.00 1.00 1.00 1.00 PF, progression factor 1.00 1.00 1.00 1.00 Rp, platoon ratio 0.00 0.00 0.00 0.00 d3, Initial Queue Delay [s] 6.48 0.47 0.18 0.29 d2, Incremental Delay [s] 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 0.11 0.11 0.50 0.50 k, delay calibration 33.98 29.67 5.15 4.78 d1, Uniform Delay [s] 344 385 3539 1299 c, Capacity [veh/h] 1589 1781 5094 1870 s, saturation flow rate [veh/h] 0.19 0.07 0.19 0.12 (v / s)_i Volume / Saturation Flow Rate 0.22 0.22 0.70 0.70 g / C, Green / Cycle 19 19 63 63 g_i, Effective Green Time [s] 2.00 2.00 2.00 2.00 l2, Clearance Lost Time [s] 0.00 0.00 0.00 0.00 l1_p, Permitted Start-Up Lost Time [s] 4.00 4.00 4.00 4.00 L, Total Lost Time per Cycle [s] 90 90 90 90 C, Cycle Length [s] R L C C Lane Group Lane Group Calculations 2025 Total PM 2025 Total PM Version 2022 (SP 0-8) Generated with Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh] 5.07 0.00 0.00 5.33 30.13 40.46 Movement LOS A A C D d_A, Approach Delay [s/veh] 5.07 5.33 37.45 Approach LOS A A D d_I, Intersection Delay [s/veh] 13.75 Intersection LOS B Intersection V/C 0.372 Other Modes g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 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] 0.00 0.00 0.00 I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 0.000 Crosswalk LOS F F F s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 333 333 1489 d_b, Bicycle Delay [s] 31.25 31.25 2.94 I_b,int, Bicycle LOS Score for Intersection 1.936 2.079 1.560 Bicycle LOS A B A - - - - - - - - - - - - - - - - Ring 4 - - - - - - - - - - - - - - - - Ring 3 - - - - - - - - - - - - - 7 6 - Ring 2 - - - - - - - - - - - - - - 2 - Ring 1 Sequence 2025 Total PM 2025 Total PM Version 2022 (SP 0-8) Generated with 0.357 Volume to Capacity (v/c): B Level Of Service: 12.9 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: Signalized Control Type: Intersection 4: Sarival Avenue & Olive Avenue Intersection Level Of Service Report No No No No Crosswalk No No No No Curb Present 0.00 0.00 0.00 0.00 Grade [%] 45.00 30.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Exit Pocket 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 Entry Pocket Length [ft] 0 0 1 0 0 1 1 0 1 0 0 1 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration Westbound Eastbound Southbound Northbound Approach Olive Avenue Olive Avenue Sarival Avenue Sarival Avenue Name Intersection Setup 2025 Total PM 2025 Total PM Version 2022 (SP 0-8) Generated with 0 0 0 0 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 mi 0 0 0 0 v_co, Outbound Pedestrian Volume crossing 0 0 0 0 v_di, Inbound Pedestrian Volume crossing m 0 0 0 0 v_do, Outbound Pedestrian Volume crossing 0 0 0 0 0 0 0 0 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] No No No No No No No No Presence of On-Street Parking 16 49 6 63 43 59 32 494 32 9 416 142 Total Analysis Volume [veh/h] 4 12 1 16 11 15 8 124 8 2 104 36 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 14 44 5 57 39 53 29 445 29 8 374 128 Total Hourly Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Right Turn on Red Volume [veh/h] 0 0 0 0 0 25 2 42 0 0 140 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] 11 0 0 0 0 0 0 313 28 0 122 0 Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 In-Process Volume [veh/h] 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 Growth Factor 0.00 Proportion of CAVs [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 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 Adjustment Factor 3 38 4 49 34 24 23 78 1 7 97 111 Base Volume Input [veh/h] Olive Avenue Olive Avenue Sarival Avenue Sarival Avenue Name Volumes 2025 Total PM 2025 Total PM Version 2022 (SP 0-8) Generated with 0 Pedestrian Clearance [s] 0 Pedestrian Walk [s] 0 Pedestrian Signal Group Exclusive Pedestrian Phase 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 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 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] No No No No No No No No Pedestrian Recall No No No No No No No No Maximum Recall No No No No No No No No Minimum Recall 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 l2, Clearance Lost Time [s] 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 l1, Start-Up Lost Time [s] No No No No Rest In Walk 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delayed Vehicle Green [s] 0 10 0 0 10 0 0 10 0 0 10 0 Pedestrian Clearance [s] 0 5 0 0 5 0 0 5 0 0 5 0 Walk [s] 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 Vehicle Extension [s] 0 58 9 0 58 9 0 14 9 0 14 9 Split [s] 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 All red [s] 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 Amber [s] 0 30 30 0 30 30 0 30 30 0 30 30 Maximum Green [s] 0 10 5 0 10 5 0 10 5 0 10 5 Minimum Green [s] - - Lead - - Lead - - Lead - - Lead Lead / Lag Auxiliary Signal Groups 0 4 7 0 8 3 0 2 5 0 6 1 Signal Group Permiss Permiss ProtPer Permiss Permiss ProtPer Permiss Permiss ProtPer Permiss Permiss ProtPer Control Type Phasing & Timing 0.00 Lost time [s] SingleBand Permissive Mode Lead Green - Beginning of First Green Offset Reference 0.0 Offset [s] Semi-actuated Actuation Type Time of Day Pattern Isolated Coordination Type 90 Cycle Length [s] - Signal Coordination Group No Located in CBD Intersection Settings 2025 Total PM 2025 Total PM Version 2022 (SP 0-8) Generated with 61.40 4.70 101.36 49.53 8.90 183.86 5.53 135.14 22.72 95th-Percentile Queue Length [ft/ln] 2.46 0.19 4.05 1.98 0.36 7.35 0.22 5.41 0.91 95th-Percentile Queue Length [veh/ln] 34.11 2.61 56.31 27.51 4.95 102.15 3.07 75.08 12.62 50th-Percentile Queue Length [ft/ln] 1.36 0.10 2.25 1.10 0.20 4.09 0.12 3.00 0.50 50th-Percentile Queue Length [veh/ln] Yes No No Yes No Yes No No Yes Critical Lane Group D C D C A A A A A Lane Group LOS 40.12 30.61 38.43 31.67 6.21 9.27 3.99 7.62 4.75 d, Delay for Lane Group [s/veh] 0.40 0.02 0.50 0.17 0.03 0.42 0.04 0.35 0.20 X, volume / capacity Lane Group Results 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d3, Initial Queue Delay [s] 1.56 0.03 1.78 0.23 0.06 1.08 0.10 0.78 0.14 d2, Incremental Delay [s] 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 0.11 0.11 0.11 0.11 0.50 0.50 0.50 0.50 0.11 k, delay calibration 38.56 30.59 36.65 31.44 6.15 8.19 3.88 6.84 4.61 d1, Uniform Delay [s] 163 298 214 350 1008 1186 758 1225 704 c, Capacity [veh/h] 1792 1371 1692 1498 1589 1870 1021 1863 971 s, saturation flow rate [veh/h] 0.04 0.00 0.06 0.04 0.02 0.26 0.03 0.23 0.15 (v / s)_i Volume / Saturation Flow Rate 0.09 0.18 0.13 0.18 0.64 0.64 0.73 0.66 0.73 g / C, Green / Cycle 8 16 11 16 57 57 66 59 66 g_i, Effective Green Time [s] 2.00 0.00 2.00 0.00 2.00 2.00 0.00 2.00 0.00 l2, Clearance Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 l1_p, Permitted Start-Up Lost Time [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 L, Total Lost Time per Cycle [s] 90 90 90 90 90 90 90 90 90 C, Cycle Length [s] C L C L R C L C L Lane Group Lane Group Calculations 2025 Total PM 2025 Total PM Version 2022 (SP 0-8) Generated with Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh] 4.75 7.62 7.62 3.99 9.27 6.21 31.67 38.43 38.43 30.61 40.12 40.12 Movement LOS A A A A A A C D D C D D d_A, Approach Delay [s/veh] 6.90 8.79 36.01 39.32 Approach LOS A A D D d_I, Intersection Delay [s/veh] 12.90 Intersection LOS B Intersection V/C 0.357 Other Modes g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 0.0 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 0.00 0.00 0.00 I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 0.000 0.000 Crosswalk LOS F F F F s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 222 222 1200 1200 d_b, Bicycle Delay [s] 35.56 35.56 7.20 7.20 I_b,int, Bicycle LOS Score for Intersection 2.495 2.480 1.832 1.677 Bicycle LOS B B A A - - - - - - - - - - - - - - - - Ring 4 - - - - - - - - - - - - - - - - Ring 3 - - - - - - - - - - - - 8 7 6 5 Ring 2 - - - - - - - - - - - - 4 3 2 1 Ring 1 Sequence 2025 Total PM 2025 Total PM Version 2022 (SP 0-8) Generated with 0.457 Volume to Capacity (v/c): C Level Of Service: 24.2 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: Signalized Control Type: Intersection 5: Sarival Avenue & Peoria Avenue Intersection Level Of Service Report No No No No Crosswalk No No No No Curb Present 0.00 0.00 0.00 0.00 Grade [%] 45.00 45.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Exit Pocket 160.00 100.00 160.00 100.00 100.00 165.00 100.00 100.00 160.00 100.00 100.00 170.00 Entry Pocket Length [ft] 1 0 1 0 0 1 0 0 1 0 0 1 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration Westbound Eastbound Southbound Northbound Approach Peoria Avenue Peoria Avenue Sarival Avenue Sarival Avenue Name Intersection Setup 2025 Total PM 2025 Total PM Version 2022 (SP 0-8) Generated with 0 0 0 0 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 mi 0 0 0 0 v_co, Outbound Pedestrian Volume crossing 0 0 0 0 v_di, Inbound Pedestrian Volume crossing m 0 0 0 0 v_do, Outbound Pedestrian Volume crossing 0 0 0 0 0 0 0 0 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] No No No No No No No No Presence of On-Street Parking 24 308 52 168 340 73 50 43 14 71 82 446 Total Analysis Volume [veh/h] 6 77 13 42 85 18 13 11 4 18 21 111 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 22 277 47 151 306 66 45 39 13 64 74 401 Total Hourly Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Right Turn on Red Volume [veh/h] 0 0 0 44 0 0 0 0 0 0 0 165 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 11 77 0 0 0 0 0 28 0 199 Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 In-Process Volume [veh/h] 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 Growth Factor 0.00 Proportion of CAVs [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 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 Adjustment Factor 19 239 31 26 264 57 39 34 11 31 64 32 Base Volume Input [veh/h] Peoria Avenue Peoria Avenue Sarival Avenue Sarival Avenue Name Volumes 2025 Total PM 2025 Total PM Version 2022 (SP 0-8) Generated with 0 Pedestrian Clearance [s] 0 Pedestrian Walk [s] 0 Pedestrian Signal Group Exclusive Pedestrian Phase 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 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 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] No No No No No No No No Pedestrian Recall No No No No No No No No Maximum Recall No No No No No No No No Minimum Recall 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 l2, Clearance Lost Time [s] 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 l1, Start-Up Lost Time [s] No No No No Rest In Walk 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delayed Vehicle Green [s] 0 10 0 0 10 0 0 10 0 0 10 0 Pedestrian Clearance [s] 0 5 0 0 5 0 0 5 0 0 5 0 Walk [s] 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 Vehicle Extension [s] 0 14 9 0 14 9 0 58 16 0 51 9 Split [s] 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 All red [s] 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 Amber [s] 0 30 30 0 30 30 0 30 30 0 30 30 Maximum Green [s] 0 10 5 0 10 5 0 10 5 0 10 5 Minimum Green [s] - - Lead - - Lead - - Lead - - Lead Lead / Lag Auxiliary Signal Groups 0 6 1 0 2 5 0 4 7 0 8 3 Signal Group Permiss Permiss ProtPer Permiss Permiss ProtPer Permiss Permiss ProtPer Permiss Permiss ProtPer Control Type Phasing & Timing 0.00 Lost time [s] SingleBand Permissive Mode Lead Green - Beginning of First Green Offset Reference 0.0 Offset [s] Semi-actuated Actuation Type Time of Day Pattern Isolated Coordination Type 90 Cycle Length [s] - Signal Coordination Group No Located in CBD Intersection Settings 2025 Total PM 2025 Total PM Version 2022 (SP 0-8) Generated with 11.78 179.33 19.33 311.39 29.56 66.88 7.95 47.26 54.15 336.31 95th-Percentile Queue Length [ft/ln] 0.47 7.17 0.77 12.46 1.18 2.68 0.32 1.89 2.17 13.45 95th-Percentile Queue Length [veh/ln] 6.55 99.63 10.74 196.46 16.42 37.15 4.42 26.25 30.08 215.84 50th-Percentile Queue Length [ft/ln] 0.26 3.99 0.43 7.86 0.66 1.49 0.18 1.05 1.20 8.63 50th-Percentile Queue Length [veh/ln] No No Yes Yes No Yes No No No Yes Critical Lane Group B B B C B C B C C D Lane Group LOS 13.63 17.16 11.94 21.86 10.60 25.97 18.38 22.98 22.94 36.07 d, Delay for Lane Group [s/veh] 0.03 0.36 0.11 0.62 0.12 0.21 0.03 0.15 0.14 0.77 X, volume / capacity Lane Group Results 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d3, Initial Queue Delay [s] 0.09 1.19 0.10 3.57 0.38 0.22 0.02 0.14 0.12 8.09 d2, Incremental Delay [s] 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 0.50 0.50 0.11 0.50 0.50 0.11 0.11 0.11 0.11 0.42 k, delay calibration 13.54 15.97 11.83 18.30 10.22 25.75 18.36 22.84 22.82 27.98 d1, Uniform Delay [s] 724 852 467 816 628 452 552 483 568 578 c, Capacity [veh/h] 1589 1870 993 1767 1140 1708 1292 1590 1870 1405 s, saturation flow rate [veh/h] 0.02 0.16 0.05 0.29 0.06 0.05 0.01 0.04 0.04 0.32 (v / s)_i Volume / Saturation Flow Rate 0.46 0.46 0.55 0.46 0.55 0.26 0.36 0.30 0.30 0.36 g / C, Green / Cycle 41 41 49 42 49 24 33 27 27 33 g_i, Effective Green Time [s] 2.00 2.00 0.00 2.00 0.00 2.00 0.00 2.00 2.00 0.00 l2, Clearance Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 l1_p, Permitted Start-Up Lost Time [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 L, Total Lost Time per Cycle [s] 90 90 90 90 90 90 90 90 90 90 C, Cycle Length [s] R C L C L C L C C L Lane Group Lane Group Calculations 2025 Total PM 2025 Total PM Version 2022 (SP 0-8) Generated with Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh] 36.07 22.94 22.98 18.38 25.97 25.97 10.60 21.86 21.86 11.94 17.16 13.63 Movement LOS D C C B C C B C C B B B d_A, Approach Delay [s/veh] 32.72 24.98 20.45 16.23 Approach LOS C C C B d_I, Intersection Delay [s/veh] 24.17 Intersection LOS C Intersection V/C 0.457 Other Modes g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 0.0 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 0.00 0.00 0.00 I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 0.000 0.000 Crosswalk LOS F F F F s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1044 1200 222 222 d_b, Bicycle Delay [s] 10.27 7.20 35.56 35.56 I_b,int, Bicycle LOS Score for Intersection 2.054 1.736 2.518 2.193 Bicycle LOS B A B B - - - - - - - - - - - - - - - - Ring 4 - - - - - - - - - - - - - - - - Ring 3 - - - - - - - - - - - - 8 7 6 5 Ring 2 - - - - - - - - - - - - 4 3 2 1 Ring 1 Sequence 2025 Total PM 2025 Total PM Version 2022 (SP 0-8) Generated with 0.278 Volume to Capacity (v/c): A Level Of Service: 8.9 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: All-way stop Control Type: Intersection 6: Reems Road & Olive Avenue Intersection Level Of Service Report No No No No Crosswalk 0.00 0.00 0.00 0.00 Grade [%] 45.00 45.