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Home My WebLink AboutPacket - 04/17/2019 - Planning and Zoning CommissionMarch 22, 2019 Prepared by: Gewalt Hamilton Associates Justin Opitz Transportation Planner Lynn Means, P.E., PTOE Senior Transportation Engineer McHenry West High School McHenry, Illinois Traffic Impact and Parking Study McHenry West High School McHenry, Illinois Gewalt Hamilton Associates, Inc. 1 Part I. Introduction and Project Context Gewalt Hamilton Associates, Inc. (GHA) has conducted a Traffic Impact and Parking Study for the proposed addition to McHenry West High School located at 4723 Crystal Lake Road in McHenry, Illinois. Access to the site is currently provided via three driveways on Crystal Lake Road, along with an exit-only drive onto Oakwood Drive. The main parking facility is located on the southern portion of the site and serves parent drop-off/pick-up operations, student parking, overflow staff parking, as well as bus loadings. Students and parents access the main parking facility via the main (south) driveway on Crystal Lake Road. The center (bus-only) drive lane, that is also accessed via Crystal Lake Road, runs along the entirety of the eastern side of the building and loops around to the main southern student entrance. Bus loadings occur at this main entrance and on the west side of the building, which is accessed by buses via the aforementioned drive lane. This drive lane continues around the entire building and exits through the northern parking facility onto Oakwood Drive. A smaller staff parking lot is provided on the northern portion of the site, accessed via a (north) driveway also on Crystal Lake Road, just to the south of Royal Drive. The McHenry Community High School District 156 office building is also located in the northwest corner of the staff parking lot. As currently proposed, an expansion will take place on the north side of the existing building. The expansion would eliminate the trailers currently used as overflow classrooms, as well as include the implementation of a Science, Technology, and Industry Center on site, along with an expansion of parking facilities and tennis court expansions/renovations. With the planned expansion, the West Campus would serve Sophomores through Seniors, while the East Campus would transition to Freshmen only. The ultimate student capacity with the proposed addition is approximately 2,000 students. This Traffic Impact and Parking Study evaluates traffic access, safety, parking and/or on-site circulation. The following summarizes our findings and provides various recommendations for your consideration. Appendices referenced are in the Technical Addendum at the end of this document. Part III. Background Information Site Location Map and Roadway Inventory Exhibit 1 provides a site location map. The existing traffic operations in the site area are illustrated on Exhibit 2. Appendix A provides a photo inventory of the site vicinity. Pertinent comments on the street network operations and pedestrian mobility include: Street Network Crystal Lake Road  Crystal Lake Road is a northeast-southwest, minor arterial roadway, generally providing a three-lane cross-section (one travel lane in each direction with a center lane for left-turns) adjacent to the site.  Crystal Lake Road is under the jurisdiction of the City of McHenry in the site vicinity.  At its signalized intersection with Dartmoor Drive, Crystal Lake Road provides one through lane with separate left and right-turn lanes in the northbound direction. In the southbound direction it provides a shared through/right-turn lane with a separate left-turn lane.  At its unsignalized intersections with Kensington Drive, southbound right-turns are shared with the through movements, while northbound left-turns and through movements are separated. Exhibit 1 - Location MapMcHenry West High School - McHenry, ILo5,000Feet1 inch = Map Center: -88.29062 42.33644 McHenry West High School McHenry West High School McHenry, Illinois Gewalt Hamilton Associates, Inc. 4 Crystal Lake Road (cont.)  At its unsignalized intersection with the South High School Access, Crystal Lake Road provides a left- turn and through lane in the northbound direction, while also providing a right-turn lane and through lane in the southbound direction. Additionally, during weekday morning school start and afternoon school dismissal periods, this intersection operates under Police Control, similar to traffic signal control.  At its unsignalized intersection with the Center High School Access, Crystal Lake Road provides a center left-turn and through lane in the northbound direction, while also providing a right-turn lane and through lane in the southbound direction. This access is entrance-only and exclusively utilized by bus traffic.  At its unsignalized intersection with the North High School Access, Crystal Lake Road provides a center left-turn and through lane in the northbound direction, while also providing a right-turn lane and through lane in the southbound direction.  The posted speed limit on Crystal Lake Road is 30-miles per hour (mph). A school zone speed limit of 20 mph is also posted within the site vicinity, on school days when children are present.  The Annual Average Daily Traffic (AADT) on Crystal Lake Road is 14,000 vehicles (year 2017) south of Dartmoor Dive and 11,050 vehicles (year 2017) north of Royal Drive. Royal Drive  Royal Drive is a two-lane, major collector roadway that provides a connection to IL Route 120 (Elm Street).  It is under the jurisdiction of the City of McHenry, with a posted speed limit of 25 mph.  At its signalized intersection with Crystal Lake Road, Royal Drive provides a left-turn lane and a shared through/right-turn lane in the eastbound and westbound directions.  At its unsignalized intersection with Oakwood Drive, Royal Drive provides a left-turn lane and a shared through/right-turn lane in the westbound direction and a shared left-turn/through/right-turn lane in the eastbound direction.  The AADT on Royal Drive is 1,150 (year 2017). Oakwood Drive  Oakwood Drive is an east-west local roadway, extending westerly from Royal Drive, providing a two-lane cross-section (one through lane in each direction).  It is under the jurisdiction of the City of McHenry, with a posted speed limit of 25 mph.  At its unsignalized intersection with Royal Drive, Oakwood Drive provides a single, general purpose lane, operating under Stop sign control.  Northfox Lane extends easterly from Royal Drive, opposite Oakwood Drive, and provides access to multifamily housing units. It also operates under Stop sign control and provides a single, general purpose lane. Kensington Drive  Kensington Drive is an east-west local roadway, extending westerly from Crystal Lake Road, providing a two-lane cross-section (one through lane in each direction).  It is under the jurisdiction of the City of McHenry and serves a single-family residential subdivision.  At its unsignalized intersection with Crystal Lake Road, Kensington Drive provides a single, general purpose lane, operating under Stop sign control. Dartmoor Drive  Dartmoor Drive is a major collector roadway that provides a connection to Curran Road. McHenry West High School McHenry, Illinois Gewalt Hamilton Associates, Inc. 5  It generally provides a two-lane cross-section (one through lane in each direction) and is under the jurisdiction of the City of McHenry. Dartmoor Drive (cont.)  At its signalized intersection with Crystal Lake Road, Dartmoor Drive provides a left-turn lane and a shared through/right-turn lane in the westbound direction, while providing a single, general purpose lane in the eastbound direction.  The posted speed limit is 25 mph. South High School Access  The South High School Access provides access to the southern parking lot of McHenry West High School.  At its unsignalized intersection with Crystal Lake Road, the South Access provides separated left and right turn lanes, operating under Stop sign control during most hours of the day, except during peak school arrival and release hours, when this intersection operates under Police Control. Center High School Access  The Center High School Access provides access to the Bus Drop-Off/Pick-Up lane that runs along the eastern side of McHenry West High School.  At its unsignalized intersection with Crystal Lake Road, the Center Access is Bus-Only and Entrance- Only. North High School Access  The North High School Access provides access to the northern parking lot of McHenry West High School, as well as the School District 156 office building.  At its unsignalized intersection with Crystal Lake Road, the South Access provides separate left and right turn lanes, operating under Stop sign control. Bus-Exit Drive  The Bus-Exit Drive extends north from the northern parking lot of McHenry West High School and connects into Oakwood Drive.  At its unsignalized intersection with Oakwood Drive, the Bus-Exit Drive provides a single, general purpose lane that is signed “Do Not Enter” for motorists travelling along Oakwood Drive. Pedestrian Mobility  Sidewalks are provided in the site vicinity as follows: o Crystal Lake Road: west side of the roadway throughout the entire study area and east side of the roadway in the area of Royal Drive and southerly from Dartmoor Drive. o Dartmoor Drive, Kensington Drive, Royal Drive, and Oakwood Drive: both sides of the roadway.  Pedestrian signals with countdown timers are provided at the signalized intersections of Royal Drive and Dartmoor Drive at Crystal Lake Road.  Crosswalks are striped in the site vicinity as follows (see Exhibit 2): o Oakwood Drive at Royal Drive: west leg. o Royal Drive at Crystal Lake Road: all legs. o North High School Access at Crystal Lake Road: west leg. o Center High School Access at Crystal Lake Road: west leg. o South High School Access at Crystal Lake Road: west leg. o Kensington Drive at Crystal Lake Road: west leg. McHenry West High School McHenry, Illinois Gewalt Hamilton Associates, Inc. 6 o Dartmoor Drive at Crystal Lake Road: west, south, and east legs.  Note: No pedestrian connections to McHenry High School from the sidewalk along the west side of Crystal Lake Road currently exist. Students coming from the south enter the student parking lot through the southeast corner, rather than continuing north through the South High School Access intersection along Crystal Lake Road. Existing Traffic Peak period traffic turning movement and pedestrian counts were conducted by GHA on Wednesday, January 16, 2018 from 6:30 to 9:30 AM and 2:00 to 6:00 PM. Exhibit 3A summarizes the existing weekday morning, afternoon school and evening street peak hour traffic volumes. Exhibit 3A also provides the AADT (24-hour volume) as published by IDOT on their website www.gettingaroundillinois.com. Exhibit 3B illustrates the pedestrian crossing data. The results indicate that the peak hour of existing traffic during the weekday morning street and morning school peaks coincided and occurred from 6:30 to 7:30 AM, while the weekday afternoon school peak occurred from 2:30 to 3:30 PM and the weekday evening street peak occurred from 4:30 to 5:30 PM. No unusual activities (e.g. roadway construction, or inclement weather) were observed during our counts that would be expected to impact traffic volumes or travel patterns in the vicinity. Summaries of the existing traffic counts can be found in Appendix B. Existing Parking Parking Survey The exhibit contained in Appendix C shows an aerial photo of the study area and the parking areas surveyed. GHA conducted an inventory of the parking spaces available in each area shown. Six-hundred and fifty (650) vehicle spaces were surveyed in total and the number of spaces by parking area is listed in Table 1. Table 1: Study Parking Areas Area Parking Description Parking Supply A North Staff Parking Lot 180 B South Staff Overflow Lot 49 C South Student Lot (North Portion) 197 D South Student Lot (South Portion) 208 E West Building Lot 12 F Maintenance Building Lot 4 Total 650 Parking Occupancy In order to determine the existing parking demand in the study area, GHA conducted parking occupancy surveys of each of the parking areas listed above. The parking surveys were conducted hourly on Wednesday, January 16, 2018 between 9:30 AM and 11:30 AM. These times were chosen as they represent the peak hours of occupancy based on predicted usage during the day for the existing high school use. 11,05014,000XX1,7501,150 McHenry West High School McHenry, Illinois Gewalt Hamilton Associates, Inc. 9 Parking Occupancy (cont.) The exhibit contained in Appendix C tabulates the results of the parking surveys in the study area. The results of the survey indicate the following key findings and observations:  The peak parking demand occurred at 9:30 AM. Overall, 650 vehicle (regular and facility bus) parking spaces were surveyed and, at most, approximately 78 percent (503 spaces) are occupied.  Four-hundred and three (403) passenger vehicle (student and accessible) spaces are provided for students. At most, approximately 78 percent (315 spaces) were occupied.  Two-hundred and forty-five (245) passenger vehicle (regular, visitor, staff and accessible) spaces are provided for high school and district office staff, as well as supporting activities (i.e., driver’s education) and maintenance. At most, approximately 77 percent (189 spaces) were occupied.  Two (2) spaces for activity buses were 100 percent occupied.  Parking was well utilized within the north (Area A) staff lot, experiencing at and/or above capacity, with vehicles parking in unmarked spaces. Existing Operational Observations Observations were conducted of the McHenry West High School’s morning and afternoon peak hours. Some of these observations, which are depicted on Exhibits 4A/B, include the following: Morning Peak Hour  Buses currently drop-off during the morning peak hour within the south parking lot at the south school entrance/exit. It was observed that no more than two bus were parked at any given time to drop-off students.  The combination of students entering from their car, bus drop-off traffic, and parent drop-off traffic during the morning peak hour at the south school entrance/exit creates increased conflict potential between all users.  The queue (stacking) of vehicles during the morning peak period is contained within the drop-off lane (26 vehicles).  A Police Officer is present at the Crystal Lake Road and South High School Access intersection to facilitate traffic.  Observations revealed that back-ups in the southbound and northbound direction on Crystal Lake Road at all the high school access drives occurred during peak arrival times of the school.  It was observed that the students walking to school from the subdivisions to the south would enter the South Student Parking Lot from the southeast corner prior to reaching the South Access intersection along Crystal Lake Road. This is likely due to the danger of crossing at this intersection due to the number of vehicles maneuvering in/out.  A School Guard is stationed at the North Access intersection with Crystal Lake Road to help facilitate the crossing of students into the north entrance of the High School. Afternoon Peak Hour  Buses currently pick-up during the afternoon peak hour on the west side of the building (See #1 on Exhibit 4B). During observations, all buses arrived prior to the end of school at 2:50 PM.  The queue (stacking) of vehicles during the afternoon peak period extends onto Crystal Lake Road just past the southbound right-turn lane taper (58 vehicles).  The exiting student and parent traffic circulation pattern is displayed on Exhibit 4B. Students are forced to exit outward (north or south) from the center drive aisle to head west and loop back around and utilize the center drive aisle as queueing for exiting onto Crystal Lake Road. Cones are setup by school staff to facilitate operations. It was observed that the current systems work efficiently, as the entire afternoon release cycle lasted approximately 17 minutes. McHenry West High School McHenry, Illinois Gewalt Hamilton Associates, Inc. 12 Afternoon Peak Hour (cont.)  A Police Officer is present at the Crystal Lake Road and South High School Access intersection to facilitate traffic. School staff are also present to help facilitate traffic at the west end of the center drive aisle and where the parent pick-up traffic re-enters the parking lot. Both locations are marked on Exhibit 4B. Note: more students cross the South Access intersection and heading south, as compared to crossing north in the morning.  Similar to the morning peak hour, a School Guard is stationed at the North Access intersection with Crystal Lake Road to help facilitate crossing students from the north entrance of the High School. Existing School Characteristics  The current student enrollment at McHenry West High School is 1,434 students.  The school is supported by approximately 140 staff members. Crash Analysis In order to evaluate and address potential safety issues at the study area intersections, crash data was obtained from the IDOT Division of Transportation Safety for the last five calendar years available, 2012 through 2016. However, IDOT does not keep record of crashes that occur in parking lots. Crash data was obtained for the school parking lots from the City of McHenry for the last three calendar years available, 2015 through 2018. A summary of the crash data is provided in Table 2, with the locations of the IDOT data mapped on the exhibit contained in Appendix D. Table 2: Crash Summary Location / Year No. of Crashes Severity B Crash Type D Percent During Wet/Icy Conditions PD PI C F CM RE HO FO Ped Bike A B C Intersections (2012-2016) A Crystal Lake Rd & Dartmoor Dr 17 15 - 1 1 - 6 10 1 - - - 6% Crystal Lake Rd & Kensington Dr 13 10 1 1 1 - 2 9 1 - 1 - 8% Crystal Lake Rd & HS South Access 1 1 - - - - - 1 - - - - 0% Crystal Lake Rd & HS Center Access 4 4 - - - - 2 2 - - - - 0% Crystal Lake Rd & HS North Access (within 150’) 11 8 1 2 - - 2 9 - - - - 27% Crystal Lake Rd & Royal Dr 50 39 1 3 7 - 19 29 - 1 1 - 18% Royal Drive & Oakwood Drive/Northfox Ln (within 150’) 1 1 - - - - 1 - - - - - 0% Segments – Along Crystal Lake Road Dartmoor Dr & Kensington Dr 2 2 - - - - - 2 - - - - 0% Kensington Dr & HS South Access 7 6 1 - - - 4 2 - 1 - - 14% HS South & Center Access 12 10 - 2 - - 2 8 1 1 - - 8% Total (2012-16) 118 96 4 9 9 - 38 72 3 3 2 - 14% McHenry HS West Parking Lots (2015-2018) E North & South Parking Lots 22 20 - - 2 - 9 6 - 7 - - 0% A Source: IDOT Division of Transportation Safety for the 2012-2016 calendar years. B PD = property damage only; PI = personal injury; F = fatality. C Type A (incapacitating injury); Type B (non-incapacitating injury); Type C (possible injury). D CM = cross movement/angle; RE = rear end; HO = head on; FO = fixed object; Ped = pedestrian. E Source: McHenry City Police for the 2015-2018 calendar years. McHenry West High School McHenry, Illinois Gewalt Hamilton Associates, Inc. 13 As shown in Table 2, the intersection of Crystal Lake Road and Royal Drive experienced the highest amount of crashes within the study area over the five-year analyses period. There was an average of ten (10) crashes per year at this location. Seventy-eight (78) percent (39 of 50) of the crashes at Crystal Lake Road and Royal Drive involved property damage and 58 percent (29 of 50) were rear-end collisions. Amongst all three high school access drives, 16 crashes occurred during the analyses period, or, on average, approximately three (3) crashes per year. Approximately 81 percent (13 of 16) of these crashes involved property damage only and 75 percent (12 of 16) were rear-end collisions. Within the high school parking lots, 22 crashes occurred during the three year analyses period, from 2015 to 2018. Approximately 91 percent (20 of 22) of the crashes involved property damage, while approximately 9 percent (2 of 22) involved “Type C” injuries, which is the lowest potential category. There were two crashes that involved a pedestrian – one at the Crystal Lake Road and Royal Drive intersection and one occurring between the Crystal Lake Road and Kensington Drive intersection. There were no crashes that involved a bicyclist. 