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Exit Pocket 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 Entry Pocket Length [ft] 0 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration Westbound Eastbound Southbound Northbound Approach Olive Avenue Olive Avenue Reems Road Reems Road Name Intersection Setup 0 0 0 0 Pedestrian Volume [ped/h] 7 13 3 41 179 6 10 2 40 7 164 13 Total Analysis Volume [veh/h] 2 3 1 10 45 1 3 1 10 2 41 3 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 6 12 3 37 161 5 9 2 36 6 148 12 Total Hourly 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 11 0 0 28 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] 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 1.1576 Growth Factor 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 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 Adjustment Factor 5 1 3 32 115 4 8 2 31 5 128 10 Base Volume Input [veh/h] Olive Avenue Olive Avenue Reems Road Reems Road Name Volumes 2025 Total PM 2025 Total PM Version 2022 (SP 0-8) Generated with A Intersection LOS 8.90 Intersection Delay [s/veh] A A A A Approach LOS 7.76 9.13 8.14 8.97 Approach Delay [s/veh] 2.28 28.47 5.56 22.65 95th-Percentile Queue Length [ft] 0.09 1.14 0.22 0.91 95th-Percentile Queue Length [veh] Movement, Approach, & Intersection Results 0.03 0.28 0.07 0.23 Degree of Utilization, x 779 812 753 786 Capacity per Entry Lane [veh/h] Lanes Intersection Settings 2025 Total PM 2025 Total PM Version 2022 (SP 0-8) Generated with 0.053 Volume to Capacity (v/c): B Level Of Service: 10.1 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: Two-way stop Control Type: Intersection 7: Sarival Avenue & Access A Intersection Level Of Service Report No No No No Crosswalk 0.00 0.00 0.00 0.00 Grade [%] 25.00 25.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 0.00 0.00 100.00 0.00 0.00 100.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 1 0 0 1 0 0 No. of Lanes in Exit Pocket 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 Entry Pocket Length [ft] 0 0 0 0 0 0 1 0 0 1 0 1 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration Westbound Eastbound Southbound Northbound Approach Access A Access A Sarival Avenue Sarival Avenue Name Intersection Setup 0 0 0 0 Pedestrian Volume [ped/h] 24 0 0 39 0 0 10 520 0 14 477 0 Total Analysis Volume [veh/h] 6 0 0 10 0 0 3 130 0 4 119 0 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 22 0 0 35 0 0 9 468 0 13 429 0 Total Hourly Volume [veh/h] 0 0 0 0 0 0 0 44 0 0 165 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] 22 0 0 35 0 0 9 306 0 13 120 0 Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 In-Process Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.1576 1.0000 1.0000 1.1576 1.0000 Growth Factor 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 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 Adjustment Factor 0 0 0 0 0 0 0 102 0 0 124 0 Base Volume Input [veh/h] Access A Access A Sarival Avenue Sarival Avenue Name Volumes 2025 Total PM 2025 Total PM Version 2022 (SP 0-8) Generated with B Intersection LOS 0.58 d_I, Intersection Delay [s/veh] A B A A Approach LOS 9.87 10.14 0.00 0.00 d_A, Approach Delay [s/veh] 2.43 0.00 0.00 4.17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 95th-Percentile Queue Length [ft/ln] 0.10 0.00 0.00 0.17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 95th-Percentile Queue Length [veh/ln] A B A A A A Movement LOS 9.87 0.00 0.00 10.14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d_M, Delay for Movement [s/veh] 0.03 0.00 0.00 0.05 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0 0 0 0 Number of Storage Spaces in Median No No Two-Stage Gap Acceptance 0 0 0 0 Storage Area [veh] Flared Lane Stop Stop Free Free Priority Scheme Intersection Settings 2025 Total PM 2025 Total PM Version 2022 (SP 0-8) Generated with 0.171 Volume to Capacity (v/c): C Level Of Service: 20.7 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: Two-way stop Control Type: Intersection 8: Sarival Avenue & Access B Intersection Level Of Service Report No No No No Crosswalk 0.00 0.00 0.00 0.00 Grade [%] 25.00 25.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 0.00 0.00 100.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 1 0 0 0 0 0 No. of Lanes in Exit Pocket 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 Entry Pocket Length [ft] 0 0 1 0 0 1 1 0 1 1 0 1 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration Westbound Eastbound Southbound Northbound Approach Access B Access B Sarival Avenue Sarival Avenue Name Intersection Setup 0 0 0 0 Pedestrian Volume [ped/h] 24 0 47 39 0 32 10 446 12 14 468 19 Total Analysis Volume [veh/h] 6 0 12 10 0 8 3 111 3 4 117 5 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 22 0 42 35 0 29 9 401 11 13 421 17 Total Hourly Volume [veh/h] 0 0 0 0 0 0 0 44 0 0 165 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] 22 0 42 35 0 29 9 239 11 13 112 17 Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 In-Process Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.1576 1.0000 1.0000 1.1576 1.0000 Growth Factor 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 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 Adjustment Factor 0 0 0 0 0 0 0 102 0 0 124 0 Base Volume Input [veh/h] Access B Access B Sarival Avenue Sarival Avenue Name Volumes 2025 Total PM 2025 Total PM Version 2022 (SP 0-8) Generated with C Intersection LOS 2.22 d_I, Intersection Delay [s/veh] C B A A Approach LOS 17.05 14.05 0.21 0.32 d_A, Approach Delay [s/veh] 2.42 2.42 15.10 3.94 3.94 9.33 0.00 0.00 0.84 0.00 0.00 1.32 95th-Percentile Queue Length [ft/ln] 0.10 0.10 0.60 0.16 0.16 0.37 0.00 0.00 0.03 0.00 0.00 0.05 95th-Percentile Queue Length [veh/ln] A C C A C C A A A A A A Movement LOS 9.84 20.19 20.73 9.86 20.36 19.16 0.00 0.00 8.38 0.00 0.00 8.33 d_M, Delay for Movement [s/veh] 0.03 0.00 0.17 0.05 0.00 0.11 0.00 0.00 0.01 0.00 0.00 0.02 V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0 0 0 0 Number of Storage Spaces in Median No No Two-Stage Gap Acceptance 0 0 0 0 Storage Area [veh] No No Flared Lane Stop Stop Free Free Priority Scheme Intersection Settings 2025 Total PM 2025 Total PM Version 2022 (SP 0-8) Generated with 0.168 Volume to Capacity (v/c): C Level Of Service: 20.4 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: Two-way stop Control Type: Intersection 9: Sarival Avenue & Access C Intersection Level Of Service Report No No No No Crosswalk 0.00 0.00 0.00 0.00 Grade [%] 25.00 25.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 0.00 0.00 100.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 1 0 0 0 0 0 No. of Lanes in Exit Pocket 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 Entry Pocket Length [ft] 0 0 1 0 0 1 1 0 1 1 0 1 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration Westbound Eastbound Southbound Northbound Approach Access C Access C Sarival Avenue Sarival Avenue Name Intersection Setup 0 0 0 0 Pedestrian Volume [ped/h] 24 0 47 39 0 32 10 382 12 14 492 19 Total Analysis Volume [veh/h] 6 0 12 10 0 8 3 96 3 4 123 5 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 22 0 42 35 0 29 9 344 11 13 443 17 Total Hourly Volume [veh/h] 0 0 0 0 0 0 0 44 0 0 165 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] 22 0 42 35 0 29 9 182 11 13 134 17 Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 In-Process Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.1576 1.0000 1.0000 1.1576 1.0000 Growth Factor 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 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 Adjustment Factor 0 0 0 0 0 0 0 102 0 0 124 0 Base Volume Input [veh/h] Access C Access C Sarival Avenue Sarival Avenue Name Volumes 2025 Total PM 2025 Total PM Version 2022 (SP 0-8) Generated with C Intersection LOS 2.24 d_I, Intersection Delay [s/veh] C B A A Approach LOS 16.88 13.33 0.25 0.29 d_A, Approach Delay [s/veh] 2.46 2.46 14.82 3.75 3.75 8.49 0.00 0.00 0.86 0.00 0.00 1.25 95th-Percentile Queue Length [ft/ln] 0.10 0.10 0.59 0.15 0.15 0.34 0.00 0.00 0.03 0.00 0.00 0.05 95th-Percentile Queue Length [veh/ln] A C C A C C A A A A A A Movement LOS 9.93 19.39 20.42 9.62 19.53 17.85 0.00 0.00 8.45 0.00 0.00 8.15 d_M, Delay for Movement [s/veh] 0.03 0.00 0.17 0.05 0.00 0.10 0.00 0.00 0.01 0.00 0.00 0.02 V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0 0 0 0 Number of Storage Spaces in Median No No Two-Stage Gap Acceptance 0 0 0 0 Storage Area [veh] No No Flared Lane Stop Stop Free Free Priority Scheme Intersection Settings 2025 Total PM 2025 Total PM Version 2022 (SP 0-8) Generated with 0.165 Volume to Capacity (v/c): C Level Of Service: 20.1 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: Two-way stop Control Type: Intersection 10: Sarival Avenue & Access D Intersection Level Of Service Report No No No No Crosswalk 0.00 0.00 0.00 0.00 Grade [%] 25.00 25.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 0.00 0.00 100.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 1 0 0 0 0 0 No. of Lanes in Exit Pocket 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 Entry Pocket Length [ft] 0 0 1 0 0 1 1 0 1 1 0 1 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration Westbound Eastbound Southbound Northbound Approach Access D Access D Sarival Avenue Sarival Avenue Name Intersection Setup 0 0 0 0 Pedestrian Volume [ped/h] 24 0 47 39 0 32 10 319 12 14 516 19 Total Analysis Volume [veh/h] 6 0 12 10 0 8 3 80 3 4 129 5 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 22 0 42 35 0 29 9 287 11 13 464 17 Total Hourly Volume [veh/h] 0 0 0 0 0 0 0 44 0 0 165 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] 22 0 42 35 0 29 9 125 11 13 155 17 Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 In-Process Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.1576 1.0000 1.0000 1.1576 1.0000 Growth Factor 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 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 Adjustment Factor 0 0 0 0 0 0 0 102 0 0 124 0 Base Volume Input [veh/h] Access D Access D Sarival Avenue Sarival Avenue Name Volumes 2025 Total PM 2025 Total PM Version 2022 (SP 0-8) Generated with C Intersection LOS 2.27 d_I, Intersection Delay [s/veh] C B A A Approach LOS 16.72 12.69 0.30 0.28 d_A, Approach Delay [s/veh] 2.51 2.51 14.56 3.57 3.57 7.74 0.00 0.00 0.88 0.00 0.00 1.18 95th-Percentile Queue Length [ft/ln] 0.10 0.10 0.58 0.14 0.14 0.31 0.00 0.00 0.04 0.00 0.00 0.05 95th-Percentile Queue Length [veh/ln] B C C A C C A A A A A A Movement LOS 10.02 18.66 20.14 9.40 18.77 16.70 0.00 0.00 8.52 0.00 0.00 7.98 d_M, Delay for Movement [s/veh] 0.03 0.00 0.17 0.05 0.00 0.09 0.00 0.00 0.01 0.00 0.01 0.02 V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0 0 0 0 Number of Storage Spaces in Median No No Two-Stage Gap Acceptance 0 0 0 0 Storage Area [veh] No No Flared Lane Stop Stop Free Free Priority Scheme Intersection Settings 2025 Total PM 2025 Total PM Version 2022 (SP 0-8) Generated with 0.162 Volume to Capacity (v/c): C Level Of Service: 19.8 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: Two-way stop Control Type: Intersection 11: Sarival Avenue & Access E Intersection Level Of Service Report No No No No Crosswalk 0.00 0.00 0.00 0.00 Grade [%] 25.00 25.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Exit Pocket 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 Entry Pocket Length [ft] 0 0 1 0 0 1 1 0 1 1 0 1 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration Westbound Eastbound Southbound Northbound Approach Access E Access E Sarival Avenue Sarival Avenue Name Intersection Setup 0 0 0 0 Pedestrian Volume [ped/h] 24 0 47 39 0 32 10 256 12 14 539 19 Total Analysis Volume [veh/h] 6 0 12 10 0 8 3 64 3 4 135 5 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 22 0 42 35 0 29 9 230 11 13 485 17 Total Hourly Volume [veh/h] 0 0 0 0 0 0 0 44 0 0 165 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] 22 0 42 35 0 29 9 68 11 13 176 17 Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 In-Process Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.1576 1.0000 1.0000 1.1576 1.0000 Growth Factor 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 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 Adjustment Factor 0 0 0 0 0 0 0 102 0 0 124 0 Base Volume Input [veh/h] Access E Access E Sarival Avenue Sarival Avenue Name Volumes 2025 Total PM 2025 Total PM Version 2022 (SP 0-8) Generated with C Intersection LOS 2.30 d_I, Intersection Delay [s/veh] C B A A Approach LOS 16.55 12.10 0.37 0.26 d_A, Approach Delay [s/veh] 2.55 2.55 14.28 3.40 3.40 7.06 0.00 0.00 0.90 0.00 0.00 1.12 95th-Percentile Queue Length [ft/ln] 0.10 0.10 0.57 0.14 0.14 0.28 0.00 0.00 0.04 0.00 0.00 0.04 95th-Percentile Queue Length [veh/ln] B C C A C C A A A A A A Movement LOS 10.11 17.95 19.84 9.19 18.03 15.65 0.00 0.00 8.60 0.00 0.00 7.82 d_M, Delay for Movement [s/veh] 0.03 0.00 0.16 0.04 0.00 0.09 0.00 0.00 0.01 0.00 0.01 0.01 V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0 0 0 0 Number of Storage Spaces in Median No No Two-Stage Gap Acceptance 0 0 0 0 Storage Area [veh] No No Flared Lane Stop Stop Free Free Priority Scheme Intersection Settings 2025 Total PM 2025 Total PM Version 2022 (SP 0-8) Generated with 0.139 Volume to Capacity (v/c): B Level Of Service: 17.9 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: Signalized Control Type: Intersection 1: Cotton Lane & Olive Avenue Intersection Level Of Service Report No No No No Crosswalk No No No No Curb Present 0.00 0.00 0.00 0.00 Grade [%] 45.00 45.00 45.00 45.00 Speed [mph] 49.21 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 1 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Exit Pocket 420.00 100.00 475.00 160.00 100.00 350.00 175.00 100.00 250.00 175.00 100.00 230.00 Entry Pocket Length [ft] 1 0 1 1 0 1 1 0 2 1 0 2 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration Westbound Eastbound Southbound Northbound Approach Olive Avenue Olive Avenue Cotton Lane Cotton Lane Name Intersection Setup 2030 Total AM 2030 Total AM Version 2022 (SP 0-8) Generated with 0 0 0 0 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 mi 0 0 0 0 v_co, Outbound Pedestrian Volume crossing 0 0 0 0 v_di, Inbound Pedestrian Volume crossing m 0 0 0 0 v_do, Outbound Pedestrian Volume crossing 0 0 0 0 0 0 0 0 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] No No No No No No No No Presence of On-Street Parking 18 113 3 73 268 128 73 96 4 30 118 59 Total Analysis Volume [veh/h] 4 28 1 18 67 32 18 24 1 8 29 15 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 16 102 3 66 241 115 66 86 4 27 106 53 Total Hourly Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 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] 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 Growth Factor 0.00 Proportion of CAVs [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 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 Adjustment Factor 11 69 2 45 163 78 45 58 3 18 72 36 Base Volume Input [veh/h] Olive Avenue Olive Avenue Cotton Lane Cotton Lane Name Volumes 2030 Total AM 2030 Total AM Version 2022 (SP 0-8) Generated with 0 Pedestrian Clearance [s] 0 Pedestrian Walk [s] 0 Pedestrian Signal Group Exclusive Pedestrian Phase 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 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 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] No No No No No No No No Pedestrian Recall No No No