2030 No-Build (Non-Site) Traffic Exhibit 5 summarizes the 2030 No-Build weekday morning, school afternoon and evening street peak hour traffic volumes. This identifies background, or ambient, projected growth in traffic conditions without the site traffic. Future traffic volume conditions were developed for the anticipated opening year of the development plus ten years, year 2030. For the purpose of this study and based on a review of historical traffic volumes, the Chicago Metropolitan Agency for Planning (CMAP) 2050 projections (see Appendix E), traffic volumes along the roadways surrounding the site are assumed to experience an overall annual, compounded growth rate of approximately 1 percent per year. Accordingly, the 2030 peak hour traffic volumes were developed by applying a 1 percent compounded annual growth rate to the existing traffic (Exhibit 3A). It should be noted that alternative projections provided by CMAP include a scenario where a potential roadway widening project would be completed along IL Route 31. If this roadway is widened from two to four lanes, it would potentially reduce future traffic volumes along the study area roadways. However, there is no construction scheduled or funding to implement the improvements at this time; therefore, the higher volume projections were chosen in these analyses to provide a conservative case scenario. McHenry West High School McHenry, Illinois Gewalt Hamilton Associates, Inc. 15 Part IV. Traffic Evaluation Future Site Characteristics Proposed Development The McHenry Community High School District (District 156) is planning an expansion to McHenry West High School. The expansion would occur on the north side of the existing building and eliminate the trailers currently used as overflow classrooms. It will also include the implementation of a Science, Technology, and Industry Center on site, along with an expansion of parking facilities and tennis court expansions/renovations. With the planned expansion, the West Campus would serve Sophomores through Seniors, while the East Campus would transition to Freshmen only. The ultimate student capacity with the proposed addition is approximately 2,000 students. The site plan is provided as Exhibit 6. The existing tennis courts located just west of the South Student Lot are to be replaced with a new parking area. Ten (10) new tennis courts will be installed just southwest of the proposed new parking area. The net gain of parking spaces with the addition to the South Student Lot is approximately 213 spaces. Additionally, the North Staff Lot will be reconstructed as depicted on Exhibit 6. The parking stalls have been altered from angled to 90 degree spaces, which now facilitates two-way traffic down all drive aisles. The lot will be expanded to the northeast to gain additional spaces, bringing the parking spaces net gain on this lot to 11 spaces. Overall, between the two modifications, the McHenry West High School will provide an additional 224 spaces on top of the 650 spaces currently supplied, bringing the proposed total up to 874 parking spaces. Trip Generation Exhibit 7 – Part A tabulates the traffic generation calculations for the proposed development. Trip generation rates published by the Institute of Transportation Engineers (ITE) in the 10th Edition of the Manual Trip Generation were reviewed, along with the existing traffic count data and current student population date to determine the anticipated traffic generated by the proposed high school addition, See Appendix F for excerpt from the ITE manual. The trip generation was estimated using the current student population (1,434 students) in coordination with the maximum student capacity after the proposed expansion (2000 students). Per the ITE excerpt, the school’s morning and afternoon peak hour volumes are not consistent with the ITE data. As shown on Exhibit 7, McHenry West High School experiences higher than anticipated (ITE calculated) traffic volumes during the morning and afternoon peak hour, as well as during the evening adjacent street peak. Accordingly, the local data was used in our future analyses to provide a realistic analysis scenario. As previously described, the High School will experience a demographic shift from the current Freshmen to Senior population, to a Sophomore though Senior campus. The combined existing Sophomore through Senior population at both McHenry West (1,069) and East (638) High Schools is 1,707 students. The future conditions calculations considered this shift in demographics, which will result in an increase in student driver population and supporting staff, with a potential decrease and/or minimal change in parent drop-off/pick-up activity, due to higher drop-off/pick-up activity associated with non-driver aged students (predominately Freshmen) being removed from the McHenry West High School. Over the past ten years, the student population within School District 156 has remained relatively flat, with minimal, if any growth. However, to provide a conservative analysis scenario, the trip generation for the estimated increase in student population was projected based on the maximum student capacity after the proposed expansion (2000 students). 625 Forest Edge Drive Vernon Hills, IL. 60061 TEL 847.478.9700 FAX 847.478.9701 Exhibit 6 Site Plan Part A. Traffic Generation CalculationsAM Street PeakPM School Peak PM Street PeakITE(6:30 - 7:30 AM)(2:30-3:30 PM) (4:30-5:30 PM)Code In Out Sum In Out Sum In Out SumA. Existing Conditions (January 2019)1. Local Data --769 315 1,084121 415 536132 126 2582. ITE Rates #530495 233 728140 299 43996 105 201Difference =274 82356-19116 9736 21 57B. Future Conditions Local Data1--1,142 360 1,502142 665 807184 176 360C. Additional Site TrafficFuture Less Existing --373 45 41821 250 27152 50 102Sources: ITE Trip Generation Manual; 10th Edition and GHA Traffic Counts conducted at the existing subject site in January 2019. 1Future conditions calculations based on a proportional increase of students while taking into account the student demographic shift from Freshmen-Senior to Sophomore-Senior.Part B. Trip Distribution Crystal Lake RoadSouth of Dartmoor DriveNorth of Royal DriveTotal45% 50%Exhibit 7Project Traffic CharacteristicsMcHenry West High School Expansion - Crystal Lake Road, McHenry, ILLand Use UnitsPercent Use by Route2000 Students1434 StudentsApproach Site From Depart Site ToRoute & Direction55% 50%100% McHenry West High School McHenry, Illinois Gewalt Hamilton Associates, Inc. 18 Directional Distribution Exhibit 7 – Part B provides the anticipated distribution of new site traffic. This was based on existing site travel patterns and operational characteristics. Due to the location of the East McHenry High School (which is where the increase in student population will originate from), it was estimated that no new students, parents, or staff would be entering or exiting the site from Dartmoor Drive, Royal Drive, or Kensington Drive. The new trips generated would be travelling west, from the east side of McHenry, and reaching the High School via Crystal Lake Road. Traffic Signal Warrant Analyses A traffic signal warrant analysis was performed for the intersection of Crystal Lake Road and McHenry HS South Access. The analysis was based on the MUTCD criteria for installation of a traffic control signal. The warrant analysis considers peak hour traffic volumes at the intersections and makes comparisons to minimum traffic volume thresholds to determine if the installation of a traffic signal should be considered. The MUTCD is the standard reference application of traffic signals and contains eight different warrant types for the justification of traffic signals. It is stated that if one or more of the warrants are satisfied, a traffic signal is justified and could be installed. However, a number of factors are involved in determining if traffic signal control should be installed, including intersection operations, safety, and engineering judgment. Section 4C.04, Warrant 2 – Four Hour and Warrant 3 - Peak Hour of the MUTCD, were examined to determine whether a traffic signal was warranted under existing and future (year 2030) conditions due to the amount of delay that a minor street suffers when entering a major street. In order for a traffic signal to be warranted under this condition, the plotted point representing the vehicles per hour on the major street (total of both approaches) and the corresponding vehicles per hour on the higher-volume minor street approach (one direction only) for 1 hour of an average day for Warrant 3, and 4 hours on an average day for Warrant 2 must fall above the applicable curve on Figure 4C-1 and Figure 4C-3, respectively, of the MUTCD for the existing combination of approach lanes. The graphical representation and the application of the estimated traffic volumes are shown on the figures provided in Appendix G, which includes a reduction for right-turn on red (RTOR), utilizing Pagones’ Theorem, which is consistent with IDOT requirements for new traffic signal installation. The results of the most applicable traffic signal warrant tests are discussed below: Warrant #2 – Four Hour Volume Appendix G.1-2 presents Figure 4C-1 from the MUTCD, which was utilized to determine if the Four-Hour Warrant was met. As can be seen, there are only two hours during existing conditions and three hours during 2030 future conditions where the minimum combined volumes met above the minimum threshold line on the chart. Therefore, the Four-Hour volume criteria is not met. Warrant #3 – Peak Hour Volume Appendix G.3-4 presents Figure 4C-3 from the MUTCD, which was utilized to determine if Warrant #3 - Peak Hour Volume was met. The highest peak hours throughout the study area occurred from 6:30-7:30 AM, 2:30- 3:30 PM, and 4:30-5:30 PM. Each of these hours was tested. However, the combination of volumes met below the minimum threshold line on the chart for all three hours during exiting conditions. Under 2030 future conditions, the peak hour warrant was satisfied during both the weekday morning (6:30 to 7:30 AM) and afternoon school (2:30 to 3:30 PM) peak periods. McHenry West High School McHenry, Illinois Gewalt Hamilton Associates, Inc. 19 Based on the above discussion, a traffic signal is not warranted at the intersection of Crystal Lake Road and McHenry HS South Access during existing conditions. However, a traffic signal is warranted based on Warrant #3 -Peak Hour under future (year 2030) conditions during both the weekday morning and afternoon school peak hours, which assumes full-build out (2,000 student population) of the high school along with a conservative, general background growth in the study area. The spacing from this intersection to the existing traffic signal to the north (Royal Avenue) exceeds a desirable spacing of ¼-mile (1,320 feet); however, is located slightly closer to the existing signal to the south (Dartmoor Drive) – at approximately 1,100 feet. A ¼-mile spacing is desirable to permit acceptable progression along Crystal Lake Avenue. Site and Total Traffic Assignments Exhibit 8 illustrates the site traffic assignment for the new high school trips, which is based on the traffic characteristics summarized in Exhibit 7 (traffic generation and trip distribution) and assigned to the area roadways. The site traffic and 2030 No-Build traffic (see Exhibits 8 and 5, respectively) were combined to produce the 2030 Total traffic, which is illustrated on Exhibit 9. Additionally, Appendix H provides site traffic excerpts, with the values separated out by use (student traffic, bus traffic and drop-off/pick-up traffic). Capacity Analysis Capacity analyses are a standard measurement that identifies how an intersection operates. They are measured in terms of level of service (LOS). The concept of LOS is defined as a qualitative measure describing operational conditions within a traffic stream and their perception by motorists and/or passengers. A level-of-service definition provides an index to quality of traffic flow in terms of such factors as speed, travel time, freedom to maneuver, traffic interruptions, comfort, convenience, and safety. Six levels of service are defined for each type of facility. They are given letter designations from A to F, with LOS A representing the best operating conditions and LOS F the worst. LOS C is often considered acceptable for design purposes and LOS D is usually considered as providing the lower threshold of acceptable operations. Since the level of service of a traffic facility is a function of the traffic flows placed upon it, it may operate at a wide range of levels of service, depending on the time of day or day of the week. A description of the operating condition under each level of service, based on the analysis parameters as published in the Transportation Research Board’s (TRB) Highway Capacity Manual (HCM), Sixth Edition, is provided in Table 3. Table 3: Level of Service (LOS) Summary LOS Description Delay (sec/veh) Traffic Signal Stop Sign A Describes conditions with little to no delay to motorists. <10 < 10 B Represents a desirable level with relatively low delay to motorists. >10 and < 20 >10 and < 15 C Describes conditions with average delays to motorists. >20 and < 35 >15 and < 25 D Describes operations where the influence of congestion becomes more noticeable. Delays are still within an acceptable range. >35 and < 55 >25 and < 35 E Represents operating conditions with high delay values. This level is often considered within urban settings or for minor streets intersecting major arterial roadways to be the limit of acceptable delay. >55 and < 80 >35 and < 50 F Is considered to be unacceptable to most drivers with high delay values that often occur, when arrival flow rates exceed the capacity of the intersection. >80 >50 McHenry West High School McHenry, Illinois Gewalt Hamilton Associates, Inc. 22 An intersection capacity analysis was used to analyze the intersections for the weekday morning, afternoon school, and evening street peak hours using the methodologies outlined in the HCM using Synchro v10 software, for the following scenarios:  Existing Traffic - Existing traffic (year 2019),  No-Build Traffic – Future (non-site, year 2030) traffic with background growth (assumed at 1 percent compounded per year), and  Total Traffic – Future No-Build traffic volumes (year 2030) plus the addition of site generated traffic. The Synchro models were then simulated using SimTraffic, which is a dynamic modeling program. It animates the roadway network and models the interactions between each individual vehicle on the roadway. This animated model provides the full extent of the delays and traffic backups, as it considers the traffic spillback between intersections and beyond turn bays, unbalanced lane use, and other subtle traffic flow interactions. Table 4 on the following pages summarizes the intersection capacity analysis results and calculated 95th- percentile queues. Capacity analysis summary printouts are provided in Appendix I. McHenry West High School McHenry, Illinois Gewalt Hamilton Associates, Inc. 23 Table 4: Level-of-Service Summary LOS 1. Crystal Lake Rd & Dartmoor Drive Traffic Signal LT TH RT LT TH RT LT TH RT LT TH RT A. Weekday Morning Street Peak Hour Existing Traffic (See Exhibit 3) • Current >C <>C A B C A B C <C • 95th Queue Length (ft)-73 --20 12 11 284 0 31 398 -- 2030 No-Build Traffic (See Exhibit 5) • Current >D <>C A B D A B C <C • 95th Queue Length (ft)-83 --20 12 12 332 0 31 557 -- 2030 Total Traffic (See Exhibit 9) • As Planned >F <>D A A D A B C <D • 95th Queue Length (ft)-133 --31 12 11 510 0 29 512 -- C. Weekday Afternoon School Peak Existing Traffic (See Exhibit 3) • Current >C <>C A B C A B C <C • 95th Queue Length (ft)-60 --22 11 16 338 0 58 505 -- 2030 No-Build Traffic (See Exhibit 5) • Current >C <>C A B C A B C <C • 95th Queue Length (ft)-68 --22 11 17 414 0 58 622 -- 2030 Total Traffic (See Exhibit 9) • As Planned >D <>D B A B A A D <C • 95th Queue Length (ft)-115 --35 25 16 387 0 53 750 -- D. Weekday Evening Street Peak Existing Traffic (See Exhibit 3) • Current >C <>C A A C A A C <C • 95th Queue Length (ft)-46 --13 19 30 618 0 54 556 -- 2030 No-Build Traffic (See Exhibit 5) • Current >C <>C A A C A A C <C • 95th Queue Length (ft)-50 --13 19 33 734 0 54 684 -- 2030 Total Traffic (See Exhibit 9) • As Planned >D <>C A A C A A C <C • 95th Queue Length (ft)-71 --18 24 31 677 0 51 634 -- 2. Crystal Lake Rd & Royal Dr Traffic Signal LT TH RT LT TH RT LT TH RT LT TH RT A. Weekday Morning Street Peak Hour Existing Traffic (See Exhibit 3) • Current C A <C A <A B A A B <B • 95th Queue Length (ft)79 0 -3 0 -17 252 0 5 359 -- 2030 No-Build Traffic (See Exhibit 5) • Current C A <C A <A B A A B <B • 95th Queue Length (ft)87 0 -3 0 -20 316 0 5 432 -- 2030 Total Traffic (See Exhibit 9) • Current C A <C A <A B A A C <C • 95th Queue Length (ft)91 0 -3 0 -20 332 0 5 785 -- C. Weekday Afternoon School Peak Existing Traffic (See Exhibit 3) • Current C B <C A <A B A A C <C • 95th Queue Length (ft)132 0 -13 0 -61 387 0 6 540 -- 2030 No-Build Traffic (See Exhibit 5) • Current D A <C A <B B A A C <C • 95th Queue Length (ft)150 0 -14 0 -71 471 0 6 746 -- 2030 Total Traffic (See Exhibit 9) • Current D A <C A <B C A A C <C • 95th Queue Length (ft)154 0 -13 0 -72 646 0 6 780 -- D. Weekday Evening Street Peak Existing Traffic (See Exhibit 3) • Current C B <C A <A B A A C <B • 95th Queue Length (ft)101 0 -6 0 -44 434 0 6 560 -- 2030 No-Build Traffic (See Exhibit 5) • Current C A <C A <A B A A C <B • 95th Queue Length (ft)113 0 -5 0 -49 531 0 6 760 -- 2030 Total Traffic (See Exhibit 9) • Current C A <C A <A B A A C <B • 95th Queue Length (ft)113 0 -5 0 -49 564 0 6 802 -- 3. Crystal Lake Rd & Kensington Dr TWSC - EB Stops LT TH RT LT TH RT LT TH RT LT TH RT A. Weekday Morning Street Peak Hour Existing Traffic (See Exhibit 3) • Current >E <---A -----E • 95th Queue Length (ft)-43 ----0 ------ 2030 No-Build Traffic (See Exhibit 5) • Current >F <---A -----F • 95th Queue Length (ft)-65 ----0 ------ 2030 Total Traffic (See Exhibit 9) • Current >F <---A -----F • 95th Queue Length (ft)-105 ----0 ------ C. Weekday Afternoon School Peak Existing Traffic (See Exhibit 3) • Current >E <---B -----E • 95th Queue Length (ft)-35 ----3 ------ 2030 No-Build Traffic (See Exhibit 5) • Current >F <---B -----F • 95th Queue Length (ft)-48 ----3 ------ 2030 Total Traffic (See Exhibit 9) • Current >F <---B -----F • 95th Queue Length (ft)-65 ----5 ------ D. Weekday Evening Street Peak Existing Traffic (See Exhibit 3) • Current >E <---A -----D • 95th Queue Length (ft)-33 ----3 ------ 2030 No-Build Traffic (See Exhibit 5) • Current >F <---A -----F • 95th Queue Length (ft)-45 ----5 ------ 2030 Total Traffic (See Exhibit 9) • Current >F <---A -----F • 95th Queue Length (ft)-50 ----5 ------ - 13.0 - EB Approach 115.9 40.4 25.7 - 19.7 - 35.1 - 16.2 - 18.9 - 14.4 - 25.2 - 29.1 LOS Per Movement Group By Approach > = Shared Lane - = Non Critical or not Allowed Movement SouthboundNorthboundWestboundEastbound - 22.1 - Intersection - 25.8 - 30.7 39.8 Intersection / Timeframe / Scenario Roadway Conditions Intersection / Approach Delay (sec / veh) 24.7 - 21.9 - 22.0 - 20.4 - 23.9 - 23.8 - - - 55.2 87.3 - 73.3 - 57.4 - - 27.7 - 64.7 - Intersection McHenry West High School McHenry, Illinois Gewalt Hamilton Associates, Inc. 24 Table 4: Level-of-Service Summary (cont.) LOS 4. Crystal Lake Rd & HS South Access Police Control LT TH RT LT TH RT LT TH RT LT TH RT A. Weekday Morning Street Peak Hour Existing Traffic (See Exhibit 3) • Current D -A ---D B --D B C • 95th Queue Length (ft)132 -0 ---286 228 --363 0 - 2030 No-Build Traffic (See Exhibit 5) • Current E -B ---D A --D B C • 95th Queue Length (ft)151 -0 ---294 201 --424 21 - 2030 Total Traffic (See Exhibit 9) • Current F -B ---F A --D F E • 95th Queue Length (ft)170 -0 ---512 203 --429 243 - C. Weekday Afternoon School Peak Existing Traffic (See Exhibit 3) • Current C -A ---A B --C A B • 95th Queue Length (ft)107 -0 ---13 232 --327 10 - 2030 No-Build Traffic (See Exhibit 5) • Current C -B ---A B --C A B • 95th Queue Length (ft)107 -4 ---13 284 --397 13 - 2030 Total Traffic (See Exhibit 9) • Current C -C ---B C --D A C • 95th Queue Length (ft)188 -65 ---21 397 --559 16 - D. Weekday Evening Street Peak Existing Traffic (See Exhibit 3) • Current D -B ---A -----C • 95th Queue Length (ft)45 -15 ---8 ------ 2030 No-Build Traffic (See Exhibit 5) • Current E -C ---A -----D • 95th Queue Length (ft)55 -18 ---8 ------ 2030 Total Traffic (See Exhibit 9) • Current F -C ---B -----E • 95th Queue Length (ft)115 -28 ---13 ------ 5. Crystal Lake Rd & HS Center Access Entrance Only LT TH RT LT TH RT LT TH RT LT TH RT A. Weekday Morning Street Peak Hour Existing Traffic (See Exhibit 3) • Current ------B -----A • 95th Queue Length (ft)------3 ------ 2030 No-Build Traffic (See Exhibit 5) • Current ------B -----A • 95th Queue Length (ft)------3 ------ 2030 Total Traffic (See Exhibit 9) • Current ------C -----A • 95th Queue Length (ft)------8 ------ C. Weekday Afternoon School Peak Existing Traffic (See Exhibit 3) • Current ------B -----A • 95th Queue Length (ft)------3 ------ 2030 No-Build Traffic (See Exhibit 5) • Current ------C -----A • 95th Queue Length (ft)------3 ------ 2030 Total Traffic (See Exhibit 9) • Current ------C -----A • 95th Queue Length (ft)------5 ------ D. Weekday Evening Street Peak Existing Traffic (See Exhibit 3) • Current ------A -----A • 95th Queue Length (ft)------0 ------ 2030 No-Build Traffic (See Exhibit 5) • Current ------A -----A • 95th Queue Length (ft)------0 ------ 2030 Total Traffic (See Exhibit 9) • Current ------A -----A • 95th Queue Length (ft)------0 ------ 6. Crystal Lake Rd & HS North Access TWSC - EB Stops LT TH RT LT TH RT LT TH RT LT TH TRT A. Weekday Morning Street