No No No No No Maximum Recall No No No No No No No No Minimum Recall 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 l2, Clearance Lost Time [s] 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 l1, Start-Up Lost Time [s] No No No No Rest In Walk 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delayed Vehicle Green [s] 0 10 0 0 10 0 0 10 0 0 10 0 Pedestrian Clearance [s] 0 5 0 0 5 0 0 5 0 0 5 0 Walk [s] 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 Vehicle Extension [s] 0 27 9 0 27 9 0 18 40 0 14 36 Split [s] 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 All red [s] 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 Amber [s] 0 30 30 0 30 30 0 30 30 0 30 30 Maximum Green [s] 0 10 5 0 10 5 0 10 5 0 10 5 Minimum Green [s] - - Lead - - Lead - - Lead - - Lead Lead / Lag Auxiliary Signal Groups 0 6 1 0 2 5 0 4 7 0 8 3 Signal Group Permiss Permiss ProtPer Permiss Permiss ProtPer Permiss Permiss Protecte Permiss Permiss Protecte Control Type Phasing & Timing 0.00 Lost time [s] SingleBand Permissive Mode Lead Green - Beginning of First Green Offset Reference 0.0 Offset [s] Fully actuated Actuation Type Time of Day Pattern Isolated Coordination Type 90 Cycle Length [s] - Signal Coordination Group No Located in CBD Intersection Settings 2030 Total AM 2030 Total AM Version 2022 (SP 0-8) Generated with 5.39 16.54 0.51 18.32 32.97 25.56 67.87 42.32 2.43 25.16 49.50 29.03 95th-Percentile Queue Length [ft/ln] 0.22 0.66 0.02 0.73 1.32 1.02 2.71 1.69 0.10 1.01 1.98 1.16 95th-Percentile Queue Length [veh/ln] 3.00 9.19 0.28 10.18 18.32 14.20 37.71 23.51 1.35 13.98 27.50 16.13 50th-Percentile Queue Length [ft/ln] 0.12 0.37 0.01 0.41 0.73 0.57 1.51 0.94 0.05 0.56 1.10 0.65 50th-Percentile Queue Length [veh/ln] No No Yes No Yes No Yes No No No No Yes Critical Lane Group A A A A A A D D D C C D Lane Group LOS 6.84 6.99 3.79 5.50 5.64 4.28 38.99 37.01 48.10 33.62 34.09 43.51 d, Delay for Lane Group [s/veh] 0.02 0.05 0.00 0.07 0.11 0.12 0.42 0.24 0.17 0.13 0.22 0.39 X, volume / capacity Lane Group Results 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d3, Initial Queue Delay [s] 0.03 0.04 0.00 0.13 0.10 0.25 1.58 0.32 3.56 0.24 0.21 1.60 d2, Incremental Delay [s] 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 0.50 0.50 0.11 0.50 0.50 0.50 0.11 0.11 0.11 0.11 0.11 0.11 k, delay calibration 6.80 6.94 3.79 5.37 5.54 4.03 37.42 36.69 44.55 33.38 33.87 41.91 d1, Uniform Delay [s] 976 2185 844 1054 2360 1033 175 392 23 235 526 153 c, Capacity [veh/h] 1589 3560 1068 1589 3560 1315 1589 3560 3459 1589 3560 3459 s, saturation flow rate [veh/h] 0.01 0.03 0.00 0.05 0.08 0.10 0.05 0.03 0.00 0.02 0.03 0.02 (v / s)_i Volume / Saturation Flow Rate 0.62 0.62 0.71 0.66 0.66 0.71 0.11 0.11 0.01 0.15 0.15 0.04 g / C, Green / Cycle 55 55 64 60 60 64 10 10 1 13 13 4 g_i, Effective Green Time [s] 2.00 2.00 0.00 2.00 2.00 0.00 2.00 2.00 2.00 2.00 2.00 2.00 l2, Clearance 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 l1_p, Permitted Start-Up Lost Time [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 L, Total Lost Time per Cycle [s] 90 90 90 90 90 90 90 90 90 90 90 90 C, Cycle Length [s] R C L R C L R C L R C L Lane Group Lane Group Calculations 2030 Total AM 2030 Total AM Version 2022 (SP 0-8) Generated with Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh] 43.51 34.09 33.62 48.10 37.01 38.99 4.28 5.64 5.50 3.79 6.99 6.84 Movement LOS D C C D D D A A A A A A d_A, Approach Delay [s/veh] 36.70 38.10 5.25 6.90 Approach LOS D D A A d_I, Intersection Delay [s/veh] 17.88 Intersection LOS B Intersection V/C 0.139 Other Modes g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 0.0 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 0.00 0.00 0.00 I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 0.000 0.000 Crosswalk LOS F F F F s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 222 311 511 511 d_b, Bicycle Delay [s] 35.60 32.13 24.98 24.98 I_b,int, Bicycle LOS Score for Intersection 1.730 1.702 1.947 1.670 Bicycle LOS A A A A - - - - - - - - - - - - - - - - Ring 4 - - - - - - - - - - - - - - - - Ring 3 - - - - - - - - - - - - 8 7 6 5 Ring 2 - - - - - - - - - - - - 4 3 2 1 Ring 1 Sequence 2030 Total AM 2030 Total AM Version 2022 (SP 0-8) Generated with 0.286 Volume to Capacity (v/c): A Level Of Service: 1.1 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: Signalized Control Type: Intersection 2: Sarival Road & Northern Parkway EB On-Ramp Intersection Level Of Service Report No No No Crosswalk No No Curb Present 0.00 0.00 0.00 Grade [%] 30.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 No. of Lanes in Exit Pocket 100.00 100.00 100.00 420.00 170.00 100.00 Entry Pocket Length [ft] 0 0 0 2 1 0 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Left Thru Left Right Thru Turning Movement Lane Configuration Westbound Southbound Northbound Approach Sarival Avenue Name Intersection Setup 2030 Total AM 2030 Total AM Version 2022 (SP 0-8) Generated with 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 v_co, Outbound Pedestrian Volume crossing 0 0 0 v_di, Inbound Pedestrian Volume crossing m 0 0 0 v_do, Outbound Pedestrian Volume crossing 0 0 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 On-Street Parking Maneuver Rate [/h] No No No No Presence of On-Street Parking 0 0 287 381 200 509 Total Analysis Volume [veh/h] 0 0 72 95 50 127 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 1.0000 1.0000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 0 0 258 343 180 458 Total Hourly Volume [veh/h] 0 0 0 0 0 0 Right Turn on Red Volume [veh/h] 0 0 40 53 0 170 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 69 26 0 230 Site-Generated Trips [veh/h] 0 0 0 0 0 0 In-Process Volume [veh/h] 1.0000 1.0000 1.4775 1.4775 1.4775 1.4775 Growth Factor 0.00 Proportion of CAVs [%] 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Adjustment Factor 0 0 101 179 122 39 Base Volume Input [veh/h] Sarival Avenue Name Volumes 2030 Total AM 2030 Total AM Version 2022 (SP 0-8) Generated with 0 Pedestrian Clearance [s] 0 Pedestrian Walk [s] 0 Pedestrian Signal Group Exclusive Pedestrian Phase 1.00 1.00 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 0.0 0.0 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] No No No Pedestrian Recall No No No Maximum Recall No No No Minimum Recall 0.0 0.0 2.0 2.0 0.0 2.0 l2, Clearance Lost Time [s] 0.0 0.0 2.0 2.0 0.0 2.0 l1, Start-Up Lost Time [s] No No Rest In Walk 0.0 0.0 0.0 0.0 0.0 0.0 Delayed Vehicle Green [s] 0 0 10 0 0 10 Pedestrian Clearance [s] 0 0 5 0 0 5 Walk [s] 0.0 0.0 3.0 3.0 0.0 3.0 Vehicle Extension [s] 0 0 90 35 0 55 Split [s] 0.0 0.0 1.0 1.0 0.0 1.0 All red [s] 0.0 0.0 3.0 3.0 0.0 3.0 Amber [s] 0 0 30 30 0 30 Maximum Green [s] 0 0 10 5 0 10 Minimum Green [s] - - - Lead - - Lead / Lag Auxiliary Signal Groups 0 0 2 5 0 6 Signal Group Permissive Permissive Permissive ProtPerm Permissive Permissive Control Type Phasing & Timing 0.00 Lost time [s] SingleBand Permissive Mode Lead Green - Beginning of First Green Offset Reference 0.0 Offset [s] Semi-actuated Actuation Type Time of Day Pattern Isolated Coordination Type 90 Cycle Length [s] - Signal Coordination Group No Located in CBD Intersection Settings 2030 Total AM 2030 Total AM Version 2022 (SP 0-8) Generated with 4.30 3.51 4.50 12.39 95th-Percentile Queue Length [ft/ln] 0.17 0.14 0.18 0.50 95th-Percentile Queue Length [veh/ln] 2.39 1.95 2.50 6.88 50th-Percentile Queue Length [ft/ln] 0.10 0.08 0.10 0.28 50th-Percentile Queue Length [veh/ln] No Yes No Yes Critical Lane Group A A A A Lane Group LOS 0.30 0.69 1.32 1.84 d, Delay for Lane Group [s/veh] 0.16 0.24 0.15 0.32 X, volume / capacity Lane Group Results 1.00 1.00 1.00 1.00 PF, progression factor 1.00 1.00 1.00 1.00 Rp, platoon ratio 0.00 0.00 0.00 0.00 d3, Initial Queue Delay [s] 0.19 0.35 0.23 0.53 d2, Incremental Delay [s] 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 0.50 0.50 0.50 0.50 k, delay calibration 0.11 0.34 1.09 1.31 d1, Uniform Delay [s] 1787 1600 1358 1598 c, Capacity [veh/h] 1870 1604 1589 1870 s, saturation flow rate [veh/h] 0.15 0.24 0.13 0.27 (v / s)_i Volume / Saturation Flow Rate 0.96 0.96 0.85 0.85 g / C, Green / Cycle 86 86 77 77 g_i, Effective Green Time [s] 2.00 0.00 2.00 2.00 l2, Clearance Lost Time [s] 0.00 0.00 0.00 0.00 l1_p, Permitted Start-Up Lost Time [s] 4.00 4.00 4.00 4.00 L, Total Lost Time per Cycle [s] 90 90 90 90 C, Cycle Length [s] C L R C Lane Group Lane Group Calculations 2030 Total AM 2030 Total AM Version 2022 (SP 0-8) Generated with Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh] 1.84 1.32 0.69 0.30 0.00 0.00 Movement LOS A A A A d_A, Approach Delay [s/veh] 1.69 0.52 0.00 Approach LOS A A A d_I, Intersection Delay [s/veh] 1.12 Intersection LOS A Intersection V/C 0.286 Other Modes g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 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] 0.00 0.00 0.00 I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 0.000 Crosswalk LOS F F F s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1133 1911 0 d_b, Bicycle Delay [s] 8.45 0.09 45.00 I_b,int, Bicycle LOS Score for Intersection 2.729 2.662 4.132 Bicycle LOS B B D - - - - - - - - - - - - - - - - Ring 4 - - - - - - - - - - - - - - - - Ring 3 - - - - - - - - - - - - - - 6 5 Ring 2 - - - - - - - - - - - - - - 2 - Ring 1 Sequence 2030 Total AM 2030 Total AM Version 2022 (SP 0-8) Generated with 0.570 Volume to Capacity (v/c): B Level Of Service: 19.0 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: Signalized Control Type: Intersection 3: Sarival Avenue & Northern Parkway WB Off-Ramp Intersection Level Of Service Report No No No Crosswalk No No No Curb Present 0.00 0.00 0.00 Grade [%] 55.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 49.21 0.00 Exit Pocket Length [ft] 0 0 0 0 2 0 No. of Lanes in Exit Pocket 100.00 100.00 140.00 100.00 100.00 100.00 Entry Pocket Length [ft] 1 0 2 0 0 0 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Left Thru Left Right Thru Turning Movement Lane Configuration Westbound Southbound Northbound Approach Northern Parkway WB Pff-Ramp Sarival Avenue Sarival Avenue Name Intersection Setup 2030 Total AM 2030 Total AM Version 2022 (SP 0-8) Generated with 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 v_co, Outbound Pedestrian Volume crossing 0 0 0 v_di, Inbound Pedestrian Volume crossing m 0 0 0 v_do, Outbound Pedestrian Volume crossing 0 0 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 On-Street Parking Maneuver Rate [/h] No No No No No No Presence of On-Street Parking 458 89 557 0 0 528 Total Analysis Volume [veh/h] 114 22 139 0 0 132 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 1.0000 1.0000 0.9000 Peak Hour Factor 412 80 501 0 0 475 Total Hourly Volume [veh/h] 0 0 0 0 0 0 Right Turn on Red Volume [veh/h] 226 0 93 0 0 170 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] 86 0 95 0 0 230 Site-Generated Trips [veh/h] 0 0 0 0 0 0 In-Process Volume [veh/h] 1.4775 1.4775 1.4775 1.0000 1.0000 1.4775 Growth Factor 0.00 Proportion of CAVs [%] 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Adjustment Factor 68 54 212 0 0 51 Base Volume Input [veh/h] Northern Parkway WB Pff-Ramp Sarival Avenue Sarival Avenue Name Volumes 2030 Total AM 2030 Total AM Version 2022 (SP 0-8) Generated with 0 Pedestrian Clearance [s] 0 Pedestrian Walk [s] 0 Pedestrian Signal Group Exclusive Pedestrian Phase 1.00 1.00 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 0.0 0.0 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] No No No Pedestrian Recall No No No Maximum Recall No No No Minimum Recall 0.0 2.0 2.0 0.0 0.0 2.0 l2, Clearance Lost Time [s] 0.0 2.0 2.0 0.0 0.0 2.0 l1, Start-Up Lost Time [s] No No No Rest In Walk 0.0 0.0 0.0 0.0 0.0 0.0 Delayed Vehicle Green [s] 0 10 10 0 0 10 Pedestrian Clearance [s] 0 5 5 0 0 5 Walk [s] 0.0 3.0 3.0 0.0 0.0 3.0 Vehicle Extension [s] 0 47 43 0 0 43 Split [s] 0.0 1.0 1.0 0.0 0.0 1.0 All red [s] 0.0 3.0 3.0 0.0 0.0 3.0 Amber [s] 0 30 30 0 0 30 Maximum Green [s] 0 5 10 0 0 10 Minimum Green [s] - Lead - - - - Lead / Lag Auxiliary Signal Groups 0 7 2 0 0 6 Signal Group Permissive Permissive Permissive Permissive Permissive Permissive Control Type Phasing & Timing 0.00 Lost time [s] SingleBand Permissive Mode Lead Green - Beginning of First Green Offset Reference 0.0 Offset [s] Semi-actuated Actuation Type Time of Day Pattern Isolated Coordination Type 90 Cycle Length [s] - Signal Coordination Group No Located in CBD Intersection Settings 2030 Total AM 2030 Total AM Version 2022 (SP 0-8) Generated with 373.54 56.12 63.04 225.55 95th-Percentile Queue Length [ft/ln] 14.94 2.24 2.52 9.02 95th-Percentile Queue Length [veh/ln] 245.15 31.18 35.02 131.52 50th-Percentile Queue Length [ft/ln] 9.81 1.25 1.40 5.26 50th-Percentile Queue Length [veh/ln] Yes No No Yes Critical Lane Group D C A B Lane Group LOS 39.44 22.27 8.43 11.75 d, Delay for Lane Group [s/veh] 0.91 0.16 0.18 0.47 X, volume / capacity Lane Group Results 1.00 1.00 1.00 1.00 PF, progression factor 1.00 1.00 1.00 1.00 Rp, platoon ratio 0.00 0.00 0.00 0.00 d3, Initial Queue Delay [s] 9.88 0.13 0.13 1.45 d2, Incremental Delay [s] 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 0.17 0.11 0.50 0.50 k, delay calibration 29.55 22.14 8.29 10.29 d1, Uniform Delay [s] 503 563 3030 1112 c, Capacity [veh/h] 1589 1781 5094 1870 s, saturation flow rate [veh/h] 0.29 0.05 0.11 0.28 (v / s)_i Volume / Saturation Flow Rate 0.32 0.32 0.60 0.60 g / C, Green / Cycle 28 28 54 54 g_i, Effective Green Time [s] 2.00 2.00 2.00 2.00 l2, Clearance Lost Time [s] 0.00 0.00 0.00 0.00 l1_p, Permitted Start-Up Lost Time [s] 4.00 4.00 4.00 4.00 L, Total Lost Time per Cycle [s] 90 90 90 90 C, Cycle Length [s] R L C C Lane Group Lane Group Calculations 2030 Total AM 2030 Total AM Version 2022 (SP 0-8) Generated with Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh] 11.75 0.00 0.00 8.43 22.27 39.44 Movement LOS B A C D d_A, Approach Delay [s/veh] 11.75 8.43 36.64 Approach LOS B A D d_I, Intersection Delay [s/veh] 18.96 Intersection LOS B Intersection V/C 0.570 Other Modes g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 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] 0.00 0.00 0.00 I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 0.000 Crosswalk LOS F F F s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 867 867 956 d_b, Bicycle Delay [s] 14.45 14.45 12.27 I_b,int, Bicycle LOS Score for Intersection 2.431 1.866 1.560 Bicycle LOS B A A - - - - - - - - - - - - - - - - Ring 4 - - - - - - - - - - - - - - - - Ring 3 - - - - - - - - - - - - - 7 6 - Ring 2 - - - - - - - - - - - - - - 2 - Ring 1 Sequence 2030 Total AM 2030 Total AM Version 2022 (SP 0-8) Generated with 0.435 Volume to Capacity (v/c): B Level Of Service: 17.7 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: Signalized Control Type: Intersection 4: Sarival Avenue & Olive Avenue Intersection Level Of Service Report No No No No Crosswalk No No No No Curb Present 0.00 0.00 0.00 0.00 Grade [%] 45.00 30.