Peak Hour Existing Traffic (See Exhibit 3) • Current F -B ---B -----D • 95th Queue Length (ft)18 -5 ---18 ------ 2030 No-Build Traffic (See Exhibit 5) • Current F -B ---B -----E • 95th Queue Length (ft)25 -8 ---20 ------ 2030 Total Traffic (See Exhibit 9) • Current F -C ---B -----F • 95th Queue Length (ft)40 -8 ---25 ------ C. Weekday Afternoon School Peak Existing Traffic (See Exhibit 3) • Current E -B ---A -----C • 95th Queue Length (ft)43 -10 ---0 ------ 2030 No-Build Traffic (See Exhibit 5) • Current F -B ---A -----D • 95th Queue Length (ft)58 -13 ---0 ------ 2030 Total Traffic (See Exhibit 9) • Current F -B ---A -----E • 95th Queue Length (ft)78 -13 ---0 ------ D. Weekday Evening Street Peak Existing Traffic (See Exhibit 3) • Current E -B ---A -----D • 95th Queue Length (ft)15 -3 ---0 ----- 2030 No-Build Traffic (See Exhibit 5) • Current F -B ---A -----D • 95th Queue Length (ft)18 -3 ---0 ------ 2030 Total Traffic (See Exhibit 9) • Current F -B ---A -----E • 95th Queue Length (ft)30 -3 ---3 ------ EB Approach 44.5 EB Approach Police Control 25.8 - 26.9 - 69.2 - 16.8 - 18.2 - 27.8 - 23.0 EB Approach - 41.7 - 0.0 - 0.0 EB Approach 27.5 - - 36.2 - 65.6 - 24.2 - 45.3 - 27.2 - 0.0 NB Approach - 0.6 0.2 - 0.2 - 0.3 - - 0.4 - 0.3 27.4 32.3 - 34.5 - Intersection / Timeframe / Scenario Roadway Conditions LOS Per Movement Group By Approach Intersection / Approach > = Shared Lane - = Non Critical or not Allowed Movement Eastbound Westbound Northbound Southbound Delay (sec / veh) McHenry West High School McHenry, Illinois Gewalt Hamilton Associates, Inc. 25 Table 4: Level-of-Service Summary (cont.) LOS 7. Royal Dr & Oakwood Dr/Northfox Ln TWSC - NEB Stops LT TH RT LT TH RT LT TH RT LT TH RT A. Weekday Morning Street Peak Hour Northeast Southwest Northwest Southeast Existing Traffic (See Exhibit 3) • Current >B <>B <A -->A B <>B <A -->A B <>B <A -->A B <>B <A -->A B <>B <A -->A B <>B <A -->A A <>B <A -->A <A • 95th Queue Length (ft)-5 --3 -5 ---0 -- 2030 No-Build Traffic (See Exhibit 5) • Current >A <>B <A -->A <A • 95th Queue Length (ft)-8 --3 -5 ---0 -- 2030 Total Traffic (See Exhibit 9) • Current >A <>B <A -->A <A • 95th Queue Length (ft)-8 --3 -5 ---0 -- 8. Oakwood Dr & Bus-Exit TWSC - WB Stops LT TH RT LT TH RT LT TH RT LT TH RT A. Weekday Morning Street Peak Hour Existing Traffic (See Exhibit 3) • Current --->A <------A • 95th Queue Length (ft)----8 -------- 2030 No-Build Traffic (See Exhibit 5) • Current --->A <------A • 95th Queue Length (ft)----5 -------- 2030 Total Traffic (See Exhibit 9) • Current --->A <------A • 95th Queue Length (ft)----8 -------- C. Weekday Afternoon School Peak Existing Traffic (See Exhibit 3) • Current --->A <------A • 95th Queue Length (ft)----8 -------- 2030 No-Build Traffic (See Exhibit 5) • Current --->B <------B • 95th Queue Length (ft)----8 -------- 2030 Total Traffic (See Exhibit 9) • Current --->B <------B • 95th Queue Length (ft)----10 -------- D. Weekday Evening Street Peak Existing Traffic (See Exhibit 3) • Current --->A <------A • 95th Queue Length (ft)----0 -------- 2030 No-Build Traffic (See Exhibit 5) • Current --->A <------A • 95th Queue Length (ft)----0 -------- 2030 Total Traffic (See Exhibit 9) • Current --->A <------A • 95th Queue Length (ft)----0 -------- - WB Approach 9.7 - 9.8 9.9 NEB Approach 12.4 - 9.3 - 9.4 - 12.4 - 8.6 - 8.6 9.9 - 10.1 - - 10.0 - - 8.6 - - 11.4 - 11.5 - 9.4 - 11.8 - 11.0 Intersection / Timeframe / Scenario Roadway Conditions LOS Per Movement Group By Approach Intersection / Approach > = Shared Lane - = Non Critical or not Allowed Movement Eastbound Westbound Northbound Southbound Delay (sec / veh) McHenry West High School McHenry, Illinois Gewalt Hamilton Associates, Inc. 26 Traffic Impact Discussion 1. The signalized intersections at Dartmoor Drive and Royal Drive with Crystal Lake Road currently experience acceptable levels of service for overall intersection operations during the weekday morning, afternoon school, and evening street peak hours. Under future No-build (year 2030) conditions, these signalized intersections still operate under acceptable levels of service. However, after the addition of new site traffic, individual movements begin to deteriorate. During the future Total (year 2030) traffic, eastbound Dartmoor Drive begins to operate with unacceptable levels delay, at LOS F. Future signal timing modifications are presented as Table 5 in Appendix J and were implemented to help mitigate the effects of the proposed site traffic. 2. As stated above, in order to accommodate future Total conditions, the traffic signal timing modifications in Appendix J were applied to the intersection at Dartmoor Drive with Crystal Lake Road. Without adjustments under future conditions, traffic operations could function under significant constraints. The modifications made at Crystal Lake Road and Dartmoor Drive help to facilitate the increased amount of through traffic along Crystal Lake Road from the proposed High School addition. The proposed timing changes increase time given to northbound and southbound through movements. Furthermore, the minor street (Dartmoor Drive) movements are adjusted slightly to help facilitate traffic onto and off of Crystal Lake Road. 3. As explained earlier in the report, it should be noted that alternative projections provided by CMAP include a scenario where a potential roadway widening project would be completed along IL Route 31. If this roadway is widened from two to four lanes, it would potentially reduce future traffic volumes along the study area roadways, which would decrease delays. However, there is no construction scheduled or funding to implement the improvements at this time; therefore, the higher volume projections were chosen in these analyses to provide a conservative analysis scenario. 4. Eastbound movements from Kensington Drive onto Crystal Lake Road currently operate under capacity constraints during the morning and afternoon school peak hours at LOS E. Under future No-Build and Total conditions, all three peak hours will begin to operate at unfavorable conditions. It is important to note that the 95th queue length (worst case scenario) reaches approximately 100 feet, which is around 5 cars. This is a typical scenario for a minor street intersecting an arterial roadway with heavy through traffic volumes. 5. Currently, the Crystal Lake Road and McHenry HS South Access intersection operates under Police Control during both the morning and afternoon school peak hours. Accordingly, the movements at this intersection operate similar to under traffic signal control. Under existing conditions, the analysis displays that all movements operate under no capacity constraints, at LOS D or better. However, it is important to keep in mind that the modeling software examines the average worst delay over a one-hour period of time. As such is the case with most schools, drop-off and pick-up operations are condensed to approximately 30-minute periods of time. During GHA’s site observations in January 2019, it was noted that backups do occur along Crystal Lake Road, particularly during the morning peak hour. With no changes to school operations, the South Access intersection will operate at LOS E during the morning peak hour, with significant delays to eastbound movements, as well as northbound lefts and southbound rights into the parking lot. The analysis displays that this intersection operates under no capacity constraints during the afternoon school peak hour; however, some movements are constrained during the evening street peak hour. Due to no Police Officer being present at the intersection during the evening street peak hour, vehicles will experience more delay while maneuvering from the parking lot onto Crystal Lake Road. 6. The Crystal Lake Road and Center Access intersection experienced minimal delays during all hours studied. This is likely due to the “entrance-only” nature of this intersection. However, residual delays along Crystal Lake Road may affect northbound and southbound operations. 7. The North Access intersection with Crystal Lake Road has one movement that operates under constraints during all scenarios and peak hours analyzed. Eastbound left turns from the parking lot onto Crystal Lake Road operate at LOS E, with the maximum queue length reaching approximately 78 feet, which is 4 cars. 8. The intersection at Royal Drive and Oakwood Drive/Northfox Lane operates without constraints under both existing and future conditions. McHenry West High School McHenry, Illinois Gewalt Hamilton Associates, Inc. 27 Future Parking Analyses Analysis was conducted to determine the number of parking spaces required to accommodate the new high school addition. In order to project future peak parking demand, GHA referenced two sources: the parking counts conducted by GHA in January 2019 at the subject site (see Appendix C) and requirements per City of McHenry Code. Table 6 summarizes the peak parking demand projections from each of the two sources. Table 6: Future Parking Demand Use Variable Existing Peak Demand1 Future Peak Demand2 GHA Local City Code5 GHA Local City Code McHenry West High School Student 315 359 589 500 Staff 185 258 Support3 4 6 Visitor 4 6 Accessible4 16 17 Total 524 876 1 Current student enrollment of 1,434 students supported by 140 staff. 2 Future student enrollment of 2000. Calculations based on a proportional increase from current student enrollment. 3 Drivers Ed., Activities, etc. 4 Accessible spaces required by law, represents supply instead of demand. 5 One space per 4 students. As shown in Table 6, a minimum of 876 parking spaces should be provided to accommodate the anticipated future parking demand should McHenry West High School reach its capacity of 2,000 students. Note, this conservatively assumes a future parking policy similar to existing, which provides a parking space / permit for all student requests. It is not uncommon, and is often typical practice, for high schools to implement a parking policy which permits parking based on a lottery system, with priority typically given to Senior, honor roll students, etc. Accordingly, it is recommended that parking be monitored with growth in student enrollment to determine if modifications to the existing parking policy are required. Consideration should also be given to providing assigned (numbered) parking spaces within the student parking lot to minimize internal circulation and traffic impacts. Measures should also be considered to reduce future parking demand including providing adequate pedestrian and bicycle infrastructure that is easily accessible, along with programs/education to encourage the use of school buses and non-auto modes (walking and biking) as primary means to access the school. McHenry West High School McHenry, Illinois Gewalt Hamilton Associates, Inc. 28 Part V. Conclusions A traffic impact and parking study was performed for the proposed addition to the existing McHenry West High School located at 4723 Crystal Lake Road in McHenry, Illinois. Existing and future conditions in the study area have been described, analyzed and evaluated with respect to traffic operations and the impact of the planned development. Conclusions of this effort are presented below: 1. The proposed development includes an addition to the north side of the existing building, including STEM laboratories. Additionally, new parking and tennis courts will be added to the area south of the High School. 2. The school is anticipated to serve a future student enrollment of 2000 students, with the student population transitioning from the current Freshmen through Senior campus to the proposed Sophomore through Senior campus. 3. Continued collaboration with McHenry High School Staff and District 156 staff is needed to evaluate alternative circulation scenarios with the end goal of increasing the efficiency of operations and maintaining safety for all users- students, staff, and parents. In order to accomplish this, internal site improvements could be considered, such as a new connection between the north parking lot and the bus lane in the area of the northeast corner of the building. Consideration could also be given to providing a new access point on Crystal Lake Road and/or relocating existing access, provided adequate spacing between intersections and improved operations are provided. 4. Trip generation for the increase in student population for the design year (2030) was quantified for the weekday morning, afternoon school and evening street peak periods, using local trip generation rates, which produced higher results than industry standard (ITE Trip Generation). 5. Analyses have been conducted for all study intersections to determine the impact from the planned development, along with general growth within the study area (assumed at 1 percent compounded per year) to the 2030 design year. 6. The current parent drop-off/pick-up lane does not provide sufficient stacking to accommodate the future growth in student enrollment. Based on the existing, typical vehicle queue observed at 26 vehicles during the morning peak hour and 58 vehicles during the afternoon school peak hour, and a proportional increase based on the growth in student population and shift in student demographics, stacking for a minimum of 29 vehicles should be provided during the morning peak hour and staking for a minimum of 65 vehicles should be provided for the afternoon school peak hour. 7. Several of the movements at the study area intersections along Crystal Lake Road currently experience capacity constraints during the weekday morning and afternoon school and street peak periods. These intersections are anticipated to continue to operate at these levels with the anticipated general growth in background traffic, as well as additional site traffic (increase in student population). The modified signal timings help to reduce congestion and promote increased progression along Crystal Lake Road. 8. A minimum of 876 parking spaces should be provided on site to account for the maximum (2,000 students) anticipated growth in student enrollment / increase in staff. It is recommended that the parking facilities be monitored for future on-site parking needs, if/when growth in student population warrants, with consideration to modifications to its existing parking policy to include limiting number of student parking permits issued and/or providing assigned (numbered) parking within the student parking lots to minimize circulation / traffic impacts. 9. A pedestrian connection from the sidewalk along the west side of Crystal Lake Road into the High School should be considered. Currently, no such connection exists, and some students must traverse through the parking lots to enter the school. McHenry West High School McHenry, Illinois Gewalt Hamilton Associates, Inc. 29 Part VI. Technical Addendum The following Appendices were previously referenced. They provide technical support for our observations, findings and recommendations discussed in the text. Appendices A. Photo Inventory B. Traffic Count Summaries C. Parking Summary D. Crash Map E. CMAP Traffic Projections F. ITE Trip Generation Excerpts G. Traffic Signal Warrant Analyses H. Supplemental Site Traffic I. Intersection Capacity Analyses J. Future Signal Timing Modifications McHenry West High School McHenry, Illinois APPENDIX A Photo Inventory Appendix A Photo Inventory Page 1 | 6 Looking northeast along Crystal Lake Rd at Royal Dr Looking northwest along Heritage Woods Access at Crystal Lake Rd Looking southwest along Crystal Lake Rd at Royal Dr Looking southeast along Royal Dr at Crystal Lake Rd Looking northwest along Royal Dr at Oakwood Dr/Northfox Ln Looking southwest along Northfox Ln at Royal Dr Appendix A Photo Inventory Page 2 | 6 Looking southeast along Royal Dr at Oakwood Dr/Northfox Ln Looking northeast along Oakwood Dr at Royal Dr Looking southwest along Oakwood Dr at Bus Exit Looking northeast along Oakwood Dr at Bus Exit Looking northwest along Bus Exit at Oakwood Dr Looking southeast along HS North Access at Crystal Lake Rd Appendix A Photo Inventory Page 3 | 6 Looking southwest along Crystal Lake Rd at HS North Access Looking northeast along Crystal Lake Rd at HS North Access Looking southwest along Crystal Lake Rd at HS Center Access Looking southeast along HS Center Access at Crystal Lake Rd Looking northeast along Crystal Lake Rd at HS Center Access Looking southwest along Crystal Lake Rd at HS South Access Appendix A Photo Inventory Page 4 | 6 Looking northeast along Crystal Lake Rd at HS South Access Looking southeast along HS South Access at Crystal Lake Rd Looking southwest along Crystal Lake Rd at Kensington Dr Looking southeast along Kensington Dr at Crystal Lake Rd Looking northeast along Crystal Lake Rd at Kensington Dr Looking southwest along Crystal Lake Rd at Dartmoor DR Appendix A Photo Inventory Page 5 | 6 Looking southeast along Dartmoor Dr at Crystal Lake Rd Looking northeast along Crystal Lake Rd at Dartmoor Dr Looking northwest along Dartmoor Dr at Crystal Lake Rd Looking at traffic cone setup in south Student Lot before PM Peak Looking at Crystal Lake Rd at HS South Access intersection during AM Peak Looking at Crystal Lake Rd southbound queue during AM Peak Appendix A Photo Inventory Page 6 | 6 Looking at Student Drop-Off / Pick-Up Lane Looking at Student Drop-Off Operations during AM Peak Looking northeast along Bus Loading Entrance Looking northeast along Bus Loading Exit Looking at central enter/exit lane that splits the South Student Lot Looking at central enter/exit lane that splits the South Student Lot McHenry West High School McHenry, Illinois APPENDIX B Existing Traffic Count Summaries Gewalt Hamilton Associates Inc.625 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 jopitz@gha-engineers.comCount Name: Crystal Lake at West HS South(Main) AccessSite Code:Start Date: 01/16/2019Page No: 1Turning Movement DataStart TimeCrystal Lake RdCrystal Lake RdCenter (Main) AccessSouthboundNorthboundEastboundThruRightU-TurnPedsApp. TotalLeftThruU-TurnPedsApp. TotalLeftRightU-TurnPedsApp. TotalInt. Total6:30 AM712400951773009061100172026:45 AM56410097351080014312230035275Hourly Total12765001925218100233183400524777:00 AM57990015611313200245356200974987:15 AM681440021210983001925366001195237:30 AM681400825650070221400361887:45 AM741007521020010410001180Hourly Total26725800525229382006111111420025313898:00 AM56000561810082000101388:15 AM58500632830085000001488:30 AM80100812840086000001678:45 AM10510010611350013601001243Hourly Total299700306638300389010116969:00 AM80100811860087100011699:15 AM7320075067006730033145*** BREAK ***----------------Hourly Total153300156115300154400343142:00 PM821008338300869901181872:15 PM884009229900101200021952:30 PM10817001251111000121220042502:45 PM932400117610700113708008150380Hourly Total3714600417223990042183910917410123:00 PM121602127597001027074021443733:15 PM1372001392121001236500112733:30 PM14070014741230012771100182923:45 PM1328001405157001621180119321Hourly Total5302302553164980051494980319212594:00 PM14370015071640017113701203414:15 PM14422001661913400153252200473664:30 PM14612001581917100190231900423904:45 PM13610001461016300173790116335Hourly Total5695100620556320068768570212514325:00 PM15813001711713200149122000323525:15 PM119140013315176001917600133375:30 PM140140015461540016011300143285:45 PM1085001131013600146750012271Hourly Total52546005714859800646373400711288Grand Total284149902334042932260036554154570188727867Approach %85.114.90.0--11.788.30.0--47.652.40.0---Total %36.16.30.0-42.55.541.00.0-46.55.35.80.0-11.1-Lights27624990-326142731520-35794084510-8597699 % Lights97.2100.0--97.699.597.7--97.998.398.7--98.597.9Buses4400-442510-53760-13110% Buses1.50.0--1.30.51.6--1.51.71.3--1.51.4Single-Unit Trucks2700-270180-18000-045% Single-Unit Trucks1.00.0--0.80.00.6--0.50.00.0--0.00.6Articulated Trucks800-8050-5000-013% Articulated Trucks0.30.0--0.20.00.2--0.10.00.0--0.00.2Pedestrians---2----0----18--% Pedestrians---100.0---------100.0-- Gewalt Hamilton Associates Inc.625 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 jopitz@gha-engineers.comCount Name: Crystal Lake at West HS South(Main) AccessSite Code:Start Date: 01/16/2019Page No: 4Turning Movement Peak Hour Data (6:30 AM)Start TimeCrystal Lake RdCrystal Lake RdCenter (Main) AccessSouthboundNorthboundEastboundThruRightU-TurnPedsApp. TotalLeftThruU-TurnPedsApp. TotalLeftRightU-TurnPedsApp. TotalInt. Total6:30 AM712400951773009061100172026:45 AM564100973510800143122300352757:00 AM57990015611313200245356200974987:15 AM68144002121098300192536600119523Total2523080056027439600670106162002681498Approach %45.055.00.0--40.959.10.0--39.660.40.0---Total %16.820.60.0-37.418.326.40.0-44.77.110.80.0-17.9-PHF0.8870.5350.000-0.6600.6060.7500.000-0.6840.5000.6140.000-0.5630.716Lights2413080-5492743840-6581061600-2661473% Lights95.6100.0--98.0100.097.0--98.2100.098.8--99.398.3Buses800-8090-9020-219% Buses3.20.0--1.40.02.3--1.30.01.2--0.71.3Single-Unit Trucks000-0030-3000-03% Single-Unit Trucks0.00.0--0.00.00.8--0.40.00.0--0.00.2Articulated