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Exit Pocket 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 Entry Pocket Length [ft] 0 0 1 0 0 1 1 0 1 0 0 1 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration Westbound Eastbound Southbound Northbound Approach Olive Avenue Olive Avenue Sarival Avenue Sarival Avenue Name Intersection Setup 2030 Total AM 2030 Total AM Version 2022 (SP 0-8) Generated with 0 0 0 0 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 mi 0 0 0 0 v_co, Outbound Pedestrian Volume crossing 0 0 0 0 v_di, Inbound Pedestrian Volume crossing m 0 0 0 0 v_do, Outbound Pedestrian Volume crossing 0 0 0 0 0 0 0 0 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] No No No No No No No No Presence of On-Street Parking 36 38 8 187 71 58 106 351 12 13 496 77 Total Analysis Volume [veh/h] 9 9 2 47 18 14 26 88 3 3 124 19 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 32 34 7 168 64 52 95 316 11 12 446 69 Total Hourly Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Right Turn on Red Volume [veh/h] 0 0 0 0 0 6 83 82 0 0 34 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] 29 0 0 0 0 0 0 95 8 0 316 0 Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 In-Process Volume [veh/h] 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 Growth Factor 0.00 Proportion of CAVs [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 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 Adjustment Factor 2 23 5 114 43 31 8 94 2 8 65 47 Base Volume Input [veh/h] Olive Avenue Olive Avenue Sarival Avenue Sarival Avenue Name Volumes 2030 Total AM 2030 Total AM Version 2022 (SP 0-8) Generated with 0 Pedestrian Clearance [s] 0 Pedestrian Walk [s] 0 Pedestrian Signal Group Exclusive Pedestrian Phase 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 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 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] No No No No No No No No Pedestrian Recall No No No No No No No No Maximum Recall No No No No No No No No Minimum Recall 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 l2, Clearance Lost Time [s] 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 l1, Start-Up Lost Time [s] No No No No Rest In Walk 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delayed Vehicle Green [s] 0 10 0 0 10 0 0 10 0 0 10 0 Pedestrian Clearance [s] 0 5 0 0 5 0 0 5 0 0 5 0 Walk [s] 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 Vehicle Extension [s] 0 58 9 0 58 9 0 14 9 0 14 9 Split [s] 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 All red [s] 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 Amber [s] 0 30 30 0 30 30 0 30 30 0 30 30 Maximum Green [s] 0 10 5 0 10 5 0 10 5 0 10 5 Minimum Green [s] - - Lead - - Lead - - Lead - - Lead Lead / Lag Auxiliary Signal Groups 0 4 7 0 8 3 0 2 5 0 6 1 Signal Group Permiss Permiss ProtPer Permiss Permiss ProtPer Permiss Permiss ProtPer Permiss Permiss ProtPer Control Type Phasing & Timing 0.00 Lost time [s] SingleBand Permissive Mode Lead Green - Beginning of First Green Offset Reference 0.0 Offset [s] Semi-actuated Actuation Type Time of Day Pattern Isolated Coordination Type 90 Cycle Length [s] - Signal Coordination Group No Located in CBD Intersection Settings 2030 Total AM 2030 Total AM Version 2022 (SP 0-8) Generated with 63.50 5.77 248.17 44.47 38.05 144.38 2.94 204.27 17.17 95th-Percentile Queue Length [ft/ln] 2.54 0.23 9.93 1.78 1.52 5.78 0.12 8.17 0.69 95th-Percentile Queue Length [veh/ln] 35.28 3.21 148.31 24.71 21.14 80.21 1.63 115.96 9.54 50th-Percentile Queue Length [ft/ln] 1.41 0.13 5.93 0.99 0.85 3.21 0.07 4.64 0.38 50th-Percentile Queue Length [veh/ln] No Yes Yes No No No Yes Yes No Critical Lane Group C C D C A B A B A Lane Group LOS 34.54 27.22 42.34 27.24 8.69 10.48 6.06 10.46 5.67 d, Delay for Lane Group [s/veh] 0.29 0.03 0.85 0.14 0.11 0.32 0.02 0.44 0.11 X, volume / capacity Lane Group Results 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d3, Initial Queue Delay [s] 0.60 0.05 6.73 0.15 0.25 0.79 0.06 1.26 0.07 d2, Incremental Delay [s] 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 0.11 0.11 0.11 0.11 0.50 0.50 0.50 0.50 0.11 k, delay calibration 33.94 27.17 35.61 27.09 8.44 9.69 6.00 9.20 5.60 d1, Uniform Delay [s] 259 250 303 422 925 1088 609 1144 706 c, Capacity [veh/h] 1722 1212 1658 1450 1589 1870 939 1862 1022 s, saturation flow rate [veh/h] 0.04 0.01 0.16 0.04 0.07 0.19 0.01 0.27 0.08 (v / s)_i Volume / Saturation Flow Rate 0.15 0.24 0.18 0.24 0.58 0.58 0.67 0.62 0.67 g / C, Green / Cycle 13 21 16 21 52 52 61 55 61 g_i, Effective Green Time [s] 2.00 0.00 2.00 0.00 2.00 2.00 0.00 2.00 0.00 l2, Clearance Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 l1_p, Permitted Start-Up Lost Time [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 L, Total Lost Time per Cycle [s] 90 90 90 90 90 90 90 90 90 C, Cycle Length [s] C L C L R C L C L Lane Group Lane Group Calculations 2030 Total AM 2030 Total AM Version 2022 (SP 0-8) Generated with Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh] 5.67 10.46 10.46 6.06 10.48 8.69 27.24 42.34 42.34 27.22 34.54 34.54 Movement LOS A B B A B A C D D C C C d_A, Approach Delay [s/veh] 9.83 9.96 39.57 33.83 Approach LOS A A D C d_I, Intersection Delay [s/veh] 17.69 Intersection LOS B Intersection V/C 0.435 Other Modes g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 0.0 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 0.00 0.00 0.00 I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 0.000 0.000 Crosswalk LOS F F F F s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 222 222 1200 1200 d_b, Bicycle Delay [s] 35.56 35.56 7.20 7.20 I_b,int, Bicycle LOS Score for Intersection 2.527 2.333 2.081 1.695 Bicycle LOS B B B A - - - - - - - - - - - - - - - - Ring 4 - - - - - - - - - - - - - - - - Ring 3 - - - - - - - - - - - - 8 7 6 5 Ring 2 - - - - - - - - - - - - 4 3 2 1 Ring 1 Sequence 2030 Total AM 2030 Total AM Version 2022 (SP 0-8) Generated with 0.590 Volume to Capacity (v/c): C Level Of Service: 20.4 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: Signalized Control Type: Intersection 5: Sarival Avenue & Peoria Avenue Intersection Level Of Service Report No No No No Crosswalk No No No No Curb Present 0.00 0.00 0.00 0.00 Grade [%] 45.00 45.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Exit Pocket 160.00 100.00 160.00 100.00 100.00 165.00 100.00 100.00 160.00 100.00 100.00 170.00 Entry Pocket Length [ft] 1 0 1 0 0 1 0 0 1 0 0 1 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration Westbound Eastbound Southbound Northbound Approach Peoria Avenue Peoria Avenue Sarival Avenue Sarival Avenue Name Intersection Setup 2030 Total AM 2030 Total AM Version 2022 (SP 0-8) Generated with 0 0 0 0 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 mi 0 0 0 0 v_co, Outbound Pedestrian Volume crossing 0 0 0 0 v_di, Inbound Pedestrian Volume crossing m 0 0 0 0 v_do, Outbound Pedestrian Volume crossing 0 0 0 0 0 0 0 0 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] No No No No No No No No Presence of On-Street Parking 13 261 53 439 233 27 68 106 39 43 58 163 Total Analysis Volume [veh/h] 3 65 13 110 58 7 17 26 10 11 14 41 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 12 235 48 395 210 24 61 95 35 39 52 147 Total Hourly Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Right Turn on Red Volume [veh/h] 0 0 0 170 0 0 0 0 0 0 0 40 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 29 201 0 0 0 0 0 8 0 60 Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 In-Process Volume [veh/h] 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 Growth Factor 0.00 Proportion of CAVs [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 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 Adjustment Factor 8 159 13 16 142 16 41 64 24 21 35 32 Base Volume Input [veh/h] Peoria Avenue Peoria Avenue Sarival Avenue Sarival Avenue Name Volumes 2030 Total AM 2030 Total AM Version 2022 (SP 0-8) Generated with 0 Pedestrian Clearance [s] 0 Pedestrian Walk [s] 0 Pedestrian Signal Group Exclusive Pedestrian Phase 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 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 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] No No No No No No No No Pedestrian Recall No No No No No No No No Maximum Recall No No No No No No No No Minimum Recall 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 l2, Clearance Lost Time [s] 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 l1, Start-Up Lost Time [s] No No No No Rest In Walk 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delayed Vehicle Green [s] 0 10 0 0 10 0 0 10 0 0 10 0 Pedestrian Clearance [s] 0 5 0 0 5 0 0 5 0 0 5 0 Walk [s] 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 Vehicle Extension [s] 0 16 9 0 16 9 0 56 9 0 56 9 Split [s] 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 All red [s] 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 Amber [s] 0 30 30 0 30 30 0 30 30 0 30 30 Maximum Green [s] 0 10 5 0 10 5 0 10 5 0 10 5 Minimum Green [s] - - Lead - - Lead - - Lead - - Lead Lead / Lag Auxiliary Signal Groups 0 6 1 0 2 5 0 4 7 0 8 3 Signal Group Permiss Permiss ProtPer Permiss Permiss ProtPer Permiss Permiss ProtPer Permiss Permiss ProtPer Control Type Phasing & Timing 0.00 Lost time [s] SingleBand Permissive Mode Lead Green - Beginning of First Green Offset Reference 0.0 Offset [s] Semi-actuated Actuation Type Time of Day Pattern Isolated Coordination Type 90 Cycle Length [s] - Signal Coordination Group No Located in CBD Intersection Settings 2030 Total AM 2030 Total AM Version 2022 (SP 0-8) Generated with 3.86 88.92 10.99 319.67 5.98 178.14 28.96 41.59 44.32 132.87 95th-Percentile Queue Length [ft/ln] 0.15 3.56 0.44 12.79 0.24 7.13 1.16 1.66 1.77 5.31 95th-Percentile Queue Length [veh/ln] 2.14 49.40 6.11 202.87 3.32 98.97 16.09 23.10 24.62 73.82 50th-Percentile Queue Length [ft/ln] 0.09 1.98 0.24 8.11 0.13 3.96 0.64 0.92 0.98 2.95 50th-Percentile Queue Length [veh/ln] No No Yes Yes No Yes No No No Yes Critical Lane Group A A A B A D C C C C Lane Group LOS 6.73 8.18 8.33 15.35 4.77 45.24 27.85 34.39 34.23 31.52 d, Delay for Lane Group [s/veh] 0.01 0.23 0.11 0.67 0.03 0.80 0.10 0.21 0.19 0.50 X, volume / capacity Lane Group Results 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d3, Initial Queue Delay [s] 0.02 0.46 0.09 3.47 0.07 6.86 0.10 0.44 0.34 1.20 d2, Incremental Delay [s] 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 0.50 0.50 0.11 0.50 0.50 0.11 0.11 0.11 0.11 0.11 k, delay calibration 6.70 7.73 8.23 11.89 4.69 38.38 27.75 33.96 33.88 30.32 d1, Uniform Delay [s] 979 1151 498 1010 835 216 407 234 270 325 c, Capacity [veh/h] 1589 1870 859 1677 1154 1749 1418 1618 1870 1409 s, saturation flow rate [veh/h] 0.01 0.14 0.06 0.40 0.02 0.10 0.03 0.03 0.03 0.12 (v / s)_i Volume / Saturation Flow Rate 0.62 0.62 0.69 0.60 0.69 0.12 0.22 0.14 0.14 0.22 g / C, Green / Cycle 55 55 62 54 62 11 20 13 13 20 g_i, Effective Green Time [s] 2.00 2.00 0.00 2.00 0.00 2.00 0.00 2.00 2.00 0.00 l2, Clearance Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 l1_p, Permitted Start-Up Lost Time [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 L, Total Lost Time per Cycle [s] 90 90 90 90 90 90 90 90 90 90 C, Cycle Length [s] R C L C L C L C C L Lane Group Lane Group Calculations 2030 Total AM 2030 Total AM Version 2022 (SP 0-8) Generated with Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh] 31.52 34.24 34.39 27.85 45.24 45.24 4.77 15.35 15.35 8.33 8.18 6.73 Movement LOS C C C C D D A B B A A A d_A, Approach Delay [s/veh] 32.58 42.06 14.94 8.15 Approach LOS C D B A d_I, Intersection Delay [s/veh] 20.41 Intersection LOS C Intersection V/C 0.590 Other Modes g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 0.0 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 0.00 0.00 0.00 I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 0.000 0.000 Crosswalk LOS F F F F s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1156 1156 267 267 d_b, Bicycle Delay [s] 8.02 8.02 33.80 33.80 I_b,int, Bicycle LOS Score for Intersection 1.777 1.911 2.713 2.099 Bicycle LOS A A B B - - - - - - - - - - - - - - - - Ring 4 - - - - - - - - - - - - - - - - Ring 3 - - - - - - - - - - - - 8 7 6 5 Ring 2 - - - - - - - - - - - - 4 3 2 1 Ring 1 Sequence 2030 Total AM 2030 Total AM Version 2022 (SP 0-8) Generated with 0.329 Volume to Capacity (v/c): A Level Of Service: 9.4 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: All-way stop Control Type: Intersection 6: Reems Road & Olive Avenue Intersection Level Of Service Report No No No No Crosswalk 0.00 0.00 0.00 0.00 Grade [%] 45.00 45.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Exit Pocket 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 Entry Pocket Length [ft] 0 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration Westbound Eastbound Southbound Northbound Approach Olive Avenue Olive Avenue Reems Road Reems Road Name Intersection Setup 0 0 0 0 Pedestrian Volume [ped/h] 3 33 14 24 229 4 10 8 77 4 149 14 Total Analysis Volume [veh/h] 1 8 4 6 57 1 3 2 19 1 37 4 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 3 30 13 22 206 4 9 7 69 4 134 13 Total Hourly 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 29 0 0 8 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] 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 Growth Factor 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 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 Adjustment Factor 2 1 9 15 134 3 6 5 47 3 91 9 Base Volume Input [veh/h] Olive Avenue Olive Avenue Reems Road Reems Road Name Volumes 2030 Total AM 2030 Total AM Version 2022 (SP 0-8) Generated with A Intersection LOS 9.35 Intersection Delay [s/veh] A A A A Approach LOS 8.31 9.86 8.77 9.20 Approach Delay [s/veh] 5.52 36.04 11.36 21.35 95th-Percentile Queue Length [ft] 0.22 1.44 0.45 0.85 95th-Percentile Queue Length [veh] Movement, Approach, & Intersection Results 0.07 0.33 0.13 0.22 Degree of Utilization, x 727 781 718 747 Capacity per Entry Lane [veh/h] Lanes Intersection Settings 2030 Total AM 2030 Total AM Version 2022 (SP 0-8) Generated with 0.011 Volume to Capacity (v/c): B Level Of Service: 10.0 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: Two-way stop Control Type: Intersection 7: Sarival Avenue & Access A Intersection Level Of Service Report No No No No Crosswalk 0.00 0.00 0.00 0.00 Grade [%] 25.00 25.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 0.00 0.00 100.00 0.00 0.00 100.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 1 0 0 1 0 0 No. of Lanes in Exit Pocket 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 Entry Pocket Length [ft] 0 0 0 0 0 0 1 0 0 1 0 0 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration Westbound Eastbound Southbound Northbound Approach Access A Access A Sarival Avenue Sarival Avenue Name Intersection Setup 0 0 0 0 Pedestrian Volume [ped/h] 8 0 0 11 0 0 26 463 0 38 551 0 Total Analysis Volume [veh/h] 2 0 0 3 0 0 6 116 0 9 138 0 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 7 0 0 10 0 0 23 417 0 34 496 0 Total Hourly Volume [veh/h] 0 0 0 0 0 0 0 170 0 0 40 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] 7 0 0 10 0 0 23 93 0 34 311 0 Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 In-Process Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.4775 1.0000 1.0000 1.4775 1.0000 Growth Factor 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 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 Adjustment Factor 0 0 0 0 0 0 0 104 0 0 98 0 Base Volume Input [veh/h] Access A Access A Sarival Avenue Sarival Avenue Name Volumes 2030 Total AM 2030 Total AM Version 2022 (SP 0-8) Generated with B Intersection LOS 0.17 d_I, Intersection Delay [s/veh] B A A A Approach LOS 10.04 9.74 0.00 0.00 d_A, Approach Delay [s/veh] 0.84 0.00 0.00 1.09 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 95th-Percentile Queue Length [ft/ln] 0.03 0.00 0.00 0.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 95th-Percentile Queue Length [veh/ln] B A A A A A Movement LOS 10.04 0.00 0.00 9.74 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d_M, Delay for Movement [s/veh] 0.01 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.00 V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0 0 0 0 Number of Storage Spaces in Median No No Two-Stage Gap Acceptance 0 0 0 0 Storage Area [veh] Flared Lane Stop Stop Free Free Priority Scheme Intersection Settings 2030 Total AM 2030 Total AM Version 2022 (SP 0-8) Generated with 0.062 Volume to Capacity (v/c): C Level Of Service: 21.9 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: Two-way stop Control Type: Intersection 8: Sarival Avenue & Access B Intersection Level Of Service Report No No No No Crosswalk 0.00 0.00 0.00 0.00 Grade [%] 25.00 25.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 0.00 0.00 100.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 1 0 0 0 0 0 No. of Lanes in Exit Pocket 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 Entry Pocket Length [ft] 0 0 1 0 0 1 1 0 1 1 0 1 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration Westbound Eastbound Southbound Northbound Approach Access B Access B Sarival Avenue Sarival Avenue Name Intersection Setup 0 0 0 0 Pedestrian Volume [ped/h] 8 0 14 11 0 10 26 463 31 38 472 49 Total Analysis Volume [veh/h] 2 0 4 3 0 3 6 116 8 9 118 12 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 7 0 13 10 0 9 23 417 28 34 425 44 Total Hourly Volume [veh/h] 0 0 0 0 0 0 0 170 0 0 40 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] 7 0 13 10 0 9 23 93 28 34 240 44 Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 In-Process Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.4775 1.0000 1.0000 1.4775 1.0000 Growth Factor 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 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 Adjustment Factor 0 0 0 0 0 0 0 104 0 0 98 0 Base Volume Input [veh/h] Access B Access B Sarival Avenue Sarival Avenue Name Volumes 2030 Total AM 2030 Total AM Version 2022 (SP 0-8) Generated with C Intersection LOS 1.24 d_I, Intersection Delay [s/veh] C C A A Approach LOS 17.50 15.30 0.51 0.75 d_A, Approach Delay [s/veh] 0.79 0.79 4.90 1.09 1.09 3.40 0.00 0.00 2.28 0.00 0.00 3.59 95th-Percentile Queue Length [ft/ln] 0.03 0.03 0.20 0.04 0.04 0.14 0.00 0.00 0.09 0.00 0.00 0.14 95th-Percentile Queue Length [veh/ln] A C C A C C A A A A A A Movement LOS 9.75 24.02 21.93 9.74 24.36 21.42 0.00 0.00 8.53 0.00 0.00 8.52 d_M, Delay for Movement [s/veh] 0.01 0.00 0.06 0.01 0.00 0.04 0.00 0.00 0.03 0.00 0.00 0.05 V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0 0 0 0 Number of Storage Spaces in Median No No Two-Stage Gap Acceptance 0 0 0 0 Storage Area [veh] No No Flared Lane Stop Stop Free Free Priority Scheme Intersection Settings 2030 Total AM 2030 Total AM Version 2022 (SP 0-8) Generated with 0.043 Volume to Capacity (v/c): C Level Of Service: 21.3 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: Two-way stop Control Type: Intersection 9: Sarival Avenue & Access C Intersection Level Of Service Report No No No No Crosswalk 0.00 0.00 0.00 0.00 Grade [%] 25.00 25.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 0.00 0.00 100.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 1 0 0 0 0 0 No. of Lanes in Exit Pocket 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 Entry Pocket Length [ft] 0 0 1 0 0 1 1 0 1 1 0 1 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration Westbound Eastbound Southbound Northbound Approach Access C Access C Sarival Avenue Sarival Avenue Name Intersection Setup 0 0 0 0 Pedestrian Volume [ped/h] 8 0 14 11 0 10 26 494 31 38 403 49 Total Analysis Volume [veh/h] 2 0 4 3 0 3 6 124 8 9 101 12 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 7 0 13 10 0 9 23 445 28 34 363 44 Total Hourly Volume [veh/h] 0 0 0 0 0 0 0 170 0 0 40 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] 7 0 13 10 0 9 23 121 28 34 178 44 Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 In-Process Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.4775 1.0000 1.0000 1.4775 1.0000 Growth Factor 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 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 Adjustment Factor 0 0 0 0 0 0 0 104 0 0 98 0 Base Volume Input [veh/h] Access C Access C Sarival Avenue Sarival Avenue Name Volumes 2030 Total AM 2030 Total AM Version 2022 (SP 0-8) Generated with C Intersection LOS 1.26 d_I, Intersection Delay [s/veh] C C A A Approach LOS 16.44 15.31 0.47 0.86 d_A, Approach Delay [s/veh] 0.75 0.75 4.46 1.11 1.11 3.38 0.00 0.00 2.14 0.00 0.00 3.70 95th-Percentile Queue Length [ft/ln] 0.03 0.03 0.18 0.04 0.04 0.14 0.00 0.00 0.09 0.00 0.00 0.15 95th-Percentile Queue Length [veh/ln] A C C A C C A A A A A A Movement LOS 9.51 23.05 20.40 9.85 23.37 21.31 0.00 0.00 8.32 0.00 0.00 8.62 d_M, Delay for Movement [s/veh] 0.01 0.00 0.06 0.01 0.00 0.04 0.00 0.00 0.03 0.00 0.00 0.05 V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0 0 0 0 Number of Storage Spaces in Median No No Two-Stage Gap Acceptance 0 0 0 0 Storage Area [veh] No No Flared Lane Stop Stop Free Free Priority Scheme Intersection Settings 2030 Total AM 2030 Total AM Version 2022 (SP 0-8) Generated with 0.043 Volume to Capacity (v/c): C Level Of Service: 21.2 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: Two-way stop Control Type: Intersection 10: Sarival Avenue & Access D Intersection Level Of Service Report No No No No Crosswalk 0.00 0.00 0.00 0.00 Grade [%] 25.00 25.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 0.00 0.00 100.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 1 0 0 0 0 0 No. of Lanes in Exit Pocket 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 Entry Pocket Length [ft] 0 0 1 0 0 1 1 0 1 1 0 1 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration Westbound Eastbound Southbound Northbound Approach Access D Access D Sarival Avenue Sarival Avenue Name Intersection Setup 0 0 0 0 Pedestrian Volume [ped/h] 8 0 14 11 0 10 26 527 31 38 333 49 Total Analysis Volume [veh/h] 2 0 4 3 0 3 6 132 8 9 83 12 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 7 0 13 10 0 9 23 474 28 34 300 44 Total Hourly Volume [veh/h] 0 0 0 0 0 0 0 170 0 0 40 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] 7 0 13 10 0 9 23 150 28 34 115 44 Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 In-Process Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.4775 1.0000 1.0000 1.4775 1.0000 Growth Factor 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 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 Adjustment Factor 0 0 0 0 0 0 0 104 0 0 98 0 Base Volume Input [veh/h] Access D Access D Sarival Avenue Sarival Avenue Name Volumes 2030 Total AM 2030 Total AM Version 2022 (SP 0-8) Generated with C Intersection LOS 1.28 d_I, Intersection Delay [s/veh] C C A A Approach LOS 15.47 15.34 0.43 1.02 d_A, Approach Delay [s/veh] 0.71 0.71 4.07 1.14 1.14 3.37 0.00 0.00 2.02 0.00 0.00 3.81 95th-Percentile Queue Length [ft/ln] 0.03 0.03 0.16 0.05 0.05 0.13 0.00 0.00 0.08 0.00 0.00 0.15 95th-Percentile Queue Length [veh/ln] A C C A C C A A A A A A Movement LOS 9.28 22.15 19.01 9.97 22.47 21.24 0.00 0.00 8.12 0.00 0.00 8.73 d_M, Delay for Movement [s/veh] 0.01 0.00 0.05 0.01 0.00 0.04 0.00 0.01 0.03 0.00 0.00 0.05 V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0 0 0 0 Number of Storage Spaces in Median No No Two-Stage Gap Acceptance 0 0 0 0 Storage Area [veh] No No Flared Lane Stop Stop Free Free Priority Scheme Intersection Settings 2030 Total AM 2030 Total AM Version 2022 (SP 0-8) Generated with 0.043 Volume to Capacity (v/c): C Level Of Service: 21.1 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: Two-way stop Control Type: Intersection 11: Sarival Avenue & Access E Intersection Level Of Service Report No No No No Crosswalk 0.00 0.00 0.00 0.00 Grade [%] 25.00 25.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Exit Pocket 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 Entry Pocket Length [ft] 0 0 1 0 0 1 1 0 1 1 0 1 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration Westbound Eastbound Southbound Northbound Approach Access E Access E Sarival Avenue Sarival Avenue Name Intersection Setup 0 0 0 0 Pedestrian Volume [ped/h] 8 0 14 11 0 10 26 558 31 38 264 49 Total Analysis Volume [veh/h] 2 0 4 3 0 3 6 139 8 9 66 12 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 7 0 13 10 0 9 23 502 28 34 238 44 Total Hourly Volume [veh/h] 0 0 0 0 0 0 0 170 0 0 40 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] 7 0 13 10 0 9 23 178 28 34 53 44 Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 In-Process Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.4775 1.0000 1.0000 1.4775 1.0000 Growth Factor 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 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 Adjustment Factor 0 0 0 0 0 0 0 104 0 0 98 0 Base Volume Input [veh/h] Access E Access E Sarival Avenue Sarival Avenue Name Volumes 2030 Total AM 2030 Total AM Version 2022 (SP 0-8) Generated with C Intersection LOS 1.31 d_I, Intersection Delay [s/veh] B C A A Approach LOS 14.60 15.35 0.40 1.23 d_A, Approach Delay [s/veh] 0.68 0.68 3.71 1.17 1.17 3.34 0.00 0.00 1.90 0.00 0.00 3.91 95th-Percentile Queue Length [ft/ln] 0.03 0.03 0.15 0.05 0.05 0.13 0.00 0.00 0.08 0.00 0.00 0.16 95th-Percentile Queue Length [veh/ln] A C C B C C A A A A A A Movement LOS 9.07 21.28 17.76 10.09 21.59 21.13 0.00 0.00 7.94 0.00 0.00 8.84 d_M, Delay for Movement [s/veh] 0.01 0.00 0.05 0.02 0.00 0.04 0.00 0.01 0.02 0.00 0.00 0.05 V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0 0 0 0 Number of Storage Spaces in Median No No Two-Stage Gap Acceptance 0 0 0 0 Storage Area [veh] No No Flared Lane Stop Stop Free Free Priority Scheme Intersection Settings 2030 Total AM 2030 Total AM Version 2022 (SP 0-8) Generated with 0.226 Volume to Capacity (v/c): C Level Of Service: 22.6 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: Signalized Control Type: Intersection 1: Cotton Lane & Olive Avenue Intersection Level Of Service Report No No No No Crosswalk No No No No Curb Present 0.00 0.00 0.00 0.00 Grade [%] 45.00 45.00 45.00 45.00 Speed [mph] 49.21 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 1 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Exit Pocket 420.00 100.00 475.00 160.00 100.00 350.00 175.00 100.00 250.00 175.00 100.00 230.00 Entry Pocket Length [ft] 1 0 1 1 0 1 1 0 2 1 0 2 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration Westbound Eastbound Southbound Northbound Approach Olive Avenue Olive Avenue Cotton Lane Cotton Lane Name Intersection Setup 2030 Total PM 2030 Total PM Version 2022 (SP 0-8) Generated with 0 0 0 0 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 mi 0 0 0 0 v_co, Outbound Pedestrian Volume crossing 0 0 0 0 v_di, Inbound Pedestrian Volume crossing m 0 0 0 0 v_do, Outbound Pedestrian Volume crossing 0 0 0 0 0 0 0 0 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] No No No No No No No No Presence of On-Street Parking 10 228 13 49 144 96 193 130 3 23 117 66 Total Analysis Volume [veh/h] 3 57 3 12 36 24 48 33 1 6 29 16 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 9 205 12 44 130 86 174 117 3 21 105 59 Total Hourly Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 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] 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 Growth Factor 0.00 Proportion of CAVs [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 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 Adjustment Factor 6 139 8 30 88 58 118 79 2 14 71 40 Base Volume Input [veh/h] Olive Avenue Olive Avenue Cotton Lane Cotton Lane Name Volumes 2030 Total PM 2030 Total PM Version 2022 (SP 0-8) Generated with 0 Pedestrian Clearance [s] 0 Pedestrian Walk [s] 0 Pedestrian Signal Group Exclusive Pedestrian Phase 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 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 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] No No No No No No No No Pedestrian Recall No No No No No No No No Maximum Recall No No No No No No No No Minimum Recall 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 l2, Clearance Lost Time [s] 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 l1, Start-Up Lost Time [s] No No No No Rest In Walk 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delayed Vehicle Green [s] 0 10 0 0 10 0 0 10 0 0 10 0 Pedestrian Clearance [s] 0 5 0 0 5 0 0 5 0 0 5 0 Walk [s] 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 Vehicle Extension [s] 0 23 9 0 23 9 0 16 18 0 40 42 Split [s] 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 All red [s] 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 Amber [s] 0 30 30 0 30 30 0 30 30 0 30 30 Maximum Green [s] 0 10 5 0 10 5 0 10 5 0 10 5 Minimum Green [s] - - Lead - - Lead - - Lead - - Lead Lead / Lag Auxiliary Signal Groups 0 6 1 0 2 5 0 4 7 0 8 3 Signal Group Permiss Permiss ProtPer Permiss Permiss ProtPer Permiss Permiss Protecte Permiss Permiss Protecte Control Type Phasing & Timing 0.00 Lost time [s] SingleBand Permissive Mode Lead Green - Beginning of First Green Offset Reference 0.0 Offset [s] Fully actuated Actuation Type Time of Day Pattern Isolated Coordination Type 90 Cycle Length [s] - Signal Coordination Group No Located in CBD Intersection Settings 2030 Total PM 2030 Total PM Version 2022 (SP 0-8) Generated with 3.43 39.90 2.80 15.18 21.55 23.87 193.58 54.63 1.91 17.95 46.00 32.47 95th-Percentile Queue Length [ft/ln] 0.14 1.60 0.11 0.61 0.86 0.95 7.74 2.19 0.08 0.72 1.84 1.30 95th-Percentile Queue Length [veh/ln] 1.90 22.17 1.56 8.43 11.97 13.26 108.26 30.35 1.06 9.97 25.56 18.04 50th-Percentile Queue Length [ft/ln] 0.08 0.89 0.06 0.34 0.48 0.53 4.33 1.21 0.04 0.40 1.02 0.72 50th-Percentile Queue Length [veh/ln] No Yes No No No Yes Yes No No No No Yes Critical Lane Group A A A A A A D C D C C D Lane Group LOS 8.21 8.80 4.94 7.17 7.20 5.46 43.72 34.09 48.68 30.11 30.69 43.53 d, Delay for Lane Group [s/veh] 0.01 0.11 0.01 0.05 0.07 0.11 0.81 0.24 0.16 0.08 0.17 0.41 X, volume / capacity Lane Group Results 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d3, Initial