Trucks300-3000-0000-03% Articulated Trucks1.20.0--0.50.00.0--0.00.00.0--0.00.2Pedestrians---0----0----0--% Pedestrians---------------- Gewalt Hamilton Associates Inc.625 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 jopitz@gha-engineers.comCount Name: Crystal Lake at West HS South(Main) AccessSite Code:Start Date: 01/16/2019Page No: 6Turning Movement Peak Hour Data (2:30 PM)Start TimeCrystal Lake RdCrystal Lake RdCenter (Main) AccessSouthboundNorthboundEastboundThruRightU-TurnPedsApp. TotalLeftThruU-TurnPedsApp. TotalLeftRightU-TurnPedsApp. TotalInt. Total2:30 PM10817001251111000121220042502:45 PM9324001176107001137080081503803:00 PM121602127597001027074021443733:15 PM137200139212100123650011273Total459490250824435004591481610103091276Approach %90.49.60.0--5.294.80.0--47.952.10.0---Total %36.03.80.0-39.81.934.10.0-36.011.612.60.0-24.2-PHF0.8380.5100.000-0.9140.5450.8990.000-0.9330.5290.5030.000-0.5150.839Lights445490-494234180-4411471600-3071242% Lights96.9100.0--97.295.896.1--96.199.399.4--99.497.3Buses700-7180-9110-218% Buses1.50.0--1.44.21.8--2.00.70.6--0.61.4Single-Unit Trucks600-6070-7000-013% Single-Unit Trucks1.30.0--1.20.01.6--1.50.00.0--0.01.0Articulated Trucks100-1020-2000-03% Articulated Trucks0.20.0--0.20.00.5--0.40.00.0--0.00.2Pedestrians---2----0----10--% Pedestrians---100.0---------100.0-- Gewalt Hamilton Associates Inc.625 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 jopitz@gha-engineers.comCount Name: Crystal Lake at West HS South(Main) AccessSite Code:Start Date: 01/16/2019Page No: 8Turning Movement Peak Hour Data (4:30 PM)Start TimeCrystal Lake RdCrystal Lake RdCenter (Main) AccessSouthboundNorthboundEastboundThruRightU-TurnPedsApp. TotalLeftThruU-TurnPedsApp. TotalLeftRightU-TurnPedsApp. TotalInt. Total4:30 PM14612001581917100190231900423904:45 PM136100014610163001737901163355:00 PM15813001711713200149122000323525:15 PM11914001331517600191760013337Total559490060861642007034954011031414Approach %91.98.10.0--8.791.30.0--47.652.40.0---Total %39.53.50.0-43.04.345.40.0-49.73.53.80.0-7.3-PHF0.8840.8750.000-0.8890.8030.9120.000-0.9200.5330.6750.000-0.6130.906Lights554490-603606380-69849530-1021403% Lights99.1100.0--99.298.499.4--99.3100.098.1--99.099.2Buses200-2120-3010-16% Buses0.40.0--0.31.60.3--0.40.01.9--1.00.4Single-Unit Trucks300-3020-2000-05% Single-Unit Trucks0.50.0--0.50.00.3--0.30.00.0--0.00.4Articulated Trucks000-0000-0000-00% Articulated Trucks0.00.0--0.00.00.0--0.00.00.0--0.00.0Pedestrians---0----0----1--% Pedestrians-------------100.0-- Gewalt Hamilton Associates Inc.625 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 jopitz@gha-engineers.comCount Name: Crystal Lake/DartmoorSite Code:Start Date: 01/16/2019Page No: 1Turning Movement DataStart TimeCrystal Lake RdDartmoorCrystal Lake RdDartmoorSouthboundWestboundNorthboundEastboundLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalInt. Total6:30 AM4842009052150022243000452401700411986:45 AM966700824026003027510078403110054244Hourly Total131509001729241005241181001236432800954427:00 AM1310414031315247005451322001396811200814057:15 AM199027011365339004728300085570900663347:30 AM7778009241130018640200481511500311897:45 AM26751075701600231682007116060022191Hourly Total41338541443421611500142143236003431562420020011198:00 AM2603006500100010254100571621400321648:15 AM2527016122140018062100631101300241668:30 AM380100846190016157000581121500281868:45 AM98990010732170022997200108211130035272Hourly Total1628120013171155000661227040028659555001197889:00 AM7651200844410001856840077141700222019:15 AM8541200742080010447000519080117152*** BREAK ***-------------------------Hourly Total1511924001586418002891154001282311501393532:00 PM10671601931012001337300076100200121942:15 PM6729008721400737700080160200181922:30 PM127722001112113001628820092131600202392:45 PM29973104157221300173942009914460224297Hourly Total57313780544874420053113324003475351602749223:00 PM251403501420041110116107830091125601233303:15 PM238624011331218002158760098164800282803:30 PM18113270015820800106115200123801000183093:45 PM161022100139441900271113920015212080020338Hourly Total8244110701563011756017432419130046448932018912574:00 PM2510423001523210001511136700154202202243454:15 PM25112250016233170023161066001283121000433564:30 PM151033500153412400299143500157191700273664:45 PM19993000148131300171313860015716160023345Hourly Total8441811300615119640084495232400596866250211714125:00 PM231193301175111300159111400124244700353495:15 PM22772500124102200238145800161261800353435:30 PM26753500136211200156132200140201600273185:45 PM19602400103151800241210410011723060029273Hourly Total90331117015385765007735492150054293627001261283Grand Total3982391522126331281444510157616625927100282958237240068597576Approach %12.072.215.80.0--14.17.678.30.0--5.991.62.50.0--67.84.327.90.0---Total %5.331.66.90.0-43.71.10.66.00.0-7.62.234.20.90.0-37.37.70.53.20.0-11.3- Lights38923265131-322976414430-5601622538690-2769566352390-8407398% Lights97.797.398.3100.0-97.593.893.298.2--97.297.697.997.2--97.997.394.699.6--97.897.7Buses83770-524160-1123510-3814110-16117% Buses2.01.51.30.0-1.64.92.31.3--1.91.21.41.4--1.32.42.70.4--1.91.5Single-Unit Trucks02120-230210-321200-142100-343% Single-UnitTrucks0.00.90.40.0-0.70.04.50.2--0.51.20.50.0--0.50.32.70.0--0.30.6Articulated Trucks1700-81010-20710-80000-018% ArticulatedTrucks0.30.30.00.0-0.21.20.00.2--0.30.00.31.4--0.30.00.00.0--0.00.2Pedestrians----26-----1-----0-----6--% Pedestrians----100.0-----100.0-----------100.0-- Gewalt Hamilton Associates Inc.625 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 jopitz@gha-engineers.comCount Name: Crystal Lake/DartmoorSite Code:Start Date: 01/16/2019Page No: 4Turning Movement Peak Hour Data (6:30 AM)Start TimeCrystal Lake RdDartmoorCrystal Lake RdDartmoorSouthboundWestboundNorthboundEastboundLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalInt. Total6:30 AM4842009052150022243000452401700411986:45 AM9667008240260030275100784031100542447:00 AM1310414031315247005451322001396811200814057:15 AM19902701136533900472830008557090066334Total4534450044391971270015311333300347189449002421181Approach %10.378.411.40.0--12.44.683.00.0--3.296.00.90.0--78.11.720.20.0---Total %3.829.14.20.0-37.21.60.610.80.0-13.00.928.20.30.0-29.416.00.34.10.0-20.5-PHF0.5920.8270.4630.000-0.8070.9500.5830.6760.000-0.7080.5500.6310.3750.000-0.6240.6950.3330.7210.000-0.7470.729Lights43331490-4231871250-1501132530-3391864490-2391151% Lights95.696.298.0--96.494.7100.098.4--98.0100.097.6100.0--97.798.4100.0100.0--98.897.5Buses2810-111020-30500-53000-322% Buses4.42.32.0--2.55.30.01.6--2.00.01.50.0--1.41.60.00.0--1.21.9Single-Unit Trucks0500-50000-00200-20000-07% Single-UnitTrucks0.01.50.0--1.10.00.00.0--0.00.00.60.0--0.60.00.00.0--0.00.6Articulated Trucks0000-00000-00100-10000-01% ArticulatedTrucks0.00.00.0--0.00.00.00.0--0.00.00.30.0--0.30.00.00.0--0.00.1Pedestrians----4-----0-----0-----0--% Pedestrians----100.0-------------------- Gewalt Hamilton Associates Inc.625 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 jopitz@gha-engineers.comCount Name: Crystal Lake/DartmoorSite Code:Start Date: 01/16/2019Page No: 6Turning Movement Peak Hour Data (2:30 PM)Start TimeCrystal Lake RdDartmoorCrystal Lake RdDartmoorSouthboundWestboundNorthboundEastboundLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalInt. Total2:30 PM127722001112113001628820092131600202392:45 PM299731041572213001739420099144602242973:00 PM251403501420041110116107830091125601233303:15 PM23862401133121800215876009816480028280Total894001120196019655017020347130038055142603951146Approach %14.866.618.60.0--12.98.678.60.0--5.391.33.40.0--57.914.727.40.0---Total %7.834.99.80.0-52.40.80.54.80.0-6.11.730.31.10.0-33.24.81.22.30.0-8.3-PHF0.7670.7140.8000.000-0.7510.5630.7500.7640.000-0.8330.5000.9230.5420.000-0.9600.8590.7000.8130.000-0.8480.868Lights863911090-58686530-6719335130-3675314260-931113% Lights96.697.897.3--97.588.9100.096.4--95.795.096.5100.0--96.696.4100.0100.0--97.997.1Buses2320-71010-20500-52000-216% Buses2.20.81.8--1.211.10.01.8--2.90.01.40.0--1.33.60.00.0--2.11.4Single-Unit Trucks0510-60010-11500-60000-013% Single-UnitTrucks0.01.30.9--1.00.00.01.8--1.45.01.40.0--1.60.00.00.0--0.01.1Articulated Trucks1100-20000-00200-20000-04% ArticulatedTrucks1.10.30.0--0.30.00.00.0--0.00.00.60.0--0.50.00.00.0--0.00.3Pedestrians----19-----1-----0-----3--% Pedestrians----100.0-----100.0-----------100.0-- Gewalt Hamilton Associates Inc.625 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 jopitz@gha-engineers.comCount Name: Crystal Lake/DartmoorSite Code:Start Date: 01/16/2019Page No: 8Turning Movement Peak Hour Data (4:30 PM)Start TimeCrystal Lake RdDartmoorCrystal Lake RdDartmoorSouthboundWestboundNorthboundEastboundLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalInt. Total4:30 PM151033500153412400299143500157191700273664:45 PM199930001481313001713138600157161600233455:00 PM231193301175111300159111400124244700353495:15 PM2277250012410220023814580016126180035343Total79398123016007572008439537230059985728001201403Approach %13.266.320.50.0--8.36.085.70.0--6.589.63.80.0--70.85.823.30.0---Total %5.628.48.80.0-42.80.50.45.10.0-6.02.838.31.60.0-42.76.10.52.00.0-8.6-PHF0.8590.8360.8790.000-0.8570.4380.4170.7500.000-0.7240.7500.9260.7190.000-0.9300.8170.4380.8750.000-0.8570.958Lights793941230-59675720-8438534230-595846280-1181393% Lights100.099.0100.0--99.3100.0100.0100.0--100.097.499.4100.0--99.398.885.7100.0--98.399.3Buses0300-30000-00300-30000-06% Buses0.00.80.0--0.50.00.00.0--0.00.00.60.0--0.50.00.00.0--0.00.4Single-Unit Trucks0100-10000-01000-11100-24% Single-UnitTrucks0.00.30.0--0.20.00.00.0--0.02.60.00.0--0.21.214.30.0--1.70.3Articulated Trucks0000-00000-00000-00000-00% ArticulatedTrucks0.00.00.0--0.00.00.00.0--0.00.00.00.0--0.00.00.00.0--0.00.0Pedestrians----1-----0-----0-----0--% Pedestrians----100.0-------------------- Gewalt Hamilton Associates Inc.625 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 jopitz@gha-engineers.comCount Name: Crystal Lake/KensingtonSite Code:Start Date: 01/16/2019Page No: 1Turning Movement DataStart TimeCrystal Lake RdWestbound ApproachCrystal Lake RdKensingtonSouthboundWestboundNorthboundEastboundLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalInt. Total6:30 AM081100820000000810008170700141776:45 AM07530078000000014100014130100113232Hourly Total015640016000000002220002221001701274097:00 AM01173001200000001239000240401205163767:15 AM01246001300000003184000187401205163337:30 AM08310084000000068000681060171597:45 AM071100720000001990001005050010182Hourly Total039511004060000005590000595140350114910508:00 AM058000580000003770008050600111498:15 AM05610057000000186000872040061508:30 AM078300810000000790007930900121728:45 AM010030010300000041310001355060011249Hourly Total029270029900000083730003811502500407209:00 AM08210083000000586000912030051799:15 AM0710007100000016300064302015140*** BREAK ***-------------------------Hourly Total0153100154000000614900015550501103192:00 PM08830091000000087000873050181862:15 PM082600880000003990001024040081982:30 PM0104800112000000610900011570611142412:45 PM0159110017000000081130001213030236297Hourly Total043328004610000001740800042517018125369223:00 PM0192170020900000031000001031050763183:15 PM013270013900000001200001204030172663:30 PM015450015900000051260001311060072973:45 PM014170014800000011160000171303006325Hourly Total06193600655000000195060005259017082612064:00 PM014480015200000061580001641010223184:15 PM016080016800000021470001492020043214:30 PM015280016000000061820001881050063544:45 PM014540014900000010157000167405009325Hourly Total06012800629000000246440006688013022113185:00 PM017180017900000061450001511010223325:15 PM012160012700000081860001946020083295:30 PM013660014200000091540001636030093145:45 PM0999001080000006144000150302005263Hourly Total0527290055600000029629000658160802241238Grand Total03176144003320000000108352100036299401381502337182Approach %0.095.74.30.0--0.00.00.00.0--3.097.00.00.0--40.30.059.20.4---Total %0.044.22.00.0-46.20.00.00.00.0-0.01.549.00.00.0-50.51.30.01.90.0-3.2- Lights030991400-32390000-0106344800-35549301331-2277020% Lights-97.697.2--97.6------98.197.9---97.998.9-96.4100.0-97.497.7Buses05020-520000-015200-530020-2107% Buses-1.61.4--1.6------0.91.5---1.50.0-1.40.0-0.91.5Single-Unit Trucks02020-220000-001500-151020-340% Single-UnitTrucks-0.61.4--0.7------0.00.4---0.41.1-1.40.0-1.30.6Articulated Trucks0700-70000-01600-70010-115% ArticulatedTrucks-0.20.0--0.2------0.90.2---0.20.0-0.70.0-0.40.2Pedestrians----0-----0-----0-----50--% Pedestrians----------------------100.0-- Gewalt Hamilton Associates Inc.625 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 jopitz@gha-engineers.comCount Name: Crystal Lake/KensingtonSite Code:Start Date: 01/16/2019Page No: 4Turning Movement Peak Hour Data (6:30 AM)Start TimeCrystal Lake RdWestbound ApproachCrystal Lake RdKensingtonSouthboundWestboundNorthboundEastboundLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalInt. Total6:30 AM081100820000000810008170700141776:45 AM075300780000000141000141301001132327:00 AM01173001200000001239000240401205163767:15 AM0124600130000000318400018740120516333Total03971300410000000464500064918041011591118Approach %0.096.83.20.0--0.00.00.00.0--0.699.40.00.0--30.50.069.50.0---Total %0.035.51.20.0-36.70.00.00.00.0-0.00.457.70.00.0-58.11.60.03.70.0-5.3-PHF0.0000.8000.5420.000-0.7880.0000.0000.0000.000-0.0000.3330.6750.0000.000-0.6760.6430.0000.8540.000-0.9220.743Lights0383130-3960000-0363300-636180400-581090% Lights-96.5100.0--96.6------75.098.1---98.0100.0-97.6--98.397.5Buses01000-100000-001000-100010-121% Buses-2.50.0--2.4------0.01.6---1.50.0-2.4--1.71.9Single-Unit Trucks0400-40000-00200-20000-06% Single-UnitTrucks-1.00.0--1.0------0.00.3---0.30.0-0.0--0.00.5Articulated Trucks0000-00000-01000-10000-01% ArticulatedTrucks-0.00.0--0.0------25.00.0---0.20.0-0.0--0.00.1Pedestrians----0-----0-----0-----11--% Pedestrians----------------------100.0-- Gewalt Hamilton Associates Inc.625 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 jopitz@gha-engineers.comCount Name: Crystal Lake/KensingtonSite Code:Start Date: 01/16/2019Page No: 6Turning Movement Peak Hour Data (2:30 PM)Start TimeCrystal Lake RdWestbound ApproachCrystal Lake RdKensingtonSouthboundWestboundNorthboundEastboundLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalInt. Total2:30 PM0104800112000000610900011570611142412:45 PM01591100170000000811300012130302362973:00 PM0192170020900000031000001031050763183:15 PM01327001390000000120000120403017266Total058743006300000001744200045915017132331122Approach %0.093.26.80.0--0.00.00.00.0--3.796.30.00.0--45.50.051.53.0---Total %0.052.33.80.0-56.10.00.00.00.0-0.01.539.40.00.0-40.91.30.01.50.1-2.9-PHF0.0000.7640.6320.000-0.7540.0000.0000.0000.000-0.0000.5310.9210.0000.000-0.9480.5360.0000.7080.250-0.5890.882Lights0573420-6150000-01742700-444140161-311090% Lights-97.697.7--97.6------100.096.6---96.793.3-94.1100.0-93.997.1Buses0800-80000-00800-80000-016% Buses-1.40.0--1.3------0.01.8---1.70.0-0.00.0-0.01.4Single-Unit Trucks0410-50000-00400-41010-211% Single-UnitTrucks-0.72.3--0.8------0.00.9---0.96.7-5.90.0-6.11.0Articulated Trucks0200-20000-00300-30000-05% ArticulatedTrucks-0.30.0--0.3------0.00.7---0.70.0-0.00.0-0.00.4Pedestrians----0-----0-----0-----32--% Pedestrians----------------------100.0-- Gewalt Hamilton Associates Inc.625 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 jopitz@gha-engineers.comCount Name: Crystal Lake/KensingtonSite Code:Start Date: 01/16/2019Page No: 8Turning Movement Peak Hour Data (4:30 PM)Start TimeCrystal Lake RdWestbound ApproachCrystal Lake RdKensingtonSouthboundWestboundNorthboundEastboundLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalInt. Total4:30 PM015280016000000061820001881050063544:45 PM0145400149000000101570001674050093255:00 PM017180017900000061450001511010223325:15 PM01216001270000008186000194602008329Total05892600615000000306700007001201302251340Approach %0.095.84.20.0--0.00.00.00.0--4.395.70.00.0--48.00.052.00.0---Total %0.044.01.90.0-45.90.00.00.00.0-0.02.250.00.00.0-52.20.90.01.00.0-1.9-PHF0.0000.8610.8130.000-0.8590.0000.0000.0000.000-0.0000.7500.9010.0000.000-0.9020.5000.0000.6500.000-0.6940.946Lights0584260-6100000-03066600-696120130-251331% Lights-99.2100.0--99.2------100.099.4---99.4100.0-100.0--100.099.3Buses0300-30000-00300-30000-06% Buses-0.50.0--0.5------0.00.4---0.40.0-0.0--0.00.4Single-Unit Trucks0200-20000-00100-10000-03% Single-UnitTrucks-0.30.0--0.3------0.00.1---0.10.0-0.0--0.00.2Articulated Trucks0000-00000-00000-00000-00% ArticulatedTrucks-0.00.0--0.0------0.00.0---0.00.0-0.0--0.00.0Pedestrians----0-----0-----0-----2--% Pedestrians----------------------100.0-- Gewalt Hamilton Associates Inc.625 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 jopitz@gha-engineers.comCount Name: Crystal Lake Rd at West HSCenter AccessSite Code:Start Date: 01/16/2019Page No: 1Turning Movement DataStart TimeCrystal Lake RdCrystal Lake RdCenter AccessSouthboundNorthboundEastboundThruRightU-TurnPedsApp. TotalLeftThruU-TurnPedsApp. TotalLeftRightU-TurnPedsApp. TotalInt. Total6:30 AM993001020760076000001786:45 AM92160010851140011900010227Hourly Total1911900210519000195000104057:00 AM168200170016500165000203357:15 AM194300197313500138000003357:30 AM81200830870087000001707:45 AM732007501040010400000179Hourly Total5169005253491004940002010198:00 AM58000580800080000001388:15 AM61500660800080000001468:30 AM81100820810081000001638:45 AM11200011201400014000000252Hourly Total312600318038100381000006999:00 AM76210790861087000001669:15 AM7110072069006900010141*** BREAK ***----------------Hourly Total147310151015510156000103072:00 PM83100840930093000201772:15 PM9200092110500106000001982:30 PM124800132011500115000002472:45 PM13490014331750017800010321Hourly Total4331800451448800492000309433:00 PM127200129016900169000102983:15 PM147100148012600126000002743:30 PM153200155012300123000002783:45 PM14930015201620016200000314Hourly Total5768005840580005800001011644:00 PM148100149017100171000203204:15 PM164600170014400144000003144:30 PM157200159018800188000003474:45 PM14400014401660016600000310Hourly Total6139006220669006690002012915:00 PM177600183014500145000103285:15 PM140400144018400184000003285:30 PM143300146116300164000003105:45 PM11940012301440014400000267Hourly Total5791700596163600637000101233Grand Total3367891034571335901036040001107061Approach %97.42.60.0--0.499.60.0--0.00.00.0---Total %47.71.30.0-49.00.250.80.0-51.00.00.00.0-0.0-Lights3299411-3341335231-3527000-06868 % Lights98.046.1100.0-96.623.198.1100.0-97.9-----97.3Buses45450-9010510-61000-0151% Buses1.350.60.0-2.676.91.40.0-1.7-----2.1Single-Unit Trucks1620-180160-16000-034% Single-Unit Trucks0.52.20.0-0.50.00.40.0-0.4-----0.5Articulated Trucks710-8000-0000-08% Articulated Trucks0.21.10.0-0.20.00.00.0-0.0-----0.1Pedestrians---0----0----11--% Pedestrians-------------100.0-- Gewalt Hamilton Associates Inc.625 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 jopitz@gha-engineers.comCount Name: Crystal Lake Rd at West HSCenter AccessSite Code:Start Date: 01/16/2019Page No: 4Turning Movement Peak Hour Data (6:30 AM)Start TimeCrystal Lake RdCrystal Lake RdCenter AccessSouthboundNorthboundEastboundThruRightU-TurnPedsApp. TotalLeftThruU-TurnPedsApp. TotalLeftRightU-TurnPedsApp. TotalInt. Total6:30 AM993001020760076000001786:45 AM921600108511400119000102277:00 AM168200170016500165000203357:15 AM19430019731350013800000335Total5532400577849000498000301075Approach %95.84.20.0--1.698.40.0--0.00.00.0---Total %51.42.20.0-53.70.745.60.0-46.30.00.00.0-0.0-PHF0.7130.3750.000-0.7320.4000.7420.000-0.7550.0000.0000.000-0.0000.802Lights544110-55514860-487000-01042% Lights98.445.8--96.212.599.2--97.8-----96.9Buses8130-21730-10000-031% Buses1.454.2--3.687.50.6--2.0-----2.9Single-Unit Trucks100-1010-1000-02% Single-Unit Trucks0.20.0--0.20.00.2--0.2-----0.2Articulated Trucks000-0000-0000-00% Articulated Trucks0.00.0--0.00.00.0--0.0-----0.0Pedestrians---0----0----3--% Pedestrians-------------100.0-- Gewalt Hamilton Associates Inc.625 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 jopitz@gha-engineers.comCount Name: Crystal Lake Rd at West HSCenter AccessSite Code:Start Date: 01/16/2019Page No: 6Turning Movement Peak Hour Data (2:30 PM)Start TimeCrystal Lake RdCrystal Lake RdCenter AccessSouthboundNorthboundEastboundThruRightU-TurnPedsApp. TotalLeftThruU-TurnPedsApp. TotalLeftRightU-TurnPedsApp. TotalInt. Total2:30 PM124800132011500115000002472:45 PM134900143317500178000103213:00 PM127200129016900169000102983:15 PM14710014801260012600000274Total5322000552358500588000201140Approach %96.43.60.0--0.599.50.0--0.00.00.0---Total %46.71.80.0-48.40.351.30.0-51.60.00.00.0-0.0-PHF0.9050.5560.000-0.9320.2500.8360.000-0.8260.0000.0000.000-0.0000.888Lights52030-52305730-573000-01096% Lights97.715.0--94.70.097.9--97.4-----96.1Buses6170-23350-8000-031% Buses1.185.0--4.2100.00.9--1.4-----2.7Single-Unit Trucks400-4070-7000-011% Single-Unit Trucks0.80.0--0.70.01.2--1.2-----1.0Articulated Trucks200-2000-0000-02% Articulated Trucks0.40.0--0.40.00.0--0.0-----0.2Pedestrians---0----0----2--% Pedestrians-------------100.0-- Gewalt Hamilton Associates Inc.625 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 jopitz@gha-engineers.comCount Name: Crystal Lake Rd at West HSCenter AccessSite Code:Start Date: 01/16/2019Page No: 8Turning Movement Peak Hour Data (4:30 PM)Start TimeCrystal Lake RdCrystal Lake RdCenter AccessSouthboundNorthboundEastboundThruRightU-TurnPedsApp. TotalLeftThruU-TurnPedsApp. TotalLeftRightU-TurnPedsApp. TotalInt. Total4:30 PM157200159018800188000003474:45 PM144000144016600166000003105:00 PM177600183014500145000103285:15 PM14040014401840018400000328Total6181200630068300683000101313Approach %98.11.90.0--0.0100.00.0--0.00.00.0---Total %47.10.90.0-48.00.052.00.0-52.00.00.00.0-0.0-PHF0.8730.5000.000-0.8610.0000.9080.000-0.9080.0000.0000.000-0.0000.946Lights614110-62506800-680000-01305% Lights99.491.7--99.2-99.6--99.6-----99.4Buses210-3030-3000-06% Buses0.38.3--0.5-0.4--0.4-----0.5Single-Unit Trucks200-2000-0000-02% Single-Unit Trucks0.30.0--0.3-0.0--0.0-----0.2Articulated Trucks000-0000-0000-00% Articulated Trucks0.00.0--0.0-0.0--0.0-----0.0Pedestrians---0----0----1--% Pedestrians-------------100.0-- Gewalt Hamilton Associates Inc.625 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 jopitz@gha-engineers.comCount Name: Crystal Lake Rd at West HS NorthAccessSite Code:Start Date: 01/16/2019Page No: 1Turning Movement DataStart TimeCrystal Lake RdCrystal Lake RdNorth AccessSouthboundNorthboundEastboundThruRightU-TurnPedsApp. TotalLeftThruU-TurnPedsApp. TotalLeftRightU-TurnPedsApp. TotalInt. Total6:30 AM1058001135740079220041966:45 AM112170012917970011403013246Hourly Total21725002422217100193250174427:00 AM17536002113413000164400443797:15 AM19826002241213300145410010143837:30 AM836008948700914601101907:45 AM762007801080010822024190Hourly Total5327000602504580050814180173211428:00 AM60200621830084200121488:15 AM69400734790083330061628:30 AM85400890800080330061758:45 AM10840011241420014625007265Hourly Total3221400336938400393101101217509:00 AM76200781880089230051729:15 AM7420076072007230023151*** BREAK ***----------------Hourly Total150400154116000161530283232:00 PM78200803920095450291842:15 PM9220094110500106600062062:30 PM134500139111100112230052562:45 PM137900146218000182750512340Hourly Total4411800459748800495191307329863:00 PM110200112216300165122203343113:15 PM14230014511280012915600212953:30 PM1532001550124001246600122913:45 PM1462001481174001758100618341Hourly Total5519005604589005934144098512384:00 PM14720014901820018291002193504:15 PM16160016711530015471100183394:30 PM158200160318700190340173574:45 PM14830015101670016720002320Hourly Total61413006274689006932125034613665:00 PM180000180015400154240163405:15 PM147200149018500185520073415:30 PM144100145116910171320053215:45 PM12400012401450014513004273Hourly Total595300598165310655111101221275Grand Total34221560035789835921036911231300412537522Approach %95.64.40.0--2.797.30.0--48.651.40.0---Total %45.52.10.0-47.61.347.80.0-49.11.61.70.0-3.4-Lights32981550-34539435171-36121201240-2447309 % Lights96.499.4--96.595.997.9100.0-97.997.695.4--96.497.2Buses9310-943520-55340-7156% Buses2.70.6--2.63.11.40.0-1.52.43.1--2.82.1Single-Unit Trucks2400-241170-18020-244% Single-Unit Trucks0.70.0--0.71.00.50.0-0.50.01.5--0.80.6Articulated Trucks700-7060-6000-013% Articulated Trucks0.20.0--0.20.00.20.0-0.20.00.0--0.00.2Pedestrians---0----0----41--% Pedestrians-------------100.0-- Gewalt Hamilton Associates Inc.625 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 jopitz@gha-engineers.comCount Name: Crystal Lake Rd at West HS NorthAccessSite Code:Start Date: 01/16/2019Page No: 4Turning Movement Peak Hour Data (6:30 AM)Start TimeCrystal Lake RdCrystal Lake RdNorth AccessSouthboundNorthboundEastboundThruRightU-TurnPedsApp. TotalLeftThruU-TurnPedsApp. TotalLeftRightU-TurnPedsApp. TotalInt. Total6:30 AM1058001135740079220041966:45 AM1121700129179700114030132467:00 AM17536002113413000164400443797:15 AM1982600224121330014541001014383Total590870067768434005021015015251204Approach %87.112.90.0--13.586.50.0--40.060.00.0---Total %49.07.20.0-56.25.636.00.0-41.70.81.20.0-2.1-PHF0.7450.6040.000-0.7560.5000.8160.000-0.7650.6250.3750.000-0.4460.786Lights565870-652684270-49510140-241171% Lights95.8100.0--96.3100.098.4--98.6100.093.3--96.097.3Buses2000-20040-4010-125% Buses3.40.0--3.00.00.9--0.80.06.7--4.02.1Single-Unit Trucks500-5030-3000-08% Single-Unit Trucks0.80.0--0.70.00.7--0.60.00.0--0.00.7Articulated Trucks000-0000-0000-00% Articulated Trucks0.00.0--0.00.00.0--0.00.00.0--0.00.0Pedestrians---0----0----15--% Pedestrians-------------100.0-- Gewalt Hamilton Associates Inc.625 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 jopitz@gha-engineers.comCount Name: Crystal Lake Rd at West HS NorthAccessSite Code:Start Date: 01/16/2019Page No: 6Turning Movement Peak Hour Data (2:30 PM)Start TimeCrystal Lake RdCrystal Lake RdNorth AccessSouthboundNorthboundEastboundThruRightU-TurnPedsApp. TotalLeftThruU-TurnPedsApp. TotalLeftRightU-TurnPedsApp. TotalInt. Total2:30 PM134500139111100112230052562:45 PM1379001462180001827505123403:00 PM110200112216300165122203343113:15 PM1423001451128001291560021295Total5231900542658200588363608721202Approach %96.53.50.0--1.099.00.0--50.050.00.0---Total %43.51.60.0-45.10.548.40.0-48.93.03.00.0-6.0-PHF0.9210.5280.000-0.9280.7500.8080.000-0.8080.6000.4090.000-0.5290.884Lights492190-51165680-57436350-711156% Lights94.1100.0--94.3100.097.6--97.6100.097.2--98.696.2Buses2400-24050-5000-029% Buses4.60.0--4.40.00.9--0.90.00.0--0.02.4Single-Unit Trucks500-5070-7010-113% Single-Unit Trucks1.00.0--0.90.01.2--1.20.02.8--1.41.1Articulated Trucks200-2020-2000-04% Articulated Trucks0.40.0--0.40.00.3--0.30.00.0--0.00.3Pedestrians---0----0----8--% Pedestrians-------------100.0-- Gewalt Hamilton Associates Inc.625 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 jopitz@gha-engineers.comCount Name: Crystal Lake Rd at West HS NorthAccessSite Code:Start Date: 01/16/2019Page No: 8Turning Movement Peak Hour Data (4:30 PM)Start TimeCrystal Lake RdCrystal Lake RdNorth AccessSouthboundNorthboundEastboundThruRightU-TurnPedsApp. TotalLeftThruU-TurnPedsApp. TotalLeftRightU-TurnPedsApp. TotalInt. Total4:30 PM158200160318700190340173574:45 PM148300151016700167200023205:00 PM180000180015400154240163405:15 PM14720014901850018552007341Total633700640369300696121002221358Approach %98.91.10.0--0.499.60.0--54.545.50.0---Total %46.60.50.0-47.10.251.00.0-51.30.90.70.0-1.6-PHF0.8790.5830.000-0.8890.2500.9260.000-0.9160.6000.6250.000-0.7860.951Lights62970-63636900-6931290-211350% Lights99.4100.0--99.4100.099.6--99.6100.090.0--95.599.4Buses200-2020-2010-15% Buses0.30.0--0.30.00.3--0.30.010.0--4.50.4Single-Unit Trucks200-2010-1000-03% Single-Unit Trucks0.30.0--0.30.00.1--0.10.00.0--0.00.2Articulated Trucks000-0000-0000-00% Articulated Trucks0.00.0--0.00.00.0--0.00.00.0--0.00.0Pedestrians---0----0----2--% Pedestrians-------------100.0-- Gewalt Hamilton Associates Inc.625 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 jopitz@gha-engineers.comCount Name: Crystal Lake/RoyalSite Code:Start Date: 01/16/2019Page No: 1Turning Movement DataStart TimeCrystal Lake RdAccessCrystal Lake RdFront RoyalSouthboundWestboundNorthboundEastboundLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalInt. Total6:30 AM19070098001001666000721302600392106:45 AM19870010600000078700094180340152252Hourly Total21881400204001001131530001663106001914627:00 AM214890015900000071030001102906003893587:15 AM114970015710000191291001392307201953927:30 AM358120073100001979000883103000612237:45 AM1631100750000001488000102200160236213Hourly Total741839004642000023939910043910301780628111868:00 AM24990060000000677000832001601361798:15 AM06060066200002976000852101000311848:30 AM067110078100001774000812401900432038:45 AM6801301990010118128001136190260045281Hourly Total825639013033010143035500138584071011558479:00 AM55870070010001680100871811800371959:15 AM361100074000000135500068190140033175*** BREAK ***-------------------------Hourly Total81191700144010001191351001553713200703702:00 PM1632600903130071782001992301301362322:15 PM17518009400400412920001042712000482502:30 PM0123230014620200418960001142001800383022:45 PM21281900149002012391472011884801601964403Hourly Total43898600479511101178641720250511816702018611873:00 PM1911900111203005391490001884211905623663:15 PM21172400143201003241190001432601900453343:30 PM11272400152103004191110001303602508613473:45 PM1126240015111000221149000170240200444367Hourly Total54619100557617001410352800063112818301721214144:00 PM11372600164103004321640001963601501514154:15 PM11381900158301004241321001572202402463654:30 PM21401800160300003291681101992301401373994:45 PM1135180015400000024148000172290210050376Hourly Total5550810063670400111096122107241100740418415555:00 PM11522300176001001201260001462612301503735:15 PM31312900163001001261680001942301700403985:30 PM2132190015300100127145000172250900343605:45 PM010716001230010011513400014914190024297Hourly Total652287006150040048857300066188258011481428Grand Total45290345401340223328025448731726133666699562305013278449Approach %1.385.313.30.0--42.65.651.90.0--13.386.50.20.0--52.70.446.90.0---Total %0.534.45.40.0-40.30.30.00.30.0-0.65.837.50.10.0-43.48.30.17.40.0-15.7- Lights4328014390-3283233280-54477310761-359166756040-12768204% Lights95.696.596.7--96.5100.0100.0100.0--100.097.998.0100.0100.0-98.095.4100.097.0--96.297.1Buses27470-830000-084700-55180140-32170% Buses4.42.51.5--2.40.00.00.0--0.01.61.50.00.0-1.52.60.02.2--2.42.0Single-Unit Trucks02150-260000-011500-1611040-1557% Single-UnitTrucks0.00.71.1--0.80.00.00.0--0.00.20.50.00.0-0.41.60.00.6--1.10.7Articulated Trucks0730-100000-01300-43010-418% ArticulatedTrucks0.00.20.7--0.30.00.00.0--0.00.20.10.00.0-0.10.40.00.2--0.30.2Pedestrians----1-----2-----3-----50--% Pedestrians----100.0-----100.0-----100.0-----100.0-- Gewalt Hamilton Associates Inc.625 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 jopitz@gha-engineers.comCount Name: Crystal Lake/RoyalSite Code:Start Date: 01/16/2019Page No: 4Turning Movement Peak Hour Data (6:30 AM)Start TimeCrystal Lake RdAccessCrystal Lake RdFront RoyalSouthboundWestboundNorthboundEastboundLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalInt. Total6:30 AM19070098001001666000721302600392106:45 AM198700106000000787000941803401522527:00 AM214890015900000071030001102906003893587:15 AM11497001571000019129100139230720195392Total5485300052010100229385100415830192052751212Approach %1.093.35.80.0--50.00.050.00.0--7.092.80.20.0--30.20.069.80.0---Total %0.440.02.50.0-42.90.10.00.10.0-0.22.431.80.10.0-34.26.80.015.80.0-22.7-PHF0.6250.8140.8330.000-0.8180.2500.0000.2500.000-0.5000.8060.7460.2500.000-0.7460.7160.0000.6670.000-0.7240.773Lights5465270-4971010-22938010-4107601870-2631172% Lights100.095.990.0--95.6100.0-100.0--100.0100.098.7100.0--98.891.6-97.4--95.696.7Buses01710-180000-00300-36050-1132% Buses0.03.53.3--3.50.0-0.0--0.00.00.80.0--0.77.2-2.6--4.02.6Single-Unit Trucks0320-50000-00200-21000-18% Single-UnitTrucks0.00.66.7--1.00.0-0.0--0.00.00.50.0--0.51.2-0.0--0.40.7Articulated Trucks0000-00000-00000-00000-00% ArticulatedTrucks0.00.00.0--0.00.0-0.0--0.00.00.00.0--0.00.0-0.0--0.00.0Pedestrians----0-----0-----0-----5--% Pedestrians----------------------100.0-- Gewalt Hamilton Associates Inc.625 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 jopitz@gha-engineers.comCount Name: Crystal Lake/RoyalSite Code:Start Date: 01/16/2019Page No: 6Turning Movement Peak Hour Data (2:30 PM)Start TimeCrystal Lake RdAccessCrystal Lake RdFront RoyalSouthboundWestboundNorthboundEastboundLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalInt. Total2:30 PM0123230014620200418960001142001800383022:45 PM212819001490020123914720118848016019644033:00 PM1911900111203005391490001884211905623663:15 PM2117240014320100324119000143260190045334Total5459850054960801141205112016331361720242091405Approach %0.983.615.50.0--42.90.057.10.0--19.080.70.30.0--65.10.534.40.0---Total %0.432.76.00.0-39.10.40.00.60.0-1.08.536.40.10.0-45.19.70.15.10.0-14.9-PHF0.6250.8960.8850.000-0.9210.7500.0000.6670.000-0.7000.7690.8570.2500.000-0.8420.7080.2500.9470.000-0.8160.872Lights5436830-5246080-1411949920-6201271650-1931351% Lights100.095.097.6--95.4100.0-100.0--100.099.297.7100.0--97.993.4100.090.3--92.396.2Buses01910-200000-00500-58050-1338% Buses0.04.11.2--3.60.0-0.0--0.00.01.00.0--0.85.90.06.9--6.22.7Single-Unit Trucks0300-30000-01700-81010-213% Single-UnitTrucks0.00.70.0--0.50.0-0.0--0.00.81.40.0--1.30.70.01.4--1.00.9Articulated Trucks0110-20000-00000-00010-13% ArticulatedTrucks0.00.21.2--0.40.0-0.0--0.00.00.00.0--0.00.00.01.4--0.50.2Pedestrians----0-----1-----1-----24--% Pedestrians----------100.0-----100.0-----100.0-- Gewalt Hamilton Associates Inc.625 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 jopitz@gha-engineers.comCount Name: Crystal Lake/RoyalSite Code:Start Date: 01/16/2019Page No: 8Turning Movement Peak Hour Data (4:30 PM)Start TimeCrystal Lake RdAccessCrystal Lake RdFront RoyalSouthboundWestboundNorthboundEastboundLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalInt. Total4:30 PM21401800160300003291681101992301401373994:45 PM11351800154000000241480001722902100503765:00 PM11522300176001001201260001462612301503735:15 PM3131290016300100126168000194230170040398Total7558880065330200599610110711101175021771546Approach %1.185.513.50.0--60.00.040.00.0--13.985.80.10.1--57.10.642.40.0---Total %0.536.15.70.0-42.20.20.00.10.0-0.36.439.50.10.1-46.06.50.14.90.0-11.4-PHF0.5830.9180.7590.000-0.9280.2500.0000.5000.000-0.4170.8530.9080.2500.250-0.8930.8710.2500.8150.000-0.8850.969Lights7554860-6473020-59860611-7061011750-1771535% Lights100.099.397.7--99.1100.0-100.0--100.099.099.3100.0100.0-99.3100.0100.0100.0--100.099.3Buses0200-20000-01200-30000-05% Buses0.00.40.0--0.30.0-0.0--0.01.00.30.00.0-0.40.00.00.0--0.00.3Single-Unit Trucks0220-40000-00200-20000-06% Single-UnitTrucks0.00.42.3--0.60.0-0.0--0.00.00.30.00.0-0.30.00.00.0--0.00.4Articulated Trucks0000-00000-00000-00000-00% ArticulatedTrucks0.00.00.0--0.00.0-0.0--0.00.00.00.00.0-0.00.00.00.0--0.00.0Pedestrians----0-----0-----0-----2--% Pedestrians----------------------100.0-- Gewalt Hamilton Associates Inc.625 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 jopitz@gha-engineers.comCount Name: Oakwood Dr/West HS Bus ExitSite Code:Start Date: 01/16/2019Page No: 1Turning Movement DataStart TimeOakwood DrBus ExitOakwood DrSouthboundWestboundNorthboundLeftThruU-TurnPedsApp. TotalLeftRightU-TurnPedsApp. TotalThruRightU-TurnPedsApp. TotalInt. Total6:30 AM01001000001500015166:45 AM040040100010130001327Hourly Total0500501000102800028437:00 AM04004040041900019277:15 AM05005350082000020337:30 AM02002020021300113177:45 AM0700700000160001623Hourly Total0180018311001468001681008:00 AM06006000001600016228:15 AM06006030031400014238:30 AM05005020022000020278:45 AM0500500000110001116Hourly Total0220022050056100061889:00 AM050050000080018139:15 AM011001101001110001123*** BREAK ***----------------Hourly Total0160016010011900119362:00 PM01800180000060016242:15 PM0170017000001100011282:30 PM0170017110021900019382:45 PM01901190160116190021954Hourly Total0710171117011855003551443:00 PM018011841102151600016493:15 PM0210521010011500015373:30 PM0160016070071100011343:45 PM0240024100319000934Hourly Total0790679519052451000511544:00 PM01200120100190009224:15 PM0140214020021800018344:30 PM01800180000090009274:45 PM013001300000130001326Hourly Total05702570300349000491095:00 PM0170117010011500015335:15 PM02000200000070007275:30 PM01700170000090009265:45 PM0100010000005000515Hourly Total0640164010013600036101Grand Total03320103329670676367005367775Approach %0.0100.00.0--11.888.20.0--100.00.00.0---Total %0.042.80.0-42.81.28.60.0-9.847.40.00.0-47.4-Lights03200-3206310-3735700-357714 % Lights-96.4--96.466.746.3--48.797.3---97.392.1Buses090-93360-39700-755% Buses-2.7--2.733.353.7--51.31.9---1.97.1Single-Unit Trucks030-3000-0300-36% Single-Unit Trucks-0.9--0.90.00.0--0.00.8---0.80.8Articulated Trucks000-0000-0000-00% Articulated Trucks-0.0--0.00.00.0--0.00.0---0.00.0Pedestrians---10----6----5--% Pedestrians---100.0----100.0----100.0-- Gewalt Hamilton Associates Inc.625 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 jopitz@gha-engineers.comCount Name: Oakwood Dr/West HS Bus ExitSite Code:Start Date: 01/16/2019Page No: 4Turning Movement Peak Hour Data (6:30 AM)Start TimeOakwood DrBus ExitOakwood DrSouthboundWestboundNorthboundLeftThruU-TurnPedsApp. TotalLeftRightU-TurnPedsApp. TotalThruRightU-TurnPedsApp. TotalInt. Total6:30 AM01001000001500015166:45 AM0400401000101300013277:00 AM04004040041900019277:15 AM0500535008200002033Total014001431900226700067103Approach %0.0100.00.0--13.686.40.0--100.00.00.0---Total %0.013.60.0-13.62.918.40.0-21.465.00.00.0-65.0-PHF0.0000.7000.000-0.7000.2500.4750.000-0.5500.8380.0000.000-0.8380.780Lights0130-13240-66700-6786% Lights-92.9--92.966.721.1--27.3100.0---100.083.5Buses010-11150-16000-017% Buses-7.1--7.133.378.9--72.70.0---0.016.5Single-Unit Trucks000-0000-0000-00% Single-Unit Trucks-0.0--0.00.00.0--0.00.0---0.00.0Articulated Trucks000-0000-0000-00% Articulated Trucks-0.0--0.00.00.0--0.00.0---0.00.0Pedestrians---0----0----0--% Pedestrians---------------- Gewalt Hamilton Associates Inc.625 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 jopitz@gha-engineers.comCount Name: Oakwood Dr/West HS Bus ExitSite Code:Start Date: 01/16/2019Page No: 6Turning Movement Peak Hour Data (2:30 PM)Start TimeOakwood DrBus ExitOakwood DrSouthboundWestboundNorthboundLeftThruU-TurnPedsApp. TotalLeftRightU-TurnPedsApp. TotalThruRightU-TurnPedsApp. TotalInt. Total2:30 PM0170017110021900019382:45 PM019011901601161900219543:00 PM018011841102151600016493:15 PM021052101001150001537Total075077552903346900269178Approach %0.0100.00.0--14.785.30.0--100.00.00.0---Total %0.042.10.0-42.12.816.30.0-19.138.80.00.0-38.8-PHF0.0000.8930.000-0.8930.3130.4530.000-0.5310.9080.0000.000-0.9080.824Lights0730-733130-166500-65154% Lights-97.3--97.360.044.8--47.194.2---94.286.5Buses010-12160-18300-322% Buses-1.3--1.340.055.2--52.94.3---4.312.4Single-Unit Trucks010-1000-0100-12% Single-Unit Trucks-1.3--1.30.00.0--0.01.4---1.41.1Articulated Trucks000-0000-0000-00% Articulated Trucks-0.0--0.00.00.0--0.00.0---0.00.0Pedestrians---7----3----2--% Pedestrians---100.0----100.0----100.0-- Gewalt Hamilton Associates Inc.625 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 jopitz@gha-engineers.comCount Name: Oakwood Dr/West HS Bus ExitSite Code:Start Date: 01/16/2019Page No: 8Turning Movement Peak Hour Data (4:30 PM)Start TimeOakwood DrBus ExitOakwood DrSouthboundWestboundNorthboundLeftThruU-TurnPedsApp. TotalLeftRightU-TurnPedsApp. TotalThruRightU-TurnPedsApp. TotalInt. Total4:30 PM01800180000090009274:45 PM0130013000001300013265:00 PM0170117010011500015335:15 PM0200020000007000727Total0680168010014400044113Approach %0.0100.00.0--0.0100.00.0--100.00.00.0---Total %0.060.20.0-60.20.00.90.0-0.938.90.00.0-38.9-PHF0.0000.8500.000-0.8500.0000.2500.000-0.2500.7330.0000.000-0.7330.856Lights0670-67010-14400-44112% Lights-98.5--98.5-100.0--100.0100.0---100.099.1Buses010-1000-0000-01% Buses-1.5--1.5-0.0--0.00.0---0.00.9Single-Unit Trucks000-0000-0000-00% Single-Unit Trucks-0.0--0.0-0.0--0.00.0---0.00.0Articulated Trucks000-0000-0000-00% Articulated Trucks-0.0--0.0-0.0--0.00.0---0.00.0Pedestrians---1----0----0--% Pedestrians---100.0------------ Gewalt Hamilton Associates Inc.625 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 jopitz@gha-engineers.comCount Name: Royal at Northfox Ln/Oakwood DrSite Code:Start Date: 01/16/2019Page No: 1Turning Movement DataStart TimeOakwood DrFront RoyalOakwood DrFront RoyalSouthboundWestboundNorthboundEastboundLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalInt. Total6:30 AM2000020100011014001502700027456:45 AM400004232007302000230272002963Hourly Total60000624200840340038054200561087:00 AM41000526201103020012305410055937:15 AM500005371011130240027065200671107:30 AM80000846000100014001402600026587:45 AM3000034920015101600170141001550Hourly Total201000211328502467074018101594001633118:00 AM2010036200080017001711100012408:15 AM500005400004401300170920011378:30 AM4000046210091020002101000010448:45 AM40100535200100090090222022448Hourly Total150200171993003150590064152402571699:00 AM10000155100111010001111400115389:15 AM400004981011820900110112001346*** BREAK ***-------------------------Hourly Total5000051413201293019002212520128842:00 PM20000219100002920300521310016522:15 PM4100051213200270013021301840022672:30 PM2010031510200271016001721130016632:45 PM10000111390005012126003911990029119Hourly Total911001157724001331515802745611700833013:00 PM11000216370005341240029019400231073:15 PM1200031220600381015001631750025823:30 PM9020011919700354013011711370021843:45 PM3011051217400330010011011712003078Hourly Total1433102149931700159916202725662800993514:00 PM1010021032600480010001001230015754:15 PM1000011318400353116012002110022784:30 PM0000001823300440010001021420018724:45 PM200002102311035101200131123001666Hourly Total4010055196141016241480153359900712915:00 PM0000001217400330015011501760023715:15 PM402006171812004700700702460030905:30 PM10000113222003711800103830014625:45 