Queue Delay [s] 0.02 0.11 0.01 0.10 0.06 0.24 6.59 0.24 4.03 0.11 0.12 1.71 d2, Incremental Delay [s] 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 0.50 0.50 0.11 0.50 0.50 0.50 0.11 0.11 0.11 0.11 0.11 0.11 k, delay calibration 8.18 8.69 4.93 7.07 7.14 5.21 37.13 33.86 44.65 30.00 30.57 41.82 d1, Uniform Delay [s] 914 2048 913 970 2173 892 238 532 18 302 677 160 c, Capacity [veh/h] 1589 3560 1224 1589 3560 1212 1589 3560 3459 1589 3560 3459 s, saturation flow rate [veh/h] 0.01 0.06 0.01 0.03 0.04 0.08 0.12 0.04 0.00 0.01 0.03 0.02 (v / s)_i Volume / Saturation Flow Rate 0.58 0.58 0.67 0.61 0.61 0.67 0.15 0.15 0.00 0.19 0.19 0.05 g / C, Green / Cycle 52 52 61 55 55 61 13 13 0 17 17 4 g_i, Effective Green Time [s] 2.00 2.00 0.00 2.00 2.00 0.00 2.00 2.00 2.00 2.00 2.00 2.00 l2, Clearance 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 l1_p, Permitted Start-Up Lost Time [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 L, Total Lost Time per Cycle [s] 90 90 90 90 90 90 90 90 90 90 90 90 C, Cycle Length [s] R C L R C L R C L R C L Lane Group Lane Group Calculations 2030 Total PM 2030 Total PM Version 2022 (SP 0-8) Generated with Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh] 43.53 30.69 30.11 48.68 34.09 43.72 5.46 7.20 7.17 4.94 8.80 8.21 Movement LOS D C C D C D A A A A A A d_A, Approach Delay [s/veh] 34.74 39.93 6.61 8.58 Approach LOS C D A A d_I, Intersection Delay [s/veh] 22.61 Intersection LOS C Intersection V/C 0.226 Other Modes g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 0.0 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 0.00 0.00 0.00 I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 0.000 0.000 Crosswalk LOS F F F F s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 799 266 422 422 d_b, Bicycle Delay [s] 16.24 33.84 28.05 28.05 I_b,int, Bicycle LOS Score for Intersection 1.730 1.829 1.798 1.767 Bicycle LOS A A A A - - - - - - - - - - - - - - - - Ring 4 - - - - - - - - - - - - - - - - Ring 3 - - - - - - - - - - - - 8 7 6 5 Ring 2 - - - - - - - - - - - - 4 3 2 1 Ring 1 Sequence 2030 Total PM 2030 Total PM Version 2022 (SP 0-8) Generated with 0.370 Volume to Capacity (v/c): A Level Of Service: 0.9 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: Signalized Control Type: Intersection 2: Sarival Road & Northern Parkway EB On-Ramp Intersection Level Of Service Report No No No Crosswalk No No Curb Present 0.00 0.00 0.00 Grade [%] 30.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 No. of Lanes in Exit Pocket 100.00 100.00 100.00 420.00 170.00 100.00 Entry Pocket Length [ft] 0 0 0 2 1 0 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Left Thru Left Right Thru Turning Movement Lane Configuration Westbound Southbound Northbound Approach Sarival Avenue Name Intersection Setup 2030 Total PM 2030 Total PM Version 2022 (SP 0-8) Generated with 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 v_co, Outbound Pedestrian Volume crossing 0 0 0 v_di, Inbound Pedestrian Volume crossing m 0 0 0 v_do, Outbound Pedestrian Volume crossing 0 0 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 On-Street Parking Maneuver Rate [/h] No No No No Presence of On-Street Parking 0 0 691 436 253 248 Total Analysis Volume [veh/h] 0 0 173 109 63 62 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 1.0000 1.0000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 0 0 622 392 228 223 Total Hourly Volume [veh/h] 0 0 0 0 0 0 Right Turn on Red Volume [veh/h] 0 0 166 221 0 44 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 0 228 85 0 89 Site-Generated Trips [veh/h] 0 0 0 0 0 0 In-Process Volume [veh/h] 1.0000 1.0000 1.4775 1.4775 1.4775 1.4775 Growth Factor 0.00 Proportion of CAVs [%] 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Adjustment Factor 0 0 154 58 154 61 Base Volume Input [veh/h] Sarival Avenue Name Volumes 2030 Total PM 2030 Total PM Version 2022 (SP 0-8) Generated with 0 Pedestrian Clearance [s] 0 Pedestrian Walk [s] 0 Pedestrian Signal Group Exclusive Pedestrian Phase 1.00 1.00 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 0.0 0.0 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] No No No Pedestrian Recall No No No Maximum Recall No No No Minimum Recall 0.0 0.0 2.0 2.0 0.0 2.0 l2, Clearance Lost Time [s] 0.0 0.0 2.0 2.0 0.0 2.0 l1, Start-Up Lost Time [s] No No Rest In Walk 0.0 0.0 0.0 0.0 0.0 0.0 Delayed Vehicle Green [s] 0 0 10 0 0 10 Pedestrian Clearance [s] 0 0 5 0 0 5 Walk [s] 0.0 0.0 3.0 3.0 0.0 3.0 Vehicle Extension [s] 0 0 90 15 0 75 Split [s] 0.0 0.0 1.0 1.0 0.0 1.0 All red [s] 0.0 0.0 3.0 3.0 0.0 3.0 Amber [s] 0 0 30 30 0 30 Maximum Green [s] 0 0 10 5 0 10 Minimum Green [s] - - - Lead - - Lead / Lag Auxiliary Signal Groups 0 0 2 5 0 6 Signal Group Permissive Permissive Permissive ProtPerm Permissive Permissive Control Type Phasing & Timing 0.00 Lost time [s] SingleBand Permissive Mode Lead Green - Beginning of First Green Offset Reference 0.0 Offset [s] Semi-actuated Actuation Type Time of Day Pattern Isolated Coordination Type 90 Cycle Length [s] - Signal Coordination Group No Located in CBD Intersection Settings 2030 Total PM 2030 Total PM Version 2022 (SP 0-8) Generated with 14.15 3.33 6.13 5.06 95th-Percentile Queue Length [ft/ln] 0.57 0.13 0.25 0.20 95th-Percentile Queue Length [veh/ln] 7.86 1.85 3.41 2.81 50th-Percentile Queue Length [ft/ln] 0.31 0.07 0.14 0.11 50th-Percentile Queue Length [veh/ln] Yes No No No Critical Lane Group A A A A Lane Group LOS 0.77 0.43 1.45 1.32 d, Delay for Lane Group [s/veh] 0.39 0.23 0.19 0.16 X, volume / capacity Lane Group Results 1.00 1.00 1.00 1.00 PF, progression factor 1.00 1.00 1.00 1.00 Rp, platoon ratio 0.00 0.00 0.00 0.00 d3, Initial Queue Delay [s] 0.63 0.28 0.30 0.21 d2, Incremental Delay [s] 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 0.50 0.50 0.50 0.50 k, delay calibration 0.14 0.15 1.15 1.11 d1, Uniform Delay [s] 1787 1908 1357 1596 c, Capacity [veh/h] 1870 1886 1589 1870 s, saturation flow rate [veh/h] 0.37 0.23 0.16 0.13 (v / s)_i Volume / Saturation Flow Rate 0.96 0.96 0.85 0.85 g / C, Green / Cycle 86 86 77 77 g_i, Effective Green Time [s] 2.00 0.00 2.00 2.00 l2, Clearance Lost Time [s] 0.00 0.00 0.00 0.00 l1_p, Permitted Start-Up Lost Time [s] 4.00 4.00 4.00 4.00 L, Total Lost Time per Cycle [s] 90 90 90 90 C, Cycle Length [s] C L R C Lane Group Lane Group Calculations 2030 Total PM 2030 Total PM Version 2022 (SP 0-8) Generated with Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh] 1.32 1.45 0.43 0.77 0.00 0.00 Movement LOS A A A A d_A, Approach Delay [s/veh] 1.39 0.64 0.00 Approach LOS A A A d_I, Intersection Delay [s/veh] 0.87 Intersection LOS A Intersection V/C 0.370 Other Modes g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 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] 0.00 0.00 0.00 I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 0.000 Crosswalk LOS F F F s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1578 1911 0 d_b, Bicycle Delay [s] 2.01 0.09 45.00 I_b,int, Bicycle LOS Score for Intersection 2.386 3.419 4.132 Bicycle LOS B C D - - - - - - - - - - - - - - - - Ring 4 - - - - - - - - - - - - - - - - Ring 3 - - - - - - - - - - - - - - 6 5 Ring 2 - - - - - - - - - - - - - - 2 - Ring 1 Sequence 2030 Total PM 2030 Total PM Version 2022 (SP 0-8) Generated with 0.373 Volume to Capacity (v/c): B Level Of Service: 13.6 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: Signalized Control Type: Intersection 3: Sarival Avenue & Northern Parkway WB Off-Ramp Intersection Level Of Service Report No No No Crosswalk No No No Curb Present 0.00 0.00 0.00 Grade [%] 55.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 49.21 0.00 Exit Pocket Length [ft] 0 0 0 0 2 0 No. of Lanes in Exit Pocket 100.00 100.00 140.00 100.00 100.00 100.00 Entry Pocket Length [ft] 1 0 2 0 0 0 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Left Thru Left Right Thru Turning Movement Lane Configuration Westbound Southbound Northbound Approach Northern Parkway WB Pff-Ramp Sarival Avenue Sarival Avenue Name Intersection Setup 2030 Total PM 2030 Total PM Version 2022 (SP 0-8) Generated with 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 v_co, Outbound Pedestrian Volume crossing 0 0 0 v_di, Inbound Pedestrian Volume crossing m 0 0 0 v_do, Outbound Pedestrian Volume crossing 0 0 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 On-Street Parking Maneuver Rate [/h] No No No No No No Presence of On-Street Parking 284 156 991 0 0 250 Total Analysis Volume [veh/h] 71 39 248 0 0 63 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 1.0000 1.0000 0.9000 Peak Hour Factor 256 140 892 0 0 225 Total Hourly Volume [veh/h] 0 0 0 0 0 0 Right Turn on Red Volume [veh/h] 0 0 387 0 0 44 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] 33 0 313 0 0 89 Site-Generated Trips [veh/h] 0 0 0 0 0 0 In-Process Volume [veh/h] 1.4775 1.4775 1.4775 1.0000 1.0000 1.4775 Growth Factor 0.00 Proportion of CAVs [%] 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Adjustment Factor 151 95 130 0 0 62 Base Volume Input [veh/h] Northern Parkway WB Pff-Ramp Sarival Avenue Sarival Avenue Name Volumes 2030 Total PM 2030 Total PM Version 2022 (SP 0-8) Generated with 0 Pedestrian Clearance [s] 0 Pedestrian Walk [s] 0 Pedestrian Signal Group Exclusive Pedestrian Phase 1.00 1.00 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 0.0 0.0 0.0 0.0 0.0 0.0 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] No No No Pedestrian Recall No No No Maximum Recall No No No Minimum Recall 0.0 2.0 2.0 0.0 0.0 2.0 l2, Clearance Lost Time [s] 0.0 2.0 2.0 0.0 0.0 2.0 l1, Start-Up Lost Time [s] No No No Rest In Walk 0.0 0.0 0.0 0.0 0.0 0.0 Delayed Vehicle Green [s] 0 10 10 0 0 10 Pedestrian Clearance [s] 0 5 5 0 0 5 Walk [s] 0.0 3.0 3.0 0.0 0.0 3.0 Vehicle Extension [s] 0 71 19 0 0 19 Split [s] 0.0 1.0 1.0 0.0 0.0 1.0 All red [s] 0.0 3.0 3.0 0.0 0.0 3.0 Amber [s] 0 30 30 0 0 30 Maximum Green [s] 0 5 10 0 0 10 Minimum Green [s] - Lead - - - - Lead / Lag Auxiliary Signal Groups 0 7 2 0 0 6 Signal Group Permissive Permissive Permissive Permissive Permissive Permissive Control Type Phasing & Timing 0.00 Lost time [s] SingleBand Permissive Mode Lead Green - Beginning of First Green Offset Reference 0.0 Offset [s] Semi-actuated Actuation Type Time of Day Pattern Isolated Coordination Type 90 Cycle Length [s] - Signal Coordination Group No Located in CBD Intersection Settings 2030 Total PM 2030 Total PM Version 2022 (SP 0-8) Generated with 252.46 125.05 73.77 55.17 95th-Percentile Queue Length [ft/ln] 10.10 5.00 2.95 2.21 95th-Percentile Queue Length [veh/ln] 151.52 69.47 40.98 30.65 50th-Percentile Queue Length [ft/ln] 6.06 2.78 1.64 1.23 50th-Percentile Queue Length [veh/ln] Yes No Yes No Critical Lane Group D C A A Lane Group LOS 40.91 31.71 5.11 4.89 d, Delay for Lane Group [s/veh] 0.86 0.42 0.28 0.19 X, volume / capacity Lane Group Results 1.00 1.00 1.00 1.00 PF, progression factor 1.00 1.00 1.00 1.00 Rp, platoon ratio 0.00 0.00 0.00 0.00 d3, Initial Queue Delay [s] 6.53 0.76 0.19 0.32 d2, Incremental Delay [s] 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 0.11 0.11 0.50 0.50 k, delay calibration 34.38 30.95 4.92 4.57 d1, Uniform Delay [s] 330 370 3582 1315 c, Capacity [veh/h] 1589 1781 5094 1870 s, saturation flow rate [veh/h] 0.18 0.09 0.19 0.13 (v / s)_i Volume / Saturation Flow Rate 0.21 0.21 0.70 0.70 g / C, Green / Cycle 19 19 63 63 g_i, Effective Green Time [s] 2.00 2.00 2.00 2.00 l2, Clearance Lost Time [s] 0.00 0.00 0.00 0.00 l1_p, Permitted Start-Up Lost Time [s] 4.00 4.00 4.00 4.00 L, Total Lost Time per Cycle [s] 90 90 90 90 C, Cycle Length [s] R L C C Lane Group Lane Group Calculations 2030 Total PM 2030 Total PM Version 2022 (SP 0-8) Generated with Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh] 4.89 0.00 0.00 5.11 31.71 40.91 Movement LOS A A C D d_A, Approach Delay [s/veh] 4.89 5.11 37.65 Approach LOS A A D d_I, Intersection Delay [s/veh] 13.60 Intersection LOS B Intersection V/C 0.373 Other Modes g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 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] 0.00 0.00 0.00 I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 0.000 Crosswalk LOS F F F s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 333 333 1489 d_b, Bicycle Delay [s] 31.25 31.25 2.94 I_b,int, Bicycle LOS Score for Intersection 1.972 2.105 1.560 Bicycle LOS A B A - - - - - - - - - - - - - - - - Ring 4 - - - - - - - - - - - - - - - - Ring 3 - - - - - - - - - - - - - 7 6 - Ring 2 - - - - - - - - - - - - - - 2 - Ring 1 Sequence 2030 Total PM 2030 Total PM Version 2022 (SP 0-8) Generated with 0.399 Volume to Capacity (v/c): B Level Of Service: 14.0 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: Signalized Control Type: Intersection 4: Sarival Avenue & Olive Avenue Intersection Level Of Service Report No No No No Crosswalk No No No No Curb Present 0.00 0.00 0.00 0.00 Grade [%] 45.00 30.