PM30000381530026014005163001044Hourly Total80200105072210014312340137455180077267Grand Total815910962553876813711485388074411953184036341882Approach %84.45.29.41.0--35.954.49.60.1--10.91.188.00.0--3.083.813.20.0---Total %4.30.30.50.1-5.113.520.63.60.1-37.82.60.320.60.0-23.41.028.24.50.0-33.7- Lights79591-94246377661-6902953590-39317520800-6171794% Lights97.5100.0100.0100.0-97.996.597.497.1100.0-97.060.4100.092.5--89.189.597.995.2--97.395.3Buses1000-17720-16190260-4511130-1577% Buses1.20.00.00.0-1.02.71.82.90.0-2.339.60.06.7--10.25.32.13.6--2.44.1Single-Unit Trucks1000-12300-50020-21010-210% Single-UnitTrucks1.20.00.00.0-1.00.80.80.00.0-0.70.00.00.5--0.55.30.01.2--0.30.5Articulated Trucks0000-00000-00010-10000-01% ArticulatedTrucks0.00.00.00.0-0.00.00.00.00.0-0.00.00.00.3--0.20.00.00.0--0.00.1Pedestrians----0-----3-----7-----3--% Pedestrians----------100.0-----100.0-----100.0-- Gewalt Hamilton Associates Inc.625 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 jopitz@gha-engineers.comCount Name: Royal at Northfox Ln/Oakwood DrSite Code:Start Date: 01/16/2019Page No: 4Turning Movement Peak Hour Data (6:30 AM)Start TimeOakwood DrFront RoyalOakwood DrFront RoyalSouthboundWestboundNorthboundEastboundLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalInt. Total6:30 AM2000020100011014001502700027456:45 AM4000042320073020002302720029637:00 AM41000526201103020012305410055937:15 AM50000537101113024002706520067110Total15100016717502291007801880173500178311Approach %93.86.30.00.0--24.158.617.20.0--11.40.088.60.0--0.097.22.80.0---Total %4.80.30.00.0-5.12.35.51.60.0-9.33.20.025.10.0-28.30.055.61.60.0-57.2-PHF0.7500.2500.0000.000-0.8000.5830.6070.6250.000-0.6590.8330.0000.8130.000-0.8150.0000.6650.6250.000-0.6640.707Lights15100-1661750-2840680-72017150-176292% Lights100.0100.0---100.085.7100.0100.0--96.640.0-87.2--81.8-98.8100.0--98.993.9Buses0000-01000-160100-160200-219% Buses0.00.0---0.014.30.00.0--3.460.0-12.8--18.2-1.20.0--1.16.1Single-Unit Trucks0000-00000-00000-00000-00% Single-UnitTrucks0.00.0---0.00.00.00.0--0.00.0-0.0--0.0-0.00.0--0.00.0Articulated Trucks0000-00000-00000-00000-00% ArticulatedTrucks0.00.0---0.00.00.00.0--0.00.0-0.0--0.0-0.00.0--0.00.0Pedestrians----0-----2-----1-----0--% Pedestrians----------100.0-----100.0-------- Gewalt Hamilton Associates Inc.625 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 jopitz@gha-engineers.comCount Name: Royal at Northfox Ln/Oakwood DrSite Code:Start Date: 01/16/2019Page No: 6Turning Movement Peak Hour Data (2:30 PM)Start TimeOakwood DrFront RoyalOakwood DrFront RoyalSouthboundWestboundNorthboundEastboundLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalInt. Total2:30 PM2010031510200271016001721130016632:45 PM100001113900050121260039119900291193:00 PM11000216370005341240029019400231073:15 PM120003122060038101500163175002582Total531009541068001681828100101666210093371Approach %55.633.311.10.0--32.163.14.80.0--17.82.080.20.0--6.571.022.60.0---Total %1.30.80.30.0-2.414.628.62.20.0-45.34.90.521.80.0-27.21.617.85.70.0-25.1-PHF0.6250.3750.2500.000-0.7500.8440.6790.3330.000-0.7920.3750.5000.7790.000-0.6470.5000.8680.5830.000-0.8020.779Lights5310-95210680-166102690-81665200-91347% Lights100.0100.0100.0--100.096.3100.0100.0--98.855.6100.085.2--80.2100.098.595.2--97.893.5Buses0000-01000-180120-200110-223% Buses0.00.00.0--0.01.90.00.0--0.644.40.014.8--19.80.01.54.8--2.26.2Single-Unit Trucks0000-01000-10000-00000-01% Single-UnitTrucks0.00.00.0--0.01.90.00.0--0.60.00.00.0--0.00.00.00.0--0.00.3Articulated Trucks0000-00000-00000-00000-00% ArticulatedTrucks0.00.00.0--0.00.00.00.0--0.00.00.00.0--0.00.00.00.0--0.00.0Pedestrians----0-----0-----0-----0--% Pedestrians------------------------- Gewalt Hamilton Associates Inc.625 Forest Edge DriveVernon Hills, Illinois, United States 60061(847) 478-9700 jopitz@gha-engineers.comCount Name: Royal at Northfox Ln/Oakwood DrSite Code:Start Date: 01/16/2019Page No: 8Turning Movement Peak Hour Data (4:30 PM)Start TimeOakwood DrFront RoyalOakwood DrFront RoyalSouthboundWestboundNorthboundEastboundLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalLeftThruRightU-TurnPedsApp.TotalInt. Total4:30 PM0000001823300440010001021420018724:45 PM2000021023110351012001311230016665:00 PM0000001217400330015011501760023715:15 PM40200617181200470070070246003090Total6020085781201015910440145367170087299Approach %75.00.025.00.0--35.850.912.60.6--2.20.097.80.0--3.477.019.50.0---Total %2.00.00.70.0-2.719.127.16.70.3-53.20.30.014.70.0-15.11.022.45.70.0-29.1-PHF0.3750.0000.2500.000-0.3330.7920.8800.4170.250-0.8460.2500.0000.7330.000-0.7500.3750.6980.7080.000-0.7250.831Lights6020-85681201-15810440-45367170-87298% Lights100.0-100.0--100.098.2100.0100.0100.0-99.4100.0-100.0--100.0100.0100.0100.0--100.099.7Buses0000-01000-10000-00000-01% Buses0.0-0.0--0.01.80.00.00.0-0.60.0-0.0--0.00.00.00.0--0.00.3Single-Unit Trucks0000-00000-00000-00000-00% Single-UnitTrucks0.0-0.0--0.00.00.00.00.0-0.00.0-0.0--0.00.00.00.0--0.00.0Articulated Trucks0000-00000-00000-00000-00% ArticulatedTrucks0.0-0.0--0.00.00.00.00.0-0.00.0-0.0--0.00.00.00.0--0.00.0Pedestrians----0-----0-----1-----0--% Pedestrians----------------100.0-------- McHenry West High School McHenry, Illinois APPENDIX C Parking Summary Permit 105 105 103 Permit 22 X X District Office 29 26 25 Accessible 7 1 1 Drivers Ed 2 0 0 Facilities Vehicle 1 X X Motorcycle 1 X X Veteran Only 1 0 0 Visitor Only 5 3 4 Travelling Teacher 6 6 6 Community Officer 1 1 1 Permit 49 28 27 Permit 186 183 181 Accessible 9 0 0 Activity Bus 2 2 2 Permit 208 130 132 Auto Shop 5 5 5 Food Service 1 1 1 Athletic Dept. Adm. 1 1 1 Athletic Dept. Asst. 1 1 1 Athletic Dept. Dir. 1 0 0 South Garage 1 1 1 Field 2 2 2 Facilities Only 4 7 7 650 503 500 77.4% 76.9% Key Notes 85%-100% Occupied - 22 Spaces obstructed due to Soil Boring in Lot A 60%-85% Occupied - 5 Spaces obstructed due to Trailers in Lot D 0%-60% Occupied - 3 extra vehicles parked in Lot F driveway - "X" : Space blocked due to Soil Boring E. West Building Lot Parking Occupancy Survey McHenry West High School Parking Supply9:30 AM10:30 AMParking Description Parking TypeA. North Staff Parking Lot C. South Student Lot (North Portion) F. Maintenance Building Lot Appendix C Total Parking Spaces Percent Occupied D. South Student Lot (South Portion) B. South Staff Overflow Lot Date: Wednesday, January 16, 2019 Parking Lots McHenry West High School McHenry, Illinois APPENDIX D Crash Map CRYSTAL LAKE RDMcHenry West High School W DARTMOOR DR N L I L L I A N S TW OAKWOOD DRKENSINGTONDRLOYOLA DRWATERS EDGE DRPONCA STRO Y A L D R SOUTH STCA L L I S T A S T SIOUX LNPYNDALE DR CA L L I S T A A V E SANDBURG DRAUGUSTA DRJOYCE LNWILTSHIRE DRW BROMLEY DR N CRO S STRLWINDRIDGEDRSTRATFORD CTMELROSE CTCANT ERBURY D R S I L B U R Y CT ABBINGTONDRN BROMLEY DRCRESTWOOD STDEPAULCTOAKTON STW NORTHFOX LNWTHOR N W O O D D R DEVONSHI RECT WELLINGTONDR NORMANDRW LI L L I A N S T WINS L O W C I R WOODMAR C T IDOT Crash Data (2012-2016)McHenry West High School - McHenry, IL Date: 2/13/2019Sources: Source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, and the GIS User Communityo 400Feet1 inch = Map Center: -88.28978 42.33505 McHenry West High School McHenry, Illinois APPENDIX E CMAP Correspondence January 15, 2019 Justin Opitz Transportation Planner Gewalt Hamilton Associates 625 Forest Edge Drive Vernon Hills, IL 60061 Subject: Crystal Lake Road - Royal Drive - Oakwood Drive IDOT Dear Mr. Opitz: In response to a request made on your behalf and dated January 14, 2019, we have developed year 2050 average daily traffic (ADT) projections for the subject location. ROAD SEGMENT Current ADT 2050 ADT, No-Build IL 31 2050 ADT, Build 4L IL 31 Crystal Lake Rd N of Royal Dr 11,050 15,000 9,300 Crystal Lake Rd S of Royal Dr 14,000 19,000 11,800 Royal Dr W of Crystal Lake Rd 1,150 1,500 1,500 Oakwood Dr W of Royal Dr 1,750 2,300 2,300 Traffic projections are developed using existing ADT data provided in the request letter and the results from the October 2018 CMAP Travel Demand Analysis. The regional travel model uses CMAP 2050 socioeconomic projections and assumes the implementation of the ON TO 2050 Comprehensive Regional Plan for the Northeastern Illinois area. The provision of this data in support of your request does not constitute a CMAP endorsement of the proposed development or any subsequent developments. If you have any questions, please call me at (312) 386-8806. Sincerely, Jose Rodriguez, PTP, AICP Senior Planner, Research & Analysis cc: Quigley (IDOT) S:\AdminGroups\ResearchAnalysis\2019_ForecastsTraffic\McHenry\mc-02-19\mc-02-19.docx McHenry West High School McHenry, Illinois APPENDIX F ITE Trip Generation Excerpts – 10th Edition McHenry West High School McHenry, Illinois APPENDIX G Traffic Signal Warrant Analyses Appendix G Analysis Parameters – “Pagones’ Theorem” Appendix G.1 Crystal Lake Road & South Access Existing Traffic Volumes Major (Crystal Lake Road) Minor (South Access)*  6:30 to 7:30 AM = 1258 VPH 171 VPH  2:30 to 3:30 PM = 1021 VPH 220 VPH  3:30 to 4:30 PM = 1216 VPH 80 VPH  4:30 to 5:30 PM = 1344 VPH 76 VPH *Includes RTOR reduction using Pagones’ Theorem. Result  Intersection volumes do meet Warrant #2 from 6:30 to 7:30 AM and 2:30 to 3:30 PM. However, not for the other two hours. Appendix G.2 Crystal Lake Road & South Access 2030 Total Traffic – Option 1 Volumes Major (Crystal Lake Road) Minor (South Access)*  6:30 to 7:30 AM = 1785 VPH 194 VPH  2:30 to 3:30 PM = 1182 VPH 409 VPH  3:30 to 4:30 PM = 1401 VPH 116 VPH  4:30 to 5:30 PM = 1548 VPH 110 VPH *Includes RTOR reduction using Pagones’ Theorem. Result  Intersection volumes do meet Warrant #2 from 6:30 to 7:30 AM, 2:30 to 3:30 PM, and 3:30 to 4:30 PM.  However, volumes do not meet the warrant from 4:30 to 5:30 PM due to 110 VPH on the minor street approach being below the 115 VPH threshold. Appendix G.3 Crystal Lake Road & South Access Existing Traffic Volumes AM Peak School Peak PM Peak  Major Street – Crystal Lake Road = 1,258 VPH 1,021 VPH 1,344 VPH  Minor Street – South Access* = 171 VPH 220 VPH 76 VPH *Includes RTOR reduction using Pagones’ Theorem. Result  Intersection volumes do not satisfy Warrant #3 Peak Hour, during any of the three peak hours. Appendix G.4 Crystal Lake Road & South Access 2030 Total Traffic – Option 1 Volumes AM Peak School Peak PM Peak  Major Street – Crystal Lake Road = 1,785 VPH 1,182 VPH 1,548 VPH  Minor Street – South Access* = 194 VPH 409 VPH 110 VPH *Includes RTOR reduction using Pagones’ Theorem. Result  Intersection volumes do meet Warrant #3 from 6:30 to 7:30 AM (AM Peak) and 2:30 to 3:30 PM (School Peak).  However, volumes do not meet the warrant from 4:30 to 5:30 PM (PM Peak) due to 110 VPH on the minor street approach being below the 150 VPH threshold. McHenry West High School McHenry, Illinois APPENDIX H Supplemental Site Traffic McHenry West High School McHenry, Illinois APPENDIX I Capacity Analyses Printouts Timings McHenry HS AM Existing 3: Crystal Lake Rd & Dartmoor Dr 03/13/2019 McHenry HS AM Existing Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 189 4 49 19 7 127 11 348 3 45 367 50 Future Volume (vph) 189 4 49 19 7 127 11 348 3 45 367 50 Satd. Flow (prot) 0 1755 0 0 1787 1583 1805 1863 1615 1736 1779 0 Flt Permitted 0.754 0.768 0.306 0.198 Satd. Flow (perm) 0 1370 0 0 1415 1545 581 1863 1615 362 1779 0 Satd. Flow (RTOR) 13 187 90 16 Lane Group Flow (vph) 0 350 0 0 32 187 20 552 8 76 551 0 Turn Type Perm NA Perm NA Perm pm+pt NA Perm pm+pt NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 8 2 2 6 Detector Phase 4 4 8 8 8 5 2 2 1 6 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0 5.0 15.0 15.0 5.0 15.0 Minimum Split (s) 15.5 15.5 15.5 15.5 15.5 10.0 21.0 21.0 10.0 21.0 Total Split (s) 30.0 30.0 30.0 30.0 30.0 20.0 41.0 41.0 20.0 41.0 Total Split (%) 33.0% 33.0% 33.0% 33.0% 33.0% 22.0% 45.1% 45.1% 22.0% 45.1% Yellow Time (s) 4.5 4.5 4.5 4.5 4.5 4.0 4.5 4.5 4.0 4.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 5.5 5.5 5.0 5.5 5.5 5.0 5.5 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None None None None None None Min Min None Min Act Effct Green (s) 26.5 26.5 26.5 35.1 29.4 29.4 39.1 35.3 Actuated g/C Ratio 0.34 0.34 0.34 0.45 0.38 0.38 0.50 0.45 v/c Ratio 0.74 0.07 0.29 0.05 0.79 0.01 0.23 0.68 Control Delay 34.7 20.7 4.7 10.6 32.8 0.0 11.7 23.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 34.7 20.7 4.7 10.6 32.8 0.0 11.7 23.6 LOS C C A B C A B C Approach Delay 34.7 7.1 31.6 22.1 Approach LOS C A C C Queue Length 50th (ft) 154 11 0 4 232 0 16 158 Queue Length 95th (ft) 73 20 12 11 284 0 31 398 Internal Link Dist (ft) 943 492 1946 531 Turn Bay Length (ft) 115 115 115 Base Capacity (vph) 511 519 685 550 909 834 469 945 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.68 0.06 0.27 0.04 0.61 0.01 0.16 0.58 Intersection Summary Cycle Length: 91 Actuated Cycle Length: 77.7 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.79 Timings McHenry HS AM Existing 3: Crystal Lake Rd & Dartmoor Dr 03/13/2019 McHenry HS AM Existing Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 2 Intersection Signal Delay: 25.8 Intersection LOS: C Intersection Capacity Utilization 60.2% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 3: Crystal Lake Rd & Dartmoor Dr Timings McHenry HS AM Existing 6: Crystal Lake Rd & Royal Dr 03/13/2019 McHenry HS AM Existing Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 83 0 192 1 0 1 29 414 1 5 485 30 Future Volume (vph) 83 0 192 1 0 1 29 414 1 5 485 30 Satd. Flow (prot) 1671 1568 0 1805 1615 0 1805 1881 1615 1805 1811 0 Flt Permitted 0.833 0.261 0.374 Satd. Flow (perm) 1465 1568 0 1900 1615 0 496 1881 1615 711 1811 0 Satd. Flow (RTOR) 569 504 102 2 Lane Group Flow (vph) 115 287 0 4 4 0 36 552 4 8 635 0 Turn Type pm+pt NA pm+pt NA pm+pt NA Perm pm+pt NA Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 8 4 6 6 2 Detector Phase 3 8 8 7 4 4 1 6 6 5 2 Switch Phase Minimum Initial (s) 3.0 8.0 3.0 8.0 3.0 15.0 15.0 3.0 15.0 Minimum Split (s) 7.0 14.0 7.0 14.0 7.0 21.0 21.0 7.0 21.0 Total Split (s) 33.0 36.0 28.0 31.0 24.0 56.0 56.0 24.0 56.0 Total Split (%) 22.9% 25.0% 19.4% 21.5% 16.7% 38.9% 38.9% 16.7% 38.9% Yellow Time (s) 3.5 4.5 3.5 4.5 3.5 4.5 4.5 3.5 4.5 All-Red Time (s) 0.0 1.5 0.0 1.5 0.0 1.5 1.5 0.0 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.5 6.0 3.5 6.0 3.5 6.0 6.0 3.5 6.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None Min Min None Min Act Effct Green (s) 19.4 15.2 17.0 8.4 52.7 48.9 48.9 50.8 45.1 Actuated g/C Ratio 0.24 0.19 0.21 0.11 0.66 0.61 0.61 0.64 0.57 v/c Ratio 0.29 0.38 0.01 0.01 0.08 0.48 0.00 0.02 0.62 Control Delay 28.3 1.4 24.0 0.0 6.0 11.7 0.0 6.0 17.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 28.3 1.4 24.0 0.0 6.0 11.7 0.0 6.0 17.1 LOS C A C A A B A A B Approach Delay 9.1 12.0 11.3 17.0 Approach LOS A B B B Queue Length 50th (ft) 50 0 1 0 5 122 0 1 218 Queue Length 95th (ft) 79 0 3 0 17 252 0 5 359 Internal Link Dist (ft) 558 199 341 2482 Turn Bay Length (ft) 150 115 265 115 Base Capacity (vph) 728 959 1015 865 679 1286 1137 765 1180 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.16 0.30 0.00 0.00 0.05 0.43 0.00 0.01 0.54 Intersection Summary Cycle Length: 144 Actuated Cycle Length: 79.7 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.62 Timings McHenry HS AM Existing 6: Crystal Lake Rd & Royal Dr 03/13/2019 McHenry HS AM Existing Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 4 Intersection Signal Delay: 13.0 Intersection LOS: B Intersection Capacity Utilization 49.3% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 6: Crystal Lake Rd & Royal Dr Timings McHenry HS AM Existing 12: Crystal Lake Rd & South Access 03/13/2019 McHenry HS AM Existing Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 5 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 106 162 274 404 272 308 Future Volume (vph) 106 162 274 404 272 308 Satd. Flow (prot) 1805 1599 1805 1845 1827 1615 Flt Permitted 0.950 0.950 Satd. Flow (perm) 1798 1599 1789 1845 1827 1552 Satd. Flow (RTOR) 266 423 Lane Group Flow (vph) 212 266 449 539 306 570 Turn Type Prot Perm Prot NA NA Perm Protected Phases 4 5 2 6 Permitted Phases 4 6 Detector Phase 4 4 5 2 6 6 Switch Phase Minimum Initial (s) 6.0 6.0 3.0 15.0 15.0 15.0 Minimum Split (s) 14.0 14.0 7.5 21.0 21.0 21.0 Total Split (s) 45.0 45.0 60.0 105.0 45.0 45.0 Total Split (%) 30.0% 30.0% 40.0% 70.0% 30.0% 30.0% Yellow Time (s) 4.5 4.5 3.5 4.5 4.5 4.5 All-Red Time (s) 1.5 1.5 1.0 1.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 4.5 6.0 6.0 6.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Recall Mode None None None Min Min Min Act Effct Green (s) 24.9 24.9 38.7 77.8 34.4 34.4 Actuated g/C Ratio 0.22 0.22 0.34 0.67 0.30 0.30 v/c Ratio 0.54 0.48 0.74 0.43 0.56 0.75 Control Delay 48.5 8.0 43.4 10.3 41.9 17.9 Queue Delay 0.2 0.0 0.0 0.0 0.0 0.0 Total Delay 48.7 8.1 43.4 10.3 41.9 17.9 LOS D A D B D B Approach Delay 26.1 25.3 26.3 Approach LOS C C C Queue Length 50th (ft) 148 0 309 164 191 94 Queue Length 95th (ft) 132 0 286 228 363 0 Internal Link Dist (ft) 94 408 927 Turn Bay Length (ft) 375 150 Base Capacity (vph) 641 740 913 1561 649 824 Starvation Cap Reductn 76 33 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.38 0.38 0.49 0.35 0.47 0.69 Intersection Summary Cycle Length: 150 Actuated Cycle Length: 115.3 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.75 Timings McHenry HS AM Existing 12: Crystal Lake Rd & South Access 03/13/2019 McHenry HS AM Existing Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 6 Intersection Signal Delay: 25.8 Intersection LOS: C Intersection Capacity Utilization 49.1% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 12: Crystal Lake Rd & South Access Timings McHenry HS AM Existing 13: South Access 03/13/2019 McHenry HS AM Existing Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 7 Lane Group NWL NWR NET NER SWL SWT Lane Configurations Traffic Volume (vph) 100 64 0 0 268 0 Future Volume (vph) 100 64 0 0 268 0 Satd. Flow (prot) 1745 0 1900 0 0 1805 Flt Permitted 0.970 0.757 Satd. Flow (perm) 1745 0 1900 0 0 1438 Satd. Flow (RTOR) 64 Lane Group Flow (vph) 328 0 0 0 0 536 Turn Type Prot Perm NA Protected Phases 2 4 8 Permitted Phases 8 Detector Phase 2 4 8 8 Switch Phase Minimum Initial (s) 15.0 5.0 5.0 5.0 Minimum Split (s) 24.0 24.0 24.0 24.0 Total Split (s) 50.0 30.0 30.0 30.0 Total Split (%) 62.5% 37.5% 37.5% 37.5% Yellow Time (s) 4.5 4.5 4.5 4.5 All-Red Time (s) 1.5 1.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Recall Mode Min None None None Act Effct Green (s) 18.0 24.1 Actuated g/C Ratio 0.33 0.45 v/c Ratio 0.53 0.84 Control Delay 14.8 29.9 Queue Delay 0.0 0.0 Total Delay 14.8 29.9 LOS B C Approach Delay 14.8 29.9 Approach LOS B C Queue Length 50th (ft) 65 134 Queue Length 95th (ft) 51 123 Internal Link Dist (ft) 23 126 110 Turn Bay Length (ft) Base Capacity (vph) 1435 640 Starvation Cap Reductn 11 0 Spillback Cap Reductn 0 0 Storage Cap Reductn 0 0 Reduced v/c Ratio 0.23 0.84 Intersection Summary Cycle Length: 80 Actuated Cycle Length: 54.1 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.84 Timings McHenry HS AM Existing 13: South Access 03/13/2019 McHenry HS AM Existing Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 8 Intersection Signal Delay: 24.2 Intersection LOS: C Intersection Capacity Utilization 37.3% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 13: South Access Timings McHenry HS AM Existing 26: 03/13/2019 McHenry HS AM Existing Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 9 Lane Group WBL WBR NBT NBR SBL SBT Ø3 Lane Configurations Traffic Volume (vph) 268 0 0 0 0 0 Future Volume (vph) 268 0 0 0 0 0 Satd. Flow (prot) 1805 0 0 0 0 0 Flt Permitted 0.950 Satd. Flow (perm) 1805 0 0 0 0 0 Satd. Flow (RTOR) 1091 Lane Group Flow (vph) 536 0 0 0 0 0 Turn Type Prot Protected Phases 2 3 Permitted Phases Detector Phase 2 Switch Phase Minimum Initial (s) 2.0 1.0 Minimum Split (s) 4.0 5.0 Total Split (s) 4.0 10.0 Total Split (%) 28.6% 71% Yellow Time (s) 2.0 2.0 All-Red Time (s) 0.0 0.0 Lost Time Adjust (s) 0.0 Total Lost Time (s) 2.0 Lead/Lag Lead-Lag Optimize? Recall Mode None C-Max Act Effct Green (s) 2.0 Actuated g/C Ratio 0.14 v/c Ratio 0.45 Control Delay 1.2 Queue Delay 0.0 Total Delay 1.2 LOS A Approach Delay 1.2 Approach LOS A Queue Length 50th (ft) 0 Queue Length 95th (ft) 0 Internal Link Dist (ft) 145 43 1 Turn Bay Length (ft) Base Capacity (vph) 1193 Starvation Cap Reductn 0 Spillback Cap Reductn 0 Storage Cap Reductn 0 Reduced v/c Ratio 0.45 Intersection Summary Cycle Length: 14 Actuated Cycle Length: 14 Offset: 1 (7%), Referenced to phase 3:Hold, Start of Green Natural Cycle: 40 Control Type: Actuated-Coordinated Timings McHenry HS AM Existing 26: 03/13/2019 McHenry HS AM Existing Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 10 Maximum v/c Ratio: 0.45 Intersection Signal Delay: 1.2 Intersection LOS: A Intersection Capacity Utilization 18.2% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 26: HCM 6th TWSC McHenry HS AM Existing 9: Crystal Lake Rd & Kensington Dr 03/13/2019 McHenry HS AM Existing Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 1 Intersection Int Delay, s/veh 1.