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Exit Pocket 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 Entry Pocket Length [ft] 0 0 1 0 0 1 1 0 1 0 0 1 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration Westbound Eastbound Southbound Northbound Approach Olive Avenue Olive Avenue Sarival Avenue Sarival Avenue Name Intersection Setup 2030 Total PM 2030 Total PM Version 2022 (SP 0-8) Generated with 0 0 0 0 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 mi 0 0 0 0 v_co, Outbound Pedestrian Volume crossing 0 0 0 0 v_di, Inbound Pedestrian Volume crossing m 0 0 0 0 v_do, Outbound Pedestrian Volume crossing 0 0 0 0 0 0 0 0 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] No No No No No No No No Presence of On-Street Parking 17 62 7 80 56 67 40 522 32 11 450 182 Total Analysis Volume [veh/h] 4 16 2 20 14 17 10 131 8 3 113 46 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 15 56 6 72 50 60 36 470 29 10 405 164 Total Hourly Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Right Turn on Red Volume [veh/h] 0 0 0 0 0 25 2 42 0 0 140 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] 11 0 0 0 0 0 0 313 28 0 122 0 Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 In-Process Volume [veh/h] 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 Growth Factor 0.00 Proportion of CAVs [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 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 Adjustment Factor 3 38 4 49 34 24 23 78 1 7 97 111 Base Volume Input [veh/h] Olive Avenue Olive Avenue Sarival Avenue Sarival Avenue Name Volumes 2030 Total PM 2030 Total PM Version 2022 (SP 0-8) Generated with 0 Pedestrian Clearance [s] 0 Pedestrian Walk [s] 0 Pedestrian Signal Group Exclusive Pedestrian Phase 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 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 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] No No No No No No No No Pedestrian Recall No No No No No No No No Maximum Recall No No No No No No No No Minimum Recall 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 l2, Clearance Lost Time [s] 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 l1, Start-Up Lost Time [s] No No No No Rest In Walk 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delayed Vehicle Green [s] 0 10 0 0 10 0 0 10 0 0 10 0 Pedestrian Clearance [s] 0 5 0 0 5 0 0 5 0 0 5 0 Walk [s] 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 Vehicle Extension [s] 0 58 9 0 58 9 0 14 9 0 14 9 Split [s] 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 All red [s] 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 Amber [s] 0 30 30 0 30 30 0 30 30 0 30 30 Maximum Green [s] 0 10 5 0 10 5 0 10 5 0 10 5 Minimum Green [s] - - Lead - - Lead - - Lead - - Lead Lead / Lag Auxiliary Signal Groups 0 4 7 0 8 3 0 2 5 0 6 1 Signal Group Permiss Permiss ProtPer Permiss Permiss ProtPer Permiss Permiss ProtPer Permiss Permiss ProtPer Control Type Phasing & Timing 0.00 Lost time [s] SingleBand Permissive Mode Lead Green - Beginning of First Green Offset Reference 0.0 Offset [s] Semi-actuated Actuation Type Time of Day Pattern Isolated Coordination Type 90 Cycle Length [s] - Signal Coordination Group No Located in CBD Intersection Settings 2030 Total PM 2030 Total PM Version 2022 (SP 0-8) Generated with 74.64 5.43 132.26 55.84 11.66 203.03 5.91 156.98 32.57 95th-Percentile Queue Length [ft/ln] 2.99 0.22 5.29 2.23 0.47 8.12 0.24 6.28 1.30 95th-Percentile Queue Length [veh/ln] 41.47 3.02 73.48 31.02 6.48 115.07 3.28 87.21 18.09 50th-Percentile Queue Length [ft/ln] 1.66 0.12 2.94 1.24 0.26 4.60 0.13 3.49 0.72 50th-Percentile Queue Length [veh/ln] No Yes Yes No No Yes No No Yes Critical Lane Group D C D C A B A A A Lane Group LOS 40.11 30.08 39.26 31.20 6.59 10.05 4.38 8.30 5.54 d, Delay for Lane Group [s/veh] 0.45 0.02 0.60 0.19 0.04 0.45 0.04 0.38 0.27 X, volume / capacity Lane Group Results 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d3, Initial Queue Delay [s] 1.79 0.03 2.54 0.26 0.08 1.24 0.12 0.92 0.28 d2, Incremental Delay [s] 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 0.11 0.11 0.11 0.11 0.50 0.50 0.50 0.50 0.14 k, delay calibration 38.32 30.05 36.71 30.94 6.51 8.81 4.26 7.38 5.26 d1, Uniform Delay [s] 176 285 227 352 992 1167 719 1208 671 c, Capacity [veh/h] 1802 1341 1694 1486 1589 1870 993 1862 948 s, saturation flow rate [veh/h] 0.04 0.01 0.08 0.05 0.03 0.28 0.03 0.25 0.19 (v / s)_i Volume / Saturation Flow Rate 0.10 0.19 0.13 0.19 0.63 0.63 0.72 0.65 0.72 g / C, Green / Cycle 9 17 12 17 56 56 65 58 65 g_i, Effective Green Time [s] 2.00 0.00 2.00 0.00 2.00 2.00 0.00 2.00 0.00 l2, Clearance Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 l1_p, Permitted Start-Up Lost Time [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 L, Total Lost Time per Cycle [s] 90 90 90 90 90 90 90 90 90 C, Cycle Length [s] C L C L R C L C L Lane Group Lane Group Calculations 2030 Total PM 2030 Total PM Version 2022 (SP 0-8) Generated with Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh] 5.54 8.30 8.30 4.38 10.05 6.59 31.20 39.26 39.26 30.08 40.11 40.11 Movement LOS A A A A B A C D D C D D d_A, Approach Delay [s/veh] 7.52 9.51 36.60 39.29 Approach LOS A A D D d_I, Intersection Delay [s/veh] 13.95 Intersection LOS B Intersection V/C 0.399 Other Modes g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 0.0 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 0.00 0.00 0.00 I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 0.000 0.000 Crosswalk LOS F F F F s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 222 222 1200 1200 d_b, Bicycle Delay [s] 35.56 35.56 7.20 7.20 I_b,int, Bicycle LOS Score for Intersection 2.621 2.540 1.895 1.702 Bicycle LOS B B A A - - - - - - - - - - - - - - - - Ring 4 - - - - - - - - - - - - - - - - Ring 3 - - - - - - - - - - - - 8 7 6 5 Ring 2 - - - - - - - - - - - - 4 3 2 1 Ring 1 Sequence 2030 Total PM 2030 Total PM Version 2022 (SP 0-8) Generated with 0.533 Volume to Capacity (v/c): C Level Of Service: 26.9 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: Signalized Control Type: Intersection 5: Sarival Avenue & Peoria Avenue Intersection Level Of Service Report No No No No Crosswalk No No No No Curb Present 0.00 0.00 0.00 0.00 Grade [%] 45.00 45.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Exit Pocket 160.00 100.00 160.00 100.00 100.00 165.00 100.00 100.00 160.00 100.00 100.00 170.00 Entry Pocket Length [ft] 1 0 1 0 0 1 0 0 1 0 0 1 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration Westbound Eastbound Southbound Northbound Approach Peoria Avenue Peoria Avenue Sarival Avenue Sarival Avenue Name Intersection Setup 2030 Total PM 2030 Total PM Version 2022 (SP 0-8) Generated with 0 0 0 0 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 mi 0 0 0 0 v_co, Outbound Pedestrian Volume crossing 0 0 0 0 v_di, Inbound Pedestrian Volume crossing m 0 0 0 0 v_do, Outbound Pedestrian Volume crossing 0 0 0 0 0 0 0 0 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] No No No No No No No No Presence of On-Street Parking 31 392 63 177 433 93 64 56 18 82 106 457 Total Analysis Volume [veh/h] 8 98 16 44 108 23 16 14 4 21 26 114 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 28 353 57 159 390 84 58 50 16 74 95 411 Total Hourly Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Right Turn on Red Volume [veh/h] 0 0 0 44 0 0 0 0 0 0 0 165 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 11 77 0 0 0 0 0 28 0 199 Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 In-Process Volume [veh/h] 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 Growth Factor 0.00 Proportion of CAVs [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 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 Adjustment Factor 19 239 31 26 264 57 39 34 11 31 64 32 Base Volume Input [veh/h] Peoria Avenue Peoria Avenue Sarival Avenue Sarival Avenue Name Volumes 2030 Total PM 2030 Total PM Version 2022 (SP 0-8) Generated with 0 Pedestrian Clearance [s] 0 Pedestrian Walk [s] 0 Pedestrian Signal Group Exclusive Pedestrian Phase 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 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 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] No No No No No No No No Pedestrian Recall No No No No No No No No Maximum Recall No No No No No No No No Minimum Recall 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 l2, Clearance Lost Time [s] 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 l1, Start-Up Lost Time [s] No No No No Rest In Walk 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delayed Vehicle Green [s] 0 10 0 0 10 0 0 10 0 0 10 0 Pedestrian Clearance [s] 0 5 0 0 5 0 0 5 0 0 5 0 Walk [s] 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 Vehicle Extension [s] 0 14 9 0 14 9 0 58 16 0 51 9 Split [s] 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 All red [s] 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 Amber [s] 0 30 30 0 30 30 0 30 30 0 30 30 Maximum Green [s] 0 10 5 0 10 5 0 10 5 0 10 5 Minimum Green [s] - - Lead - - Lead - - Lead - - Lead Lead / Lag Auxiliary Signal Groups 0 6 1 0 2 5 0 4 7 0 8 3 Signal Group Permiss Permiss ProtPer Permiss Permiss ProtPer Permiss Permiss ProtPer Permiss Permiss ProtPer Control Type Phasing & Timing 0.00 Lost time [s] SingleBand Permissive Mode Lead Green - Beginning of First Green Offset Reference 0.0 Offset [s] Semi-actuated Actuation Type Time of Day Pattern Isolated Coordination Type 90 Cycle Length [s] - Signal Coordination Group No Located in CBD Intersection Settings 2030 Total PM 2030 Total PM Version 2022 (SP 0-8) Generated with 16.57 246.58 26.07 435.52 42.42 83.27 9.63 55.95 63.93 331.87 95th-Percentile Queue Length [ft/ln] 0.66 9.86 1.04 17.42 1.70 3.33 0.39 2.24 2.56 13.27 95th-Percentile Queue Length [veh/ln] 9.21 147.12 14.48 294.74 23.57 46.26 5.35 31.08 35.51 212.37 50th-Percentile Queue Length [ft/ln] 0.37 5.88 0.58 11.79 0.94 1.85 0.21 1.24 1.42 8.49 50th-Percentile Queue Length [veh/ln] No No Yes Yes No Yes No No No Yes Critical Lane Group B C B C B C B C C C Lane Group LOS 15.44 21.22 15.57 31.01 13.02 24.35 16.77 21.54 21.50 34.89 d, Delay for Lane Group [s/veh] 0.05 0.50 0.18 0.80 0.18 0.24 0.03 0.17 0.16 0.77 X, volume / capacity Lane Group Results 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d3, Initial Queue Delay [s] 0.13 2.22 0.23 8.64 0.73 0.24 0.02 0.15 0.12 8.34 d2, Incremental Delay [s] 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 I, Upstream Filtering Factor 0.50 0.50 0.11 0.50 0.50 0.11 0.11 0.11 0.11 0.45 k, delay calibration 15.31 19.00 15.34 22.37 12.29 24.11 16.75 21.39 21.37 26.55 d1, Uniform Delay [s] 671 790 358 762 527 503 572 529 616 595 c, Capacity [veh/h] 1589 1870 935 1779 1078 1709 1258 1605 1870 1372 s, saturation flow rate [veh/h] 0.02 0.21 0.07 0.34 0.09 0.07 0.01 0.05 0.05 0.33 (v / s)_i Volume / Saturation Flow Rate 0.42 0.42 0.52 0.43 0.52 0.29 0.39 0.33 0.33 0.39 g / C, Green / Cycle 38 38 47 39 47 26 35 30 30 35 g_i, Effective Green Time [s] 2.00 2.00 0.00 2.00 0.00 2.00 0.00 2.00 2.00 0.00 l2, Clearance Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 l1_p, Permitted Start-Up Lost Time [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 L, Total Lost Time per Cycle [s] 90 90 90 90 90 90 90 90 90 90 C, Cycle Length [s] R C L C L C L C C L Lane Group Lane Group Calculations 2030 Total PM 2030 Total PM Version 2022 (SP 0-8) Generated with Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh] 34.89 21.50 21.54 16.77 24.35 24.35 13.02 31.01 31.01 15.57 21.22 15.44 Movement LOS C C C B C C B C C B C B d_A, Approach Delay [s/veh] 30.99 23.36 28.63 20.12 Approach LOS C C C C d_I, Intersection Delay [s/veh] 26.94 Intersection LOS C Intersection V/C 0.533 Other Modes g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0 0.0 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 0.00 0.00 0.00 I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 0.000 0.000 Crosswalk LOS F F F F s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1044 1200 222 222 d_b, Bicycle Delay [s] 10.27 7.20 35.56 35.56 I_b,int, Bicycle LOS Score for Intersection 2.092 1.787 2.720 2.362 Bicycle LOS B A B B - - - - - - - - - - - - - - - - Ring 4 - - - - - - - - - - - - - - - - Ring 3 - - - - - - - - - - - - 8 7 6 5 Ring 2 - - - - - - - - - - - - 4 3 2 1 Ring 1 Sequence 2030 Total PM 2030 Total PM Version 2022 (SP 0-8) Generated with 0.358 Volume to Capacity (v/c): A Level Of Service: 9.8 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: All-way stop Control Type: Intersection 6: Reems Road & Olive Avenue Intersection Level Of Service Report No No No No Crosswalk 0.00 0.00 0.00 0.00 Grade [%] 45.00 45.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Exit Pocket 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 Entry Pocket Length [ft] 0 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration Westbound Eastbound Southbound Northbound Approach Olive Avenue Olive Avenue Reems Road Reems Road Name Intersection Setup 0 0 0 0 Pedestrian Volume [ped/h] 8 13 4 52 220 7 13 3 51 8 210 17 Total Analysis Volume [veh/h] 2 3 1 13 55 2 3 1 13 2 53 4 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 7 12 4 47 198 6 12 3 46 7 189 15 Total Hourly 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 11 0 0 28 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] 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 1.4775 Growth Factor 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 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 Adjustment Factor 5 1 3 32 115 4 8 2 31 5 128 10 Base Volume Input [veh/h] Olive Avenue Olive Avenue Reems Road Reems Road Name Volumes 2030 Total PM 2030 Total PM Version 2022 (SP 0-8) Generated with A Intersection LOS 9.80 Intersection Delay [s/veh] A B A A Approach LOS 8.07 10.17 8.55 9.90 Approach Delay [s/veh] 2.64 40.76 7.71 33.20 95th-Percentile Queue Length [ft] 0.11 1.63 0.31 1.33 95th-Percentile Queue Length [veh] Movement, Approach, & Intersection Results 0.03 0.36 0.09 0.31 Degree of Utilization, x 735 780 716 755 Capacity per Entry Lane [veh/h] Lanes Intersection Settings 2030 Total PM 2030 Total PM Version 2022 (SP 0-8) Generated with 0.054 Volume to Capacity (v/c): B Level Of Service: 10.3 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: Two-way stop Control Type: Intersection 7: Sarival Avenue & Access A Intersection Level Of Service Report No No No No Crosswalk 0.00 0.00 0.00 0.00 Grade [%] 25.00 25.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 0.00 0.00 100.00 0.00 0.00 100.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 1 0 0 1 0 0 No. of Lanes in Exit Pocket 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 Entry Pocket Length [ft] 0 0 0 0 0 0 1 0 0 1 0 0 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration Westbound Eastbound Southbound Northbound Approach Access A Access A Sarival Avenue Sarival Avenue Name Intersection Setup 0 0 0 0 Pedestrian Volume [ped/h] 24 0 0 39 0 0 10 557 0 14 520 0 Total Analysis Volume [veh/h] 6 0 0 10 0 0 3 139 0 4 130 0 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 22 0 0 35 0 0 9 501 0 13 468 0 Total Hourly Volume [veh/h] 0 0 0 0 0 0 0 44 0 0 165 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] 22 0 0 35 0 0 9 306 0 13 120 0 Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 In-Process Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.4775 1.0000 1.0000 1.4775 1.0000 Growth Factor 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 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 Adjustment Factor 0 0 0 0 0 0 0 102 0 0 124 0 Base Volume Input [veh/h] Access A Access A Sarival Avenue Sarival Avenue Name Volumes 2030 Total PM 2030 Total PM Version 2022 (SP 0-8) Generated with B Intersection LOS 0.55 d_I, Intersection Delay [s/veh] B B A A Approach LOS 10.04 10.30 0.00 0.00 d_A, Approach Delay [s/veh] 2.52 0.00 0.00 4.29 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 95th-Percentile Queue Length [ft/ln] 0.10 0.00 0.00 0.17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 95th-Percentile Queue Length [veh/ln] B B A A A A Movement LOS 10.04 0.00 0.00 10.30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d_M, Delay for Movement [s/veh] 0.03 0.00 0.00 0.05 0.00 0.00 0.00 0.01 0.00 0.00 0.01 0.00 V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0 0 0 0 Number of Storage Spaces in Median No No Two-Stage Gap Acceptance 0 0 0 0 Storage Area [veh] Flared Lane Stop Stop Free Free Priority Scheme Intersection Settings 2030 Total PM 2030 Total PM Version 2022 (SP 0-8) Generated with 0.189 Volume to Capacity (v/c): C Level Of Service: 22.8 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: Two-way stop Control Type: Intersection 8: Sarival Avenue & Access B Intersection Level Of Service Report No No No No Crosswalk 0.00 0.00 0.00 0.00 Grade [%] 25.00 25.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 0.00 0.00 100.