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 18 0 41 0 0 0 4 660 0 0 421 13 Future Vol, veh/h 18 0 41 0 0 0 4 660 0 0 421 13 Conflicting Peds, #/hr 0 0 0 0 0 0 11 0 0 0 0 11 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 110 - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 64 100 85 100 100 100 33 68 100 100 80 54 Heavy Vehicles, % 0 0 2 0 0 0 25 2 0 0 4 0 Mvmt Flow 28 0 48 0 0 0 12 971 0 0 526 24 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1544 1544 549 1557 1556 971 561 0 0 971 0 0 Stage 1 549 549 - 995 995 - - - - - - - Stage 2 995 995 - 562 561 - - - - - - - Critical Hdwy 7.1 6.5 6.22 7.1 6.5 6.2 4.35 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.318 3.5 4 3.3 2.425 - - 2.2 - - Pot Cap-1 Maneuver 95 116 535 93 114 309 905 - - 718 - - Stage 1 524 520 - 297 325 - - - - - - - Stage 2 297 325 - 515 513 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 93 113 529 84 111 309 896 - - 718 - - Mov Cap-2 Maneuver 93 113 - 84 111 - - - - - - - Stage 1 511 515 - 293 321 - - - - - - - Stage 2 293 321 - 468 508 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 35.1 0 0.1 0 HCM LOS E A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 896 - - 194 - 718 - - HCM Lane V/C Ratio 0.014 - - 0.394 - - - - HCM Control Delay (s) 9.1 - - 35.1 0 0 - - HCM Lane LOS A - - E A A - - HCM 95th %tile Q(veh) 0 - - 1.7 - 0 - - HCM 6th TWSC McHenry HS AM Existing 14: Crystal Lake Rd & Center Access 03/13/2019 McHenry HS AM Existing Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 2 Intersection Int Delay, s/veh 0.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 8 502 580 24 Future Vol, veh/h 0 0 8 502 580 24 Conflicting Peds, #/hr 0 0 3 0 0 3 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 100 - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 100 100 40 74 71 38 Heavy Vehicles, % 0 0 88 1 2 54 Mvmt Flow 0 0 20 678 817 63 Major/Minor Minor2 Major1 Major2 Conflicting Flow All - 820 883 0 - 0 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - 6.2 4.98 - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - 3.3 2.992 - - - Pot Cap-1 Maneuver 0 378 501 - - - Stage 1 0 - - - - - Stage 2 0 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver - 377 500 - - - Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB NB SB HCM Control Delay, s 0 0.4 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 500 - - - - HCM Lane V/C Ratio 0.04 - - - - HCM Control Delay (s) 12.5 - 0 - - HCM Lane LOS B - A - - HCM 95th %tile Q(veh) 0.1 - - - - HCM 6th TWSC McHenry HS AM Existing 16: Crystal Lake Rd & North Access 03/13/2019 McHenry HS AM Existing Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 3 Intersection Int Delay, s/veh 1.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 10 15 68 434 591 87 Future Vol, veh/h 10 15 68 434 591 87 Conflicting Peds, #/hr 0 0 15 0 0 15 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 100 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 63 38 50 82 75 60 Heavy Vehicles, % 0 7 0 2 4 0 Mvmt Flow 16 39 136 529 788 145 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1677 482 948 0 - 0 Stage 1 876 - - - - - Stage 2 801 - - - - - Critical Hdwy 6.6 7.005 4.1 - - - Critical Hdwy Stg 1 5.8 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.53.3665 2.2 - - - Pot Cap-1 Maneuver 96 520 732 - - - Stage 1 373 - - - - - Stage 2 445 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 76 513 722 - - - Mov Cap-2 Maneuver 76 - - - - - Stage 1 299 - - - - - Stage 2 439 - - - - - Approach EB NB SB HCM Control Delay, s 27.5 2.3 0 HCM LOS D Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 722 - 76 513 - - HCM Lane V/C Ratio 0.188 - 0.209 0.077 - - HCM Control Delay (s) 11.1 - 64.5 12.6 - - HCM Lane LOS B - F B - - HCM 95th %tile Q(veh) 0.7 - 0.7 0.2 - - HCM 6th TWSC McHenry HS AM Existing 18: Oakwood Dr & Royal Dr 03/13/2019 McHenry HS AM Existing Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 4 Intersection Int Delay, s/veh 3.6 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Vol, veh/h 0 173 5 8 17 5 10 0 78 15 1 0 Future Vol, veh/h 0 173 5 8 17 5 10 0 78 15 1 0 Conflicting Peds, #/hr 0 0 1 1 0 0 0 0 2 2 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - 60 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 100 67 63 58 61 63 83 100 81 75 25 100 Heavy Vehicles, % 0 1 0 14 0 0 60 0 13 0 0 0 Mvmt Flow 0 258 8 14 28 8 12 0 96 20 4 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 36 0 0 267 0 0 325 327 265 372 327 32 Stage 1 - - - - - - 263 263 - 60 60 - Stage 2 - - - - - - 62 64 - 312 267 - Critical Hdwy 4.1 - - 4.24 - - 7.7 6.5 6.33 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.7 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.7 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.326 - - 4.04 4 3.417 3.5 4 3.3 Pot Cap-1 Maneuver 1588 - - 1230 - - 531 595 748 589 595 1048 Stage 1 - - - - - - 631 694 - 957 849 - Stage 2 - - - - - - 822 846 - 703 692 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1588 - - 1229 - - 523 588 746 508 588 1048 Mov Cap-2 Maneuver - - - - - - 523 588 - 508 588 - Stage 1 - - - - - - 630 693 - 957 840 - Stage 2 - - - - - - 809 837 - 611 691 - Approach SE NW NE SW HCM Control Delay, s 0 2.2 11 12.3 HCM LOS B B Minor Lane/Major Mvmt NELn1 NWL NWT NWR SEL SET SERSWLn1 Capacity (veh/h) 712 1229 - - 1588 - - 520 HCM Lane V/C Ratio 0.152 0.011 - - - - - 0.046 HCM Control Delay (s) 11 8 - - 0 - - 12.3 HCM Lane LOS B A - - A - - B HCM 95th %tile Q(veh) 0.5 0 - - 0 - - 0.1 HCM 6th TWSC McHenry HS AM Existing 21: Oakwood Dr & Bus Exit 03/13/2019 McHenry HS AM Existing Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 5 Intersection Int Delay, s/veh 3.6 Movement NWL NWR NET NER SWL SWT Lane Configurations Traffic Vol, veh/h 3 19 69 0 0 14 Future Vol, veh/h 3 19 69 0 0 14 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 25 48 100 100 100 70 Heavy Vehicles, % 33 79 0 0 0 7 Mvmt Flow 12 40 69 0 0 20 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 89 69 0 0 69 0 Stage 1 69 - - - - - Stage 2 20 - - - - - Critical Hdwy 6.73 6.99 - - 4.1 - Critical Hdwy Stg 1 5.73 - - - - - Critical Hdwy Stg 2 5.73 - - - - - Follow-up Hdwy 3.797 4.011 - - 2.2 - Pot Cap-1 Maneuver 841 816 - - 1545 - Stage 1 881 - - - - - Stage 2 928 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 841 816 - - 1545 - Mov Cap-2 Maneuver 841 - - - - - Stage 1 881 - - - - - Stage 2 928 - - - - - Approach NW NE SW HCM Control Delay, s 9.7 0 0 HCM LOS A Minor Lane/Major Mvmt NET NERNWLn1 SWL SWT Capacity (veh/h) - - 822 1545 - HCM Lane V/C Ratio - - 0.063 - - HCM Control Delay (s) - - 9.7 0 - HCM Lane LOS - - A A - HCM 95th %tile Q(veh) - - 0.2 0 - HCM 6th TWSC McHenry HS AM Existing 31: South Access 03/13/2019 McHenry HS AM Existing Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 6 Intersection Int Delay, s/veh 0.4 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Vol, veh/h 0 268 0 25 164 75 0 0 0 0 0 0 Future Vol, veh/h 0 268 0 25 164 75 0 0 0 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 50 50 50 50 50 50 50 50 50 50 50 50 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 0 536 0 50 328 150 0 0 0 0 0 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All - 0 - 536 0 0 1039 1114 268 771 1039 403 Stage 1 - - - - - - 536 536 - 503 503 - Stage 2 - - - - - - 503 578 - 268 536 - Critical Hdwy - - - 4.1 - - 7.3 6.5 6.9 7.3 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.5 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.5 5.5 - Follow-up Hdwy - - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 0 - 0 1042 - - 199 210 736 306 232 652 Stage 1 0 - 0 - - - 501 527 - 555 545 - Stage 2 0 - 0 - - - 555 504 - 720 527 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - - 1042 - - 189 196 736 290 216 652 Mov Cap-2 Maneuver - - - - - - 189 196 - 290 216 - Stage 1 - - - - - - 501 527 - 555 508 - Stage 2 - - - - - - 518 470 - 720 527 - Approach SE NW NE SW HCM Control Delay, s 0 0.8 0 0 HCM LOS A A Minor Lane/Major Mvmt NELn1 NWL NWT NWR SETSWLn1 Capacity (veh/h) - 1042 - - - - HCM Lane V/C Ratio - 0.048 - - - - HCM Control Delay (s) 0 8.6 0 - - 0 HCM Lane LOS A A A - - A HCM 95th %tile Q(veh) - 0.2 - - - - Timings McHenry HS School Release Existing 3: Crystal Lake Rd & Dartmoor Dr 03/13/2019 McHenry HS School Release Existing Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 55 14 26 9 6 55 20 374 13 89 424 112 Future Volume (vph) 55 14 26 9 6 55 20 374 13 89 424 112 Satd. Flow (prot) 0 1742 0 0 1714 1553 1719 1827 1615 1752 1799 0 Flt Permitted 0.820 0.817 0.216 0.405 Satd. Flow (perm) 0 1451 0 0 1446 1489 391 1827 1580 747 1799 0 Satd. Flow (RTOR) 21 90 90 15 Lane Group Flow (vph) 0 116 0 0 24 72 40 407 24 116 737 0 Turn Type Perm NA Perm NA Perm pm+pt NA Perm pm+pt NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 8 2 2 6 Detector Phase 4 4 8 8 8 5 2 2 1 6 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0 5.0 15.0 15.0 5.0 15.0 Minimum Split (s) 16.0 16.0 16.0 16.0 16.0 10.0 21.0 21.0 10.0 21.0 Total Split (s) 30.0 30.0 30.0 30.0 30.0 20.0 41.0 41.0 20.0 41.0 Total Split (%) 33.0% 33.0% 33.0% 33.0% 33.0% 22.0% 45.1% 45.1% 22.0% 45.1% Yellow Time (s) 4.5 4.5 4.5 4.5 4.5 4.0 4.5 4.5 4.0 4.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 5.5 5.5 5.0 5.5 5.5 5.0 5.5 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None None None None None None Min Min None Min Act Effct Green (s) 20.2 20.2 20.2 45.1 39.9 39.9 49.0 44.6 Actuated g/C Ratio 0.26 0.26 0.26 0.58 0.51 0.51 0.63 0.57 v/c Ratio 0.30 0.06 0.16 0.11 0.43 0.03 0.20 0.71 Control Delay 20.6 21.2 4.0 11.5 22.5 0.1 11.0 27.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 20.6 21.2 4.0 11.5 22.5 0.1 11.0 27.0 LOS C C A B C A B C Approach Delay 20.6 8.3 20.4 24.8 Approach LOS C A C C Queue Length 50th (ft) 37 9 0 5 109 0 14 246 Queue Length 95th (ft) 60 22 11 16 338 0 58 #505 Internal Link Dist (ft) 943 492 436 531 Turn Bay Length (ft) 115 115 115 Base Capacity (vph) 592 577 649 526 1031 931 693 1038 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.20 0.04 0.11 0.08 0.39 0.03 0.17 0.71 Intersection Summary Cycle Length: 91 Actuated Cycle Length: 77.7 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.71 Timings McHenry HS School Release Existing 3: Crystal Lake Rd & Dartmoor Dr 03/13/2019 McHenry HS School Release Existing Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 2 Intersection Signal Delay: 22.1 Intersection LOS: C Intersection Capacity Utilization 66.8% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 3: Crystal Lake Rd & Dartmoor Dr Timings McHenry HS School Release Existing 6: Crystal Lake Rd & Royal Dr 03/13/2019 McHenry HS School Release Existing Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 136 1 72 6 0 8 120 511 2 5 464 85 Future Volume (vph) 136 1 72 6 0 8 120 511 2 5 464 85 Satd. Flow (prot) 1687 1456 0 1805 1615 0 1787 1863 1615 1805 1752 0 Flt Permitted 0.625 0.237 0.381 Satd. Flow (perm) 1110 1456 0 1896 1615 0 446 1863 1578 724 1752 0 Satd. Flow (RTOR) 76 434 102 7 Lane Group Flow (vph) 192 80 0 8 12 0 156 594 8 8 612 0 Turn Type pm+pt NA pm+pt NA pm+pt NA Perm pm+pt NA Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 8 4 6 6 2 Detector Phase 3 8 8 7 4 4 1 6 6 5 2 Switch Phase Minimum Initial (s) 3.0 8.0 3.0 8.0 3.0 15.0 15.0 3.0 15.0 Minimum Split (s) 7.0 14.0 7.0 14.0 7.0 21.0 21.0 7.0 21.0 Total Split (s) 33.0 36.0 28.0 31.0 24.0 56.0 56.0 24.0 56.0 Total Split (%) 22.9% 25.0% 19.4% 21.5% 16.7% 38.9% 38.9% 16.7% 38.9% Yellow Time (s) 3.5 4.5 3.5 4.5 3.5 4.5 4.5 3.5 4.5 All-Red Time (s) 0.0 1.5 0.0 1.5 0.0 1.5 1.5 0.0 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.5 6.0 3.5 6.0 3.5 6.0 6.0 3.5 6.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None Min Min None Min Act Effct Green (s) 26.3 22.1 16.8 8.3 64.6 60.4 60.4 56.8 48.5 Actuated g/C Ratio 0.27 0.23 0.17 0.08 0.66 0.62 0.62 0.58 0.49 v/c Ratio 0.45 0.21 0.03 0.02 0.36 0.52 0.01 0.02 0.70 Control Delay 33.7 10.6 28.0 0.1 9.7 14.5 0.0 8.2 26.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 33.7 10.6 28.0 0.1 9.7 14.5 0.0 8.2 26.6 LOS C B C A A B A A C Approach Delay 26.9 11.3 13.4 26.4 Approach LOS C B B C Queue Length 50th (ft) 100 2 4 0 32 178 0 2 272 Queue Length 95th (ft) 132 0 13 0 61 387 0 6 540 Internal Link Dist (ft) 558 199 341 704 Turn Bay Length (ft) 150 115 265 115 Base Capacity (vph) 570 505 891 740 578 1147 1011 706 911 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.34 0.16 0.01 0.02 0.27 0.52 0.01 0.01 0.67 Intersection Summary Cycle Length: 144 Actuated Cycle Length: 98.1 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.70 Timings McHenry HS School Release Existing 6: Crystal Lake Rd & Royal Dr 03/13/2019 McHenry HS School Release Existing Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 4 Intersection Signal Delay: 20.4 Intersection LOS: C Intersection Capacity Utilization 64.5% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 6: Crystal Lake Rd & Royal Dr Timings McHenry HS School Release Existing 12: Crystal Lake Rd & South Access 03/13/2019 McHenry HS School Release Existing Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 5 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 148 161 24 458 490 49 Future Volume (vph) 148 161 24 458 490 49 Satd. Flow (prot) 1787 1599 1736 1827 1845 1615 Flt Permitted 0.950 0.230 Satd. Flow (perm) 1783 1599 419 1827 1845 1562 Satd. Flow (RTOR) 278 68 Lane Group Flow (vph) 279 322 44 509 583 96 Turn Type Prot Perm pm+pt NA NA Perm Protected Phases 4 5 2 6 Permitted Phases 4 2 6 Detector Phase 4 4 5 2 6 6 Switch Phase Minimum Initial (s) 6.0 6.0 3.0 15.0 15.0 15.0 Minimum Split (s) 12.0 12.0 7.0 21.0 21.0 21.0 Total Split (s) 45.0 45.0 10.0 55.0 45.0 45.0 Total Split (%) 45.0% 45.0% 10.0% 55.0% 45.0% 45.0% Yellow Time (s) 4.5 4.5 3.5 4.5 4.5 4.5 All-Red Time (s) 1.5 1.5 0.0 1.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 3.5 6.0 6.0 6.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Recall Mode None None None Min Min Min Act Effct Green (s) 16.7 16.7 34.1 31.3 26.4 26.4 Actuated g/C Ratio 0.27 0.27 0.56 0.51 0.43 0.43 v/c Ratio 0.58 0.51 0.12 0.55 0.74 0.14 Control Delay 27.4 8.2 7.2 12.5 22.6 6.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 27.4 8.2 7.2 12.5 22.6 6.2 LOS C A A B C A Approach Delay 17.1 12.1 20.3 Approach LOS B B C Queue Length 50th (ft) 98 13 6 112 195 7 Queue Length 95th (ft) 107 0 13 232 327 10 Internal Link Dist (ft) 66 408 927 Turn Bay Length (ft) 100 150 Base Capacity (vph) 1241 1196 388 1445 1282 1106 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.22 0.27 0.11 0.35 0.45 0.09 Intersection Summary Cycle Length: 100 Actuated Cycle Length: 61.4 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.74 Timings McHenry HS School Release Existing 12: Crystal Lake Rd & South Access 03/13/2019 McHenry HS School Release Existing Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 6 Intersection Signal Delay: 16.8 Intersection LOS: B Intersection Capacity Utilization 45.8% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 12: Crystal Lake Rd & South Access Timings McHenry HS School Release Existing 26: 03/13/2019 McHenry HS School Release Existing Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 7 Lane Group SBL SBR NWL NWR NEL NER Ø1 Ø2 Ø3 Lane Configurations Traffic Volume (vph) 0 0 73 0 0 0 Future Volume (vph) 0 0 73 0 0 0 Satd. Flow (prot) 0 0 1805 0 0 0 Flt Permitted 0.950 Satd. Flow (perm) 0 0 1805 0 0 0 Satd. Flow (RTOR) 1091 Lane Group Flow (vph) 0 0 146 0 0 0 Turn Type Prot Protected Phases 1 3 1 2 3 Permitted Phases Detector Phase 1 3 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 9.5 Total Split (s) 1100.0 734.0 1166.0 Total Split (%) 37% 24% 39% Yellow Time (s) 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Recall Mode Max Max Max Act Effct Green (s) 2261.5 Actuated g/C Ratio 0.75 v/c Ratio 0.09 Control Delay 0.1 Queue Delay 0.0 Total Delay 0.1 LOS A Approach Delay 0.1 Approach LOS A Queue Length 50th (ft) 0 Queue Length 95th (ft) 0 Internal Link Dist (ft) 1 140 243 Turn Bay Length (ft) Base Capacity (vph) 1629 Starvation Cap Reductn 0 Spillback Cap Reductn 0 Storage Cap Reductn 0 Reduced v/c Ratio 0.09 Intersection Summary Cycle Length: 3000 Actuated Cycle Length: 3000 Offset: 0 (0%), Referenced to phase 1:NWL, Start of Green Natural Cycle: 55 Control Type: Pretimed Timings McHenry HS School Release Existing 26: 03/13/2019 McHenry HS School Release Existing Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 8 Maximum v/c Ratio: 0.09 Intersection Signal Delay: 0.1 Intersection LOS: A Intersection Capacity Utilization 7.9% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 26: HCM 6th TWSC McHenry HS School Release Existing 9: Crystal Lake Rd & Kensington Dr 03/13/2019 McHenry HS School Release Existing Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 1 Intersection Int Delay, s/veh 1.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 15 0 17 0 0 0 17 467 0 0 608 43 Future Vol, veh/h 15 0 17 0 0 0 17 467 0 0 608 43 Conflicting Peds, #/hr 0 0 0 0 0 0 32 0 0 0 0 32 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 110 - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 54 100 71 100 100 100 53 92 100 100 76 63 Heavy Vehicles, % 4 0 6 0 0 0 0 3 0 0 2 2 Mvmt Flow 28 0 24 0 0 0 32 508 0 0 800 68 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1438 1438 866 1418 1472 508 900 0 0 508 0 0 Stage 1 866 866 - 572 572 - - - - - - - Stage 2 572 572 - 846 900 - - - - - - - Critical Hdwy 7.14 6.5 6.26 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.14 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.14 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.536 4 3.354 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 110 134 347 116 128 569 763 - - 1067 - - Stage 1 345 373 - 509 508 - - - - - - - Stage 2 502 508 - 360 360 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 103 124 336 104 119 569 740 - - 1067 - - Mov Cap-2 Maneuver 103 124 - 104 119 - - - - - - - Stage 1 320 362 - 487 486 - - - - - - - Stage 2 480 486 - 334 349 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 40.4 0 0.6 0 HCM LOS E A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 740 - - 152 - 1067 - - HCM Lane V/C Ratio 0.043 - - 0.34 - - - - HCM Control Delay (s) 10.1 - - 40.4 0 0 - - HCM Lane LOS B - - E A A - - HCM 95th %tile Q(veh) 0.1 - - 1.4 - 0 - - HCM 6th TWSC McHenry HS School Release Existing 14: Crystal Lake Rd & Center Access 03/13/2019 McHenry HS School Release Existing Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 2 Intersection Int Delay, s/veh 0.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 3 603 539 20 Future Vol, veh/h 0 0 3 603 539 20 Conflicting Peds, #/hr 0 0 2 0 0 2 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 100 - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 100 100 25 84 56 91 Heavy Vehicles, % 0 0 100 2 2 85 Mvmt Flow 0 0 12 718 963 22 Major/Minor Minor2 Major1 Major2 Conflicting Flow All - 965 987 0 - 0 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - 6.2 5.1 - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - 3.3 3.1 - - - Pot Cap-1 Maneuver 0 312 426 - - - Stage 1 0 - - - - - Stage 2 0 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver - 311 425 - - - Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB NB SB HCM Control Delay, s 0 0.2 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 425 - - - - HCM Lane V/C Ratio 0.028 - - - - HCM Control Delay (s) 13.7 - 0 - - HCM Lane LOS B - A - - HCM 95th %tile Q(veh) 0.1 - - - - HCM 6th TWSC McHenry HS School Release Existing 16: Crystal Lake Rd & North Access 03/13/2019 McHenry HS School Release Existing Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 3 Intersection Int Delay, s/veh 2.