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 1 0 0 0 0 0 No. of Lanes in Exit Pocket 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 Entry Pocket Length [ft] 0 0 1 0 0 1 1 0 1 1 0 1 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration Westbound Eastbound Southbound Northbound Approach Access B Access B Sarival Avenue Sarival Avenue Name Intersection Setup 0 0 0 0 Pedestrian Volume [ped/h] 24 0 47 39 0 32 10 482 12 14 511 19 Total Analysis Volume [veh/h] 6 0 12 10 0 8 3 121 3 4 128 5 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 22 0 42 35 0 29 9 434 11 13 460 17 Total Hourly Volume [veh/h] 0 0 0 0 0 0 0 44 0 0 165 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] 22 0 42 35 0 29 9 239 11 13 112 17 Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 In-Process Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.4775 1.0000 1.0000 1.4775 1.0000 Growth Factor 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 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 Adjustment Factor 0 0 0 0 0 0 0 102 0 0 124 0 Base Volume Input [veh/h] Access B Access B Sarival Avenue Sarival Avenue Name Volumes 2030 Total PM 2030 Total PM Version 2022 (SP 0-8) Generated with C Intersection LOS 2.21 d_I, Intersection Delay [s/veh] C B A A Approach LOS 18.51 14.87 0.20 0.29 d_A, Approach Delay [s/veh] 2.50 2.50 17.05 4.05 4.05 10.40 0.00 0.00 0.88 0.00 0.00 1.36 95th-Percentile Queue Length [ft/ln] 0.10 0.10 0.68 0.16 0.16 0.42 0.00 0.00 0.04 0.00 0.00 0.05 95th-Percentile Queue Length [veh/ln] B C C A C C A A A A A A Movement LOS 10.00 21.93 22.85 9.99 22.11 20.81 0.00 0.00 8.51 0.00 0.00 8.43 d_M, Delay for Movement [s/veh] 0.03 0.00 0.19 0.05 0.00 0.12 0.00 0.00 0.01 0.00 0.01 0.02 V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0 0 0 0 Number of Storage Spaces in Median No No Two-Stage Gap Acceptance 0 0 0 0 Storage Area [veh] No No Flared Lane Stop Stop Free Free Priority Scheme Intersection Settings 2030 Total PM 2030 Total PM Version 2022 (SP 0-8) Generated with 0.187 Volume to Capacity (v/c): C Level Of Service: 22.5 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: Two-way stop Control Type: Intersection 9: Sarival Avenue & Access C Intersection Level Of Service Report No No No No Crosswalk 0.00 0.00 0.00 0.00 Grade [%] 25.00 25.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 0.00 0.00 100.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 1 0 0 0 0 0 No. of Lanes in Exit Pocket 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 Entry Pocket Length [ft] 0 0 1 0 0 1 1 0 1 1 0 1 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration Westbound Eastbound Southbound Northbound Approach Access C Access C Sarival Avenue Sarival Avenue Name Intersection Setup 0 0 0 0 Pedestrian Volume [ped/h] 24 0 47 39 0 32 10 419 12 14 536 19 Total Analysis Volume [veh/h] 6 0 12 10 0 8 3 105 3 4 134 5 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 22 0 42 35 0 29 9 377 11 13 482 17 Total Hourly Volume [veh/h] 0 0 0 0 0 0 0 44 0 0 165 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] 22 0 42 35 0 29 9 182 11 13 134 17 Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 In-Process Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.4775 1.0000 1.0000 1.4775 1.0000 Growth Factor 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 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 Adjustment Factor 0 0 0 0 0 0 0 102 0 0 124 0 Base Volume Input [veh/h] Access C Access C Sarival Avenue Sarival Avenue Name Volumes 2030 Total PM 2030 Total PM Version 2022 (SP 0-8) Generated with C Intersection LOS 2.22 d_I, Intersection Delay [s/veh] C B A A Approach LOS 18.34 14.09 0.23 0.28 d_A, Approach Delay [s/veh] 2.55 2.55 16.77 3.86 3.86 9.47 0.00 0.00 0.90 0.00 0.00 1.29 95th-Percentile Queue Length [ft/ln] 0.10 0.10 0.67 0.15 0.15 0.38 0.00 0.00 0.04 0.00 0.00 0.05 95th-Percentile Queue Length [veh/ln] B C C A C C A A A A A A Movement LOS 10.10 21.07 22.55 9.75 21.23 19.37 0.00 0.00 8.59 0.00 0.00 8.25 d_M, Delay for Movement [s/veh] 0.03 0.00 0.19 0.05 0.00 0.11 0.00 0.00 0.01 0.00 0.01 0.02 V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0 0 0 0 Number of Storage Spaces in Median No No Two-Stage Gap Acceptance 0 0 0 0 Storage Area [veh] No No Flared Lane Stop Stop Free Free Priority Scheme Intersection Settings 2030 Total PM 2030 Total PM Version 2022 (SP 0-8) Generated with 0.183 Volume to Capacity (v/c): C Level Of Service: 22.2 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: Two-way stop Control Type: Intersection 10: Sarival Avenue & Access D Intersection Level Of Service Report No No No No Crosswalk 0.00 0.00 0.00 0.00 Grade [%] 25.00 25.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 0.00 0.00 100.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 1 0 0 0 0 0 No. of Lanes in Exit Pocket 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 Entry Pocket Length [ft] 0 0 1 0 0 1 1 0 1 1 0 1 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration Westbound Eastbound Southbound Northbound Approach Access D Access D Sarival Avenue Sarival Avenue Name Intersection Setup 0 0 0 0 Pedestrian Volume [ped/h] 24 0 47 39 0 32 10 356 12 14 559 19 Total Analysis Volume [veh/h] 6 0 12 10 0 8 3 89 3 4 140 5 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 22 0 42 35 0 29 9 320 11 13 503 17 Total Hourly Volume [veh/h] 0 0 0 0 0 0 0 44 0 0 165 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] 22 0 42 35 0 29 9 125 11 13 155 17 Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 In-Process Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.4775 1.0000 1.0000 1.4775 1.0000 Growth Factor 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 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 Adjustment Factor 0 0 0 0 0 0 0 102 0 0 124 0 Base Volume Input [veh/h] Access D Access D Sarival Avenue Sarival Avenue Name Volumes 2030 Total PM 2030 Total PM Version 2022 (SP 0-8) Generated with C Intersection LOS 2.24 d_I, Intersection Delay [s/veh] C B A A Approach LOS 18.13 13.37 0.27 0.26 d_A, Approach Delay [s/veh] 2.59 2.59 16.44 3.67 3.67 8.62 0.00 0.00 0.91 0.00 0.00 1.22 95th-Percentile Queue Length [ft/ln] 0.10 0.10 0.66 0.15 0.15 0.34 0.00 0.00 0.04 0.00 0.00 0.05 95th-Percentile Queue Length [veh/ln] B C C A C C A A A A A A Movement LOS 10.19 20.23 22.18 9.53 20.35 18.06 0.00 0.00 8.66 0.00 0.00 8.08 d_M, Delay for Movement [s/veh] 0.03 0.00 0.18 0.05 0.00 0.10 0.00 0.00 0.01 0.00 0.01 0.02 V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0 0 0 0 Number of Storage Spaces in Median No No Two-Stage Gap Acceptance 0 0 0 0 Storage Area [veh] No No Flared Lane Stop Stop Free Free Priority Scheme Intersection Settings 2030 Total PM 2030 Total PM Version 2022 (SP 0-8) Generated with 0.180 Volume to Capacity (v/c): C Level Of Service: 21.8 Delay (sec / veh): 15 minutes Analysis Period: HCM 7th Edition Analysis Method: Two-way stop Control Type: Intersection 11: Sarival Avenue & Access E Intersection Level Of Service Report No No No No Crosswalk 0.00 0.00 0.00 0.00 Grade [%] 25.00 25.00 45.00 45.00 Speed [mph] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Exit Pocket Length [ft] 0 0 0 0 0 0 0 0 0 0 0 0 No. of Lanes in Exit Pocket 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 Entry Pocket Length [ft] 0 0 1 0 0 1 1 0 1 1 0 1 No. of Lanes in Entry Pocket 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Lane Width [ft] Right Thru Left Right Thru Left Right Thru Left Right Thru Left Turning Movement Lane Configuration Westbound Eastbound Southbound Northbound Approach Access E Access E Sarival Avenue Sarival Avenue Name Intersection Setup 0 0 0 0 Pedestrian Volume [ped/h] 24 0 47 39 0 32 10 292 12 14 582 19 Total Analysis Volume [veh/h] 6 0 12 10 0 8 3 73 3 4 146 5 Total 15-Minute Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Other Adjustment Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Peak Hour Factor 22 0 42 35 0 29 9 263 11 13 524 17 Total Hourly Volume [veh/h] 0 0 0 0 0 0 0 44 0 0 165 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] 22 0 42 35 0 29 9 68 11 13 176 17 Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 In-Process Volume [veh/h] 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.4775 1.0000 1.0000 1.4775 1.0000 Growth Factor 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Heavy Vehicles Percentage [%] 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 Adjustment Factor 0 0 0 0 0 0 0 102 0 0 124 0 Base Volume Input [veh/h] Access E Access E Sarival Avenue Sarival Avenue Name Volumes 2030 Total PM 2030 Total PM Version 2022 (SP 0-8) Generated with C Intersection LOS 2.27 d_I, Intersection Delay [s/veh] C B A A Approach LOS 17.91 12.71 0.33 0.24 d_A, Approach Delay [s/veh] 2.64 2.64 16.10 3.50 3.50 7.84 0.00 0.00 0.93 0.00 0.00 1.15 95th-Percentile Queue Length [ft/ln] 0.11 0.11 0.64 0.14 0.14 0.31 0.00 0.00 0.04 0.00 0.00 0.05 95th-Percentile Queue Length [veh/ln] B C C A C C A A A A A A Movement LOS 10.28 19.41 21.81 9.31 19.50 16.85 0.00 0.00 8.73 0.00 0.00 7.91 d_M, Delay for Movement [s/veh] 0.03 0.00 0.18 0.04 0.00 0.10 0.00 0.00 0.01 0.00 0.01 0.02 V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0 0 0 0 Number of Storage Spaces in Median No No Two-Stage Gap Acceptance 0 0 0 0 Storage Area [veh] No No Flared Lane Stop Stop Free Free Priority Scheme Intersection Settings 2030 Total PM 2030 Total PM Version 2022 (SP 0-8) Generated with Appendix C Signal Warrants Report For Intersection 4: Sarival Avenue & Olive Avenue Hour Major Streets Minor Streets N S E W 1 223 454 64 218 2 216 440 62 211 3 212 431 61 207 4 198 404 57 194 5 176 359 51 172 6 174 354 50 170 7 172 350 49 168 8 156 318 45 153 9 154 313 44 150 10 152 309 44 148 11 132 268 38 129 12 123 250 35 120 13 120 245 35 118 14 89 182 26 87 15 89 182 26 87 16 62 127 18 61 17 36 73 10 35 18 36 73 10 35 19 20 41 6 20 20 11 23 3 11 21 7 14 2 7 22 2 5 1 2 23 2 5 1 2 24 2 5 1 2 Warrant Analysis Traffic Volumes Major Approaches N, S Minor Approaches E, W Speed > 40mph Yes Population < 10,000 No Warrant Factor 70% Intersection Warrants Parameters Warrant Name Met? #1 Eight Hour Vehicular Volume Yes #2 Four Hour Vehicular Volume Yes #3 Peak Hour Yes Warrants Summary 2025 Total 2025 Total Version 2022 (SP 0-6) Generated with Orientation E W Total Stopped Delay Per Vehicle on Minor Approach (s) 10.2 12.5 Number of Lanes on Minor Street Approach 1 1 VehicleHours of Stopped Delay on Minor Approach ([h]h:mm) 0:10 0:45 Delay Condition Met No No Volume on Minor Street Approach During Same Hour 64 218 High Minor Volume Condition Met No Yes Total Entering Volume on All Approaches During Same Hour 959 959 Number of Approaches on Intersection 4 4 Total Volume Condition Met Yes Yes Warrant Met for Approach No 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 1 677 1 218 Yes Yes Yes Yes No Yes Yes Yes Yes Yes 2 1 656 1 211 Yes Yes Yes Yes No Yes Yes Yes Yes No 3 1 643 1 207 Yes Yes Yes Yes No Yes Yes Yes Yes No 4 1 602 1 194 Yes Yes Yes Yes No Yes Yes Yes Yes No 5 1 535 1 172 Yes Yes Yes Yes No No Yes Yes Yes No 6 1 528 1 170 Yes Yes Yes Yes No No Yes Yes Yes No 7 1 522 1 168 Yes Yes Yes Yes No No No Yes Yes No 8 1 474 1 153 No Yes Yes Yes No No No Yes Yes No 9 1 467 1 150 No Yes Yes Yes No No No Yes Yes No 10 1 461 1 148 No Yes Yes Yes No No No Yes Yes No 11 1 400 1 129 No Yes Yes Yes No No No No No No 12 1 373 1 120 No No Yes Yes No No No No No No 13 1 365 1 118 No No Yes Yes No No No No No No 14 1 271 1 87 No No No No No No No No No No 15 1 271 1 87 No No No No No No No No No No 16 1 189 1 61 No No No No No No No No No No 17 1 109 1 35 No No No No No No No No No No 18 1 109 1 35 No No No No No No No No No No 19 1 61 1 20 No No No No No No No No No No 20 1 34 1 11 No No No No No No No No No No 21 1 21 1 7 No No No No No No No No No No 22 1 7 1 2 No No No No No No No No No No 23 1 7 1 2 No No No No No No No No No No 24 1 7 1 2 No No No No No No No No No No Hours Met 7 11 13 13 0 4 6 10 10 1 Warrant Analysis by Hour 2025 Total 2025 Total Version 2022 (SP 0-6) Generated with Signal Warrants Report For Intersection 5: Sarival Avenue & Peoria Avenue Hour Major Streets Minor Streets E W S N 1 346 479 374 97 2 336 465 363 94 3 329 455 355 92 4 308 426 333 86 5 273 378 295 77 6 270 374 292 76 7 266 369 288 75 8 242 335 262 68 9 239 331 258 67 10 235 326 254 66 11 204 283 221 57 12 190 263 206 53 13 187 259 202 52 14 138 192 150 39 15 138 192 150 39 16 97 134 105 27 17 55 77 60 16 18 55 77 60 16 19 31 43 34 9 20 17 24 19 5 21 10 14 11 3 22 3 5 4 1 23 3 5 4 1 24 3 5 4 1 Warrant Analysis Traffic Volumes Major Approaches E, W Minor Approaches S, N Speed > 40mph Yes Population < 10,000 No Warrant Factor 70% Intersection Warrants Parameters Warrant Name Met? #1 Eight Hour Vehicular Volume Yes #2 Four Hour Vehicular Volume Yes #3 Peak Hour Yes Warrants Summary 2025 Total 2025 Total Version 2022 (SP 0-6) Generated with Orientation S N Total Stopped Delay Per Vehicle on Minor Approach (s) 20.2 13.4 Number of Lanes on Minor Street Approach 3 2 VehicleHours of Stopped Delay on Minor Approach ([h]h:mm) 2:06 0:21 Delay Condition Met No No Volume on Minor Street Approach During Same Hour 374 97 High Minor Volume Condition Met Yes No Total Entering Volume on All Approaches During Same Hour 1296 1296 Number of Approaches on Intersection 4 4 Total Volume Condition Met Yes Yes Warrant Met for Approach No 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 3 825 3 374 Yes Yes Yes Yes No Yes Yes Yes Yes Yes 2 3 801 3 363 Yes Yes Yes Yes No Yes Yes Yes Yes Yes 3 3 784 3 355 Yes Yes Yes Yes No Yes Yes Yes Yes Yes 4 3 734 3 333 Yes Yes Yes Yes No Yes Yes Yes Yes Yes 5 3 651 3 295 Yes Yes Yes Yes No No Yes Yes Yes Yes 6 3 644 3 292 Yes Yes Yes Yes No No Yes Yes Yes Yes 7 3 635 3 288 Yes Yes Yes Yes No No Yes Yes Yes No 8 3 577 3 262 No Yes Yes Yes No No No Yes Yes No 9 3 570 3 258 No Yes Yes Yes No No No Yes Yes No 10 3 561 3 254 No Yes Yes Yes No No No Yes Yes No 11 3 487 3 221 No Yes Yes Yes No No No No No No 12 3 453 3 206 No No Yes Yes No No No No No No 13 3 446 3 202 No No Yes Yes No No No No No No 14 3 330 3 150 No No No No No No No No No No 15 3 330 3 150 No No No No No No No No No No 16 3 231 3 105 No No No No No No No No No No 17 3 132 3 60 No No No No No No No No No No 18 3 132 3 60 No No No No No No No No No No 19 3 74 3 34 No No No No No No No No No No 20 3 41 3 19 No No No No No No No No No No 21 3 24 3 11 No No No No No No No No No No 22 3 8 3 4 No No No No No No No No No No 23 3 8 3 4 No No No No No No No No No No 24 3 8 3 4 No No No No No No No No No No Hours Met 7 11 13 13 0 4 7 10 10 6 Warrant Analysis by Hour 2025 Total 2025 Total Version 2022 (SP 0-6) Generated with Appendix D 303 Sarival Avenue East Access West Access Olive Avenue Northern Avenue Peoria Avenue South Access Middle Access North Access Northern Parkway SOUTHWEST TRAFFIC ENGINEERING, LLC Figure 7 - Weekday Peak Hour Trip Assignment LEGEND: = Proposed Access XX = Weekday AM Peak Hour (XX) = Weekday PM Peak Hour = Existing Road Vehicles Per Hour N 1 2 3 4 5 6 7 9 10 8 40 (166) 170 (44) 1 40 (166) 53 (221) (44) 170 2 93 (387) (44) 170 (59) 226 3 5 (2) 70 (290) (103) 396 23 (97) 4 78 (19) 28 (98) (69) 264 (34) 132 47 (197) 34 (140) 5 83 (21) 82 (21) (34) 132 (140) 34 23 (96) 6 5 (2) 165 (42) (140) 34 6 (25) 7 (165) 40 170 (44) 8 (5) 1 5 (20) (1) 3 (1) 2 9 (20) 5 (1) 2 10