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 36 36 6 597 523 19 Future Vol, veh/h 36 36 6 597 523 19 Conflicting Peds, #/hr 0 0 8 0 0 8 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 100 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 60 41 75 81 92 53 Heavy Vehicles, % 0 3 0 2 6 0 Mvmt Flow 60 88 8 737 568 36 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1347 310 612 0 - 0 Stage 1 594 - - - - - Stage 2 753 - - - - - Critical Hdwy 6.6 6.945 4.1 - - - Critical Hdwy Stg 1 5.8 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.53.3285 2.2 - - - Pot Cap-1 Maneuver 156 684 977 - - - Stage 1 520 - - - - - Stage 2 469 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 152 679 970 - - - Mov Cap-2 Maneuver 152 - - - - - Stage 1 512 - - - - - Stage 2 465 - - - - - Approach EB NB SB HCM Control Delay, s 24.2 0.1 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 970 - 152 679 - - HCM Lane V/C Ratio 0.008 - 0.395 0.129 - - HCM Control Delay (s) 8.7 - 43.3 11.1 - - HCM Lane LOS A - E B - - HCM 95th %tile Q(veh) 0 - 1.7 0.4 - - HCM 6th TWSC McHenry HS School Release Existing 18: Oakwood Dr & Royal Dr 03/13/2019 McHenry HS School Release Existing Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 4 Intersection Int Delay, s/veh 4.9 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Vol, veh/h 6 66 21 54 106 8 18 2 81 5 3 1 Future Vol, veh/h 6 66 21 54 106 8 18 2 81 5 3 1 Conflicting Peds, #/hr 0 0 1 1 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - 60 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 50 87 58 84 68 33 38 50 78 63 38 25 Heavy Vehicles, % 0 2 5 4 0 0 45 0 15 0 0 0 Mvmt Flow 12 76 36 64 156 24 47 4 104 8 8 4 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 180 0 0 113 0 0 421 427 95 468 433 168 Stage 1 - - - - - - 119 119 - 296 296 - Stage 2 - - - - - - 302 308 - 172 137 - Critical Hdwy 4.1 - - 4.14 - - 7.55 6.5 6.35 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.55 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.55 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.236 - - 3.905 4 3.435 3.5 4 3.3 Pot Cap-1 Maneuver 1408 - - 1464 - - 475 523 927 509 519 881 Stage 1 - - - - - - 791 801 - 717 672 - Stage 2 - - - - - - 624 664 - 835 787 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1408 - - 1463 - - 448 495 926 431 491 881 Mov Cap-2 Maneuver - - - - - - 448 495 - 431 491 - Stage 1 - - - - - - 783 793 - 711 642 - Stage 2 - - - - - - 587 635 - 731 779 - Approach SE NW NE SW HCM Control Delay, s 0.7 2 11.8 12.4 HCM LOS B B Minor Lane/Major Mvmt NELn1 NWL NWT NWR SEL SET SERSWLn1 Capacity (veh/h) 687 1463 - - 1408 - - 508 HCM Lane V/C Ratio 0.226 0.044 - - 0.009 - - 0.039 HCM Control Delay (s) 11.8 7.6 - - 7.6 0 - 12.4 HCM Lane LOS B A - - A A - B HCM 95th %tile Q(veh) 0.9 0.1 - - 0 - - 0.1 HCM 6th TWSC McHenry HS School Release Existing 21: Oakwood Dr & Bus Exit 03/13/2019 McHenry HS School Release Existing Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 5 Intersection Int Delay, s/veh 3.2 Movement NWL NWR NET NER SWL SWT Lane Configurations Traffic Vol, veh/h 5 29 72 0 0 78 Future Vol, veh/h 5 29 72 0 0 78 Conflicting Peds, #/hr 2 7 0 3 3 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 31 45 91 100 100 89 Heavy Vehicles, % 40 55 6 0 0 3 Mvmt Flow 16 64 79 0 0 88 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 172 89 0 0 82 0 Stage 1 82 - - - - - Stage 2 90 - - - - - Critical Hdwy 6.8 6.75 - - 4.1 - Critical Hdwy Stg 1 5.8 - - - - - Critical Hdwy Stg 2 5.8 - - - - - Follow-up Hdwy 3.86 3.795 - - 2.2 - Pot Cap-1 Maneuver 738 841 - - 1528 - Stage 1 854 - - - - - Stage 2 846 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 734 833 - - 1524 - Mov Cap-2 Maneuver 734 - - - - - Stage 1 851 - - - - - Stage 2 844 - - - - - Approach NW NE SW HCM Control Delay, s 9.9 0 0 HCM LOS A Minor Lane/Major Mvmt NET NERNWLn1 SWL SWT Capacity (veh/h) - - 811 1524 - HCM Lane V/C Ratio - - 0.099 - - HCM Control Delay (s) - - 9.9 0 - HCM Lane LOS - - A A - HCM 95th %tile Q(veh) - - 0.3 0 - Timings McHenry HS PM Existing 3: Crystal Lake Rd & Dartmoor Dr 03/13/2019 McHenry HS PM Existing Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 85 7 28 7 5 72 39 574 23 79 421 123 Future Volume (vph) 85 7 28 7 5 72 39 574 23 79 421 123 Satd. Flow (prot) 0 1748 0 0 1847 1615 1752 1881 1615 1805 1823 0 Flt Permitted 0.778 0.828 0.258 0.222 Satd. Flow (perm) 0 1405 0 0 1573 1581 476 1881 1615 422 1823 0 Satd. Flow (RTOR) 14 96 90 18 Lane Group Flow (vph) 0 152 0 0 28 96 52 617 32 92 641 0 Turn Type Perm NA Perm NA Perm pm+pt NA Perm pm+pt NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 8 2 2 6 Detector Phase 4 4 8 8 8 5 2 2 1 6 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0 5.0 15.0 15.0 5.0 15.0 Minimum Split (s) 16.0 16.0 15.5 15.5 15.5 10.0 21.0 21.0 10.0 21.0 Total Split (s) 30.0 30.0 30.0 30.0 30.0 20.0 41.0 41.0 20.0 41.0 Total Split (%) 33.0% 33.0% 33.0% 33.0% 33.0% 22.0% 45.1% 45.1% 22.0% 45.1% Yellow Time (s) 4.5 4.5 4.5 4.5 4.5 4.0 4.5 4.5 4.0 4.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 5.5 5.5 5.0 5.5 5.5 5.0 5.5 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None None None None None None Min Min None Min Act Effct Green (s) 17.5 17.5 17.5 39.2 32.8 32.8 41.5 36.2 Actuated g/C Ratio 0.24 0.24 0.24 0.54 0.45 0.45 0.57 0.50 v/c Ratio 0.43 0.07 0.21 0.13 0.72 0.04 0.23 0.70 Control Delay 26.1 22.5 6.2 9.1 26.1 0.1 9.5 23.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 26.1 22.5 6.2 9.1 26.1 0.1 9.5 23.0 LOS C C A A C A A C Approach Delay 26.1 9.9 23.7 21.3 Approach LOS C A C C Queue Length 50th (ft) 56 10 0 7 205 0 13 210 Queue Length 95th (ft) 46 13 19 30 #618 0 54 #556 Internal Link Dist (ft) 943 492 436 531 Turn Bay Length (ft) 115 115 115 Base Capacity (vph) 559 616 677 568 985 889 560 992 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.27 0.05 0.14 0.09 0.63 0.04 0.16 0.65 Intersection Summary Cycle Length: 91 Actuated Cycle Length: 72.3 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.72 Timings McHenry HS PM Existing 3: Crystal Lake Rd & Dartmoor Dr 03/13/2019 McHenry HS PM Existing Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 2 Intersection Signal Delay: 21.9 Intersection LOS: C Intersection Capacity Utilization 61.4% ICU Level of Service B Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 3: Crystal Lake Rd & Dartmoor Dr Timings McHenry HS PM Existing 6: Crystal Lake Rd & Royal Dr 03/13/2019 McHenry HS PM Existing Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 101 1 75 3 0 2 99 610 1 7 562 88 Future Volume (vph) 101 1 75 3 0 2 99 610 1 7 562 88 Satd. Flow (prot) 1805 1626 0 1805 1615 0 1787 1881 1615 1805 1826 0 Flt Permitted 0.455 0.215 0.349 Satd. Flow (perm) 864 1626 0 1900 1615 0 404 1881 1615 663 1826 0 Satd. Flow (RTOR) 91 457 102 7 Lane Group Flow (vph) 116 95 0 12 4 0 116 670 4 12 727 0 Turn Type pm+pt NA pm+pt NA pm+pt NA Perm pm+pt NA Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 8 4 6 6 2 Detector Phase 3 8 8 7 4 4 1 6 6 5 2 Switch Phase Minimum Initial (s) 3.0 8.0 3.0 8.0 3.0 15.0 15.0 3.0 15.0 Minimum Split (s) 7.0 14.0 7.0 14.0 7.0 21.0 21.0 7.0 21.0 Total Split (s) 33.0 36.0 28.0 31.0 24.0 56.0 56.0 24.0 56.0 Total Split (%) 22.9% 25.0% 19.4% 21.5% 16.7% 38.9% 38.9% 16.7% 38.9% Yellow Time (s) 3.5 3.5 3.5 4.5 3.5 4.5 4.5 3.5 4.5 All-Red Time (s) 0.0 0.0 0.0 1.5 0.0 1.5 1.5 0.0 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.5 3.5 3.5 6.0 3.5 6.0 6.0 3.5 6.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None Min Min None Min Act Effct Green (s) 16.8 15.0 16.8 8.1 64.4 60.2 60.2 59.0 50.6 Actuated g/C Ratio 0.19 0.17 0.19 0.09 0.73 0.68 0.68 0.67 0.57 v/c Ratio 0.40 0.27 0.03 0.01 0.28 0.52 0.00 0.02 0.69 Control Delay 34.1 10.3 26.3 0.0 6.7 11.5 0.0 5.9 20.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 34.1 10.3 26.3 0.0 6.7 11.5 0.0 5.9 20.3 LOS C B C A A B A A C Approach Delay 23.4 19.8 10.7 20.0 Approach LOS C B B C Queue Length 50th (ft) 55 2 4 0 12 119 0 1 224 Queue Length 95th (ft) 101 0 6 0 44 434 0 6 560 Internal Link Dist (ft) 558 199 341 704 Turn Bay Length (ft) 150 115 265 115 Base Capacity (vph) 658 663 903 789 619 1281 1133 751 1050 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.18 0.14 0.01 0.01 0.19 0.52 0.00 0.02 0.69 Intersection Summary Cycle Length: 144 Actuated Cycle Length: 88.3 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.69 Timings McHenry HS PM Existing 6: Crystal Lake Rd & Royal Dr 03/13/2019 McHenry HS PM Existing Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 4 Intersection Signal Delay: 16.2 Intersection LOS: B Intersection Capacity Utilization 64.4% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 6: Crystal Lake Rd & Royal Dr HCM 6th TWSC McHenry HS PM Existing 9: Crystal Lake Rd & Kensington Dr 03/13/2019 McHenry HS PM Existing Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 1 Intersection Int Delay, s/veh 1.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 12 0 13 0 0 0 30 701 0 0 610 26 Future Vol, veh/h 12 0 13 0 0 0 30 701 0 0 610 26 Conflicting Peds, #/hr 0 0 0 0 0 0 2 0 0 0 0 2 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 110 - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 50 100 65 100 100 100 75 90 100 100 86 81 Heavy Vehicles, % 0 0 0 0 0 0 0 1 0 0 1 0 Mvmt Flow 24 0 20 0 0 0 40 779 0 0 709 32 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1586 1586 727 1594 1602 779 743 0 0 779 0 0 Stage 1 727 727 - 859 859 - - - - - - - Stage 2 859 859 - 735 743 - - - - - - - Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 88 109 427 87 107 399 873 - - 847 - - Stage 1 419 432 - 354 376 - - - - - - - Stage 2 354 376 - 414 425 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 85 104 426 80 102 399 871 - - 847 - - Mov Cap-2 Maneuver 85 104 - 80 102 - - - - - - - Stage 1 399 431 - 338 359 - - - - - - - Stage 2 338 359 - 395 424 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 44.5 0 0.5 0 HCM LOS E A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 871 - - 134 - 847 - - HCM Lane V/C Ratio 0.046 - - 0.328 - - - - HCM Control Delay (s) 9.3 - - 44.5 0 0 - - HCM Lane LOS A - - E A A - - HCM 95th %tile Q(veh) 0.1 - - 1.3 - 0 - - HCM 6th TWSC McHenry HS PM Existing 12: Crystal Lake Rd & South Access 03/13/2019 McHenry HS PM Existing Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 2 Intersection Int Delay, s/veh 2.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 49 54 61 652 582 49 Future Vol, veh/h 49 54 61 652 582 49 Conflicting Peds, #/hr 0 0 1 0 0 1 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 100 - - 150 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 53 68 80 91 88 88 Heavy Vehicles, % 0 2 2 1 1 0 Mvmt Flow 92 79 76 716 661 56 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1530 662 718 0 - 0 Stage 1 662 - - - - - Stage 2 868 - - - - - Critical Hdwy 6.4 6.22 4.12 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.318 2.218 - - - Pot Cap-1 Maneuver 130 462 883 - - - Stage 1 517 - - - - - Stage 2 414 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 119 462 882 - - - Mov Cap-2 Maneuver 232 - - - - - Stage 1 472 - - - - - Stage 2 414 - - - - - Approach EB NB SB HCM Control Delay, s 23 0.9 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 882 - 232 462 - - HCM Lane V/C Ratio 0.086 - 0.399 0.172 - - HCM Control Delay (s) 9.5 - 30.4 14.4 - - HCM Lane LOS A - D B - - HCM 95th %tile Q(veh) 0.3 - 1.8 0.6 - - HCM 6th TWSC McHenry HS PM Existing 14: Crystal Lake Rd & Center Access 03/13/2019 McHenry HS PM Existing Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 3 Intersection Int Delay, s/veh 0 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 701 631 12 Future Vol, veh/h 0 0 0 701 631 12 Conflicting Peds, #/hr 0 0 1 0 0 1 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 100 - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 100 100 100 91 87 50 Heavy Vehicles, % 0 0 0 1 1 8 Mvmt Flow 0 0 0 770 725 24 Major/Minor Minor2 Major1 Major2 Conflicting Flow All - 726 750 0 - 0 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - 6.2 4.1 - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - 3.3 2.2 - - - Pot Cap-1 Maneuver 0 428 868 - - - Stage 1 0 - - - - - Stage 2 0 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver - 428 867 - - - Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB NB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 867 - - - - HCM Lane V/C Ratio - - - - - HCM Control Delay (s) 0 - 0 - - HCM Lane LOS A - A - - HCM 95th %tile Q(veh) 0 - - - - HCM 6th TWSC McHenry HS PM Existing 16: Crystal Lake Rd & North Access 03/13/2019 McHenry HS PM Existing Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 4 Intersection Int Delay, s/veh 0.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 12 10 3 698 633 7 Future Vol, veh/h 12 10 3 698 633 7 Conflicting Peds, #/hr 0 0 2 0 0 2 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 100 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 60 63 25 93 88 58 Heavy Vehicles, % 0 10 0 1 1 0 Mvmt Flow 20 16 12 751 719 12 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1502 368 733 0 - 0 Stage 1 727 - - - - - Stage 2 775 - - - - - Critical Hdwy 6.6 7.05 4.1 - - - Critical Hdwy Stg 1 5.8 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.395 2.2 - - - Pot Cap-1 Maneuver 125 610 881 - - - Stage 1 445 - - - - - Stage 2 458 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 123 609 879 - - - Mov Cap-2 Maneuver 123 - - - - - Stage 1 438 - - - - - Stage 2 457 - - - - - Approach EB NB SB HCM Control Delay, s 27.2 0.1 0 HCM LOS D Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 879 - 123 609 - - HCM Lane V/C Ratio 0.014 - 0.163 0.026 - - HCM Control Delay (s) 9.2 - 39.9 11.1 - - HCM Lane LOS A - E B - - HCM 95th %tile Q(veh) 0 - 0.6 0.1 - - HCM 6th TWSC McHenry HS PM Existing 18: Oakwood Dr & Royal Dr 03/13/2019 McHenry HS PM Existing Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 5 Intersection Int Delay, s/veh 3.5 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Vol, veh/h 3 67 17 57 81 20 1 0 44 6 0 2 Future Vol, veh/h 3 67 17 57 81 20 1 0 44 6 0 2 Conflicting Peds, #/hr 0 0 1 1 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - 60 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 38 70 71 79 88 42 25 100 73 38 100 25 Heavy Vehicles, % 0 0 0 2 0 0 0 0 0 0 0 0 Mvmt Flow 8 96 24 72 92 48 4 0 60 16 0 8 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 140 0 0 121 0 0 389 409 109 414 397 116 Stage 1 - - - - - - 125 125 - 260 260 - Stage 2 - - - - - - 264 284 - 154 137 - Critical Hdwy 4.1 - - 4.12 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.218 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1456 - - 1467 - - 574 535 950 552 544 942 Stage 1 - - - - - - 884 796 - 749 697 - Stage 2 - - - - - - 746 680 - 853 787 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1456 - - 1466 - - 545 505 949 495 514 942 Mov Cap-2 Maneuver - - - - - - 545 505 - 495 514 - Stage 1 - - - - - - 878 790 - 745 663 - Stage 2 - - - - - - 703 647 - 794 781 - Approach SE NW NE SW HCM Control Delay, s 0.5 2.6 9.3 11.4 HCM LOS A B Minor Lane/Major Mvmt NELn1 NWL NWT NWR SEL SET SERSWLn1 Capacity (veh/h) 907 1466 - - 1456 - - 589 HCM Lane V/C Ratio 0.071 0.049 - - 0.005 - - 0.04 HCM Control Delay (s) 9.3 7.6 - - 7.5 0 - 11.4 HCM Lane LOS A A - - A A - B HCM 95th %tile Q(veh) 0.2 0.2 - - 0 - - 0.1 HCM 6th TWSC McHenry HS PM Existing 21: Oakwood Dr & Bus Exit 03/13/2019 McHenry HS PM Existing Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 6 Intersection Int Delay, s/veh 0.2 Movement NWL NWR NET NER SWL SWT Lane Configurations Traffic Vol, veh/h 0 1 44 0 0 74 Future Vol, veh/h 0 1 44 0 0 74 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 100 25 73 100 100 85 Heavy Vehicles, % 0 0 0 0 0 2 Mvmt Flow 0 4 60 0 0 87 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 147 60 0 0 60 0 Stage 1 60 - - - - - Stage 2 87 - - - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 850 1011 - - 1556 - Stage 1 968 - - - - - Stage 2 941 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 850 1011 - - 1556 - Mov Cap-2 Maneuver 850 - - - - - Stage 1 968 - - - - - Stage 2 941 - - - - - Approach NW NE SW HCM Control Delay, s 8.6 0 0 HCM LOS A Minor Lane/Major Mvmt NET NERNWLn1 SWL SWT Capacity (veh/h) - - 1011 1556 - HCM Lane V/C Ratio - - 0.004 - - HCM Control Delay (s) - - 8.6 0 - HCM Lane LOS - - A A - HCM 95th %tile Q(veh) - - 0 0 - Timings McHenry HS AM 2030 NoBuild 3: Crystal Lake Rd & Dartmoor Dr 03/13/2019 McHenry HS AM 2030 NoBuild Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 216 4 55 19 7 127 12 397 3 45 441 56 Future Volume (vph) 216 4 55 19 7 127 12 397 3 45 441 56 Satd. Flow (prot) 0 1755 0 0 1787 1583 1805 1863 1615 1736 1782 0 Flt Permitted 0.752 0.781 0.215 0.148 Satd. Flow (perm) 0 1366 0 0 1439 1545 408 1863 1615 270 1782 0 Satd. Flow (RTOR) 13 187 90 15 Lane Group Flow (vph) 0 397 0 0 32 187 22 630 8 76 653 0 Turn Type Perm NA Perm NA Perm pm+pt NA Perm pm+pt NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 8 2 2 6 Detector Phase 4 4 8 8 8 5 2 2 1 6 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0 5.0 15.0 15.0 5.0 15.0 Minimum Split (s) 15.5 15.5 15.5 15.5 15.5 10.0 21.0 21.0 10.0 21.0 Total Split (s) 30.0 30.0 30.0 30.0 30.0 20.0 41.0 41.0 20.0 41.0 Total Split (%) 33.0% 33.0% 33.0% 33.0% 33.0% 22.0% 45.1% 45.1% 22.0% 45.1% Yellow Time (s) 4.5 4.5 4.5 4.5 4.5 4.0 4.5 4.5 4.0 4.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 5.5 5.5 5.0 5.5 5.5 5.0 5.5 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None None None None None None Min Min None Min Act Effct Green (s) 27.7 27.7 27.7 39.1 33.1 33.1 43.0 39.0 Actuated g/C Ratio 0.34 0.34 0.34 0.47 0.40 0.40 0.52 0.47 v/c Ratio 0.85 0.07 0.29 0.07 0.84 0.01 0.26 0.77 Control Delay 45.3 21.2 4.7 10.7 36.4 0.0 12.2 27.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 45.3 21.2 4.7 10.7 36.4 0.0 12.2 27.4 LOS D C A B D A B C Approach Delay 45.3 7.1 35.1 25.8 Approach LOS D A D C Queue Length 50th (ft) 201 12 0 4 282 0 16 206 Queue Length 95th (ft) 83 20 12 12 332 0 31 #557 Internal Link Dist (ft) 943 492 2154 531 Turn Bay Length (ft) 115 115 115 Base Capacity (vph) 467 482 642 478 823 764 418 909 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.85 0.07 0.29 0.05 0.77 0.01 0.18 0.72 Intersection Summary Cycle Length: 91 Actuated Cycle Length: 82.5 Natural Cycle: 80 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.85 Timings McHenry HS AM 2030 NoBuild 3: Crystal Lake Rd & Dartmoor Dr 03/13/2019 McHenry HS AM 2030 NoBuild Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 2 Intersection Signal Delay: 30.7 Intersection LOS: C Intersection Capacity Utilization 66.3% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 3: Crystal Lake Rd & Dartmoor Dr Timings McHenry HS AM 2030 NoBuild 6: Crystal Lake Rd & Royal Dr 03/13/2019 McHenry HS AM 2030 NoBuild Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 93 0 214 1 0 1 34 485 1 5 541 33 Future Volume (vph) 93 0 214 1 0 1 34 485 1 5 541 33 Satd. Flow (prot) 1671 1568 0 1805 1615 0 1805 1881 1615 1805 1813 0 Flt Permitted 0.816 0.221 0.309 Satd. Flow (perm) 1436 1568 0 1900 1615 0 420 1881 1615 587 1813 0 Satd. Flow (RTOR) 556 472 102 2 Lane Group Flow (vph) 129 319 0 4 4 0 42 647 4 8 708 0 Turn Type pm+pt NA pm+pt NA pm+pt NA Perm pm+pt NA Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 8 4 6 6 2 Detector Phase 3 8 8 7 4 4 1 6 6 5 2 Switch Phase Minimum Initial (s) 3.0 8.0 3.0 8.0 3.0 15.0 15.0 3.0 15.0 Minimum Split (s) 7.0 14.0 7.0 14.0 7.0 21.0 21.0 7.0 21.0 Total Split (s) 33.0 36.0 28.0 31.0 24.0 56.0 56.0 24.0 56.0 Total Split (%) 22.9% 25.0% 19.4% 21.5% 16.7% 38.9% 38.9% 16.7% 38.9% Yellow Time (s) 3.5 4.5 3.5 4.5 3.5 4.5 4.5 3.5 4.5 All-Red Time (s) 0.0 1.5 0.0 1.5 0.0 1.5 1.5 0.0 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.5 6.0 3.5 6.0 3.5 6.0 6.0 3.5 6.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None Min Min None Min Act Effct Green (s) 20.7 16.5 16.7 8.4 58.6 54.8 54.8 56.5 50.7 Actuated g/C Ratio 0.24 0.19 0.19 0.10 0.68 0.63 0.63 0.65 0.58 v/c Ratio 0.33 0.43 0.01 0.01 0.11 0.55 0.00 0.02 0.67 Control Delay 30.1 1.8 25.0 0.0 6.4 13.1 0.0 6.2 19.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 30.1 1.8 25.0 0.0 6.4 13.1 0.0 6.2 19.0 LOS C A C A A B A A B Approach Delay 9.9 12.5 12.6 18.8 Approach LOS A B B B Queue Length 50th (ft) 61 0 2 0 6 163 0 1 270 Queue Length 95th (ft) 87 0 3 0 20 316 0 5 432 Internal Link Dist (ft) 558 199 341 2918 Turn Bay Length (ft) 150 115 265 115 Base Capacity (vph) 654 910 934 806 617 1186 1056 690 1060 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.20 0.35 0.00 0.00 0.07 0.55 0.00 0.01 0.67 Intersection Summary Cycle Length: 144 Actuated Cycle Length: 86.8 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.67 Timings McHenry HS AM 2030 NoBuild 6: Crystal Lake Rd & Royal Dr 03/13/2019 McHenry HS AM 2030 NoBuild Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 4 Intersection Signal Delay: 14.4 Intersection LOS: B Intersection Capacity Utilization 53.8% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 6: Crystal Lake Rd & Royal Dr Timings McHenry HS AM 2030 NoBuild 12: Crystal Lake Rd & South Access 03/13/2019 McHenry HS AM 2030 NoBuild Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 5 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 106 162 274 480 352 308 Future Volume (vph) 106 162 274 480 352 308 Satd. Flow (prot) 1805 1599 1805 1845 1827 1615 Flt Permitted 0.950 0.950 Satd. Flow (perm) 1794 1599 1791 1845 1827 1561 Satd. Flow (RTOR) 266 378 Lane Group Flow (vph) 212 266 449 640 396 570 Turn Type Prot Perm Prot NA NA Perm Protected Phases 4 5 2 6 Permitted Phases 4 6 Detector Phase 4 4 5 2 6 6 Switch Phase Minimum Initial (s) 6.0 6.0 3.0 15.0 15.0 15.0 Minimum Split (s) 14.0 14.0 7.5 21.0 21.0 21.0 Total Split (s) 30.0 30.0 60.0 120.0 60.0 60.0 Total Split (%) 20.0% 20.0% 40.0% 80.0% 40.0% 40.0% Yellow Time (s) 4.5 4.5 3.5 4.5 4.5 4.5 All-Red Time (s) 1.5 1.5 1.0 1.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 4.5 6.0 6.0 6.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Recall Mode None None None Min Min Min Act Effct Green (s) 22.1 22.1 40.8 90.3 44.9 44.9 Actuated g/C Ratio 0.18 0.18 0.33 0.72 0.36 0.36 v/c Ratio 0.67 0.53 0.76 0.48 0.60 0.71 Control Delay 63.0 10.2 48.1 8.4 38.7 17.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 63.0 10.2 48.1 8.4 38.7 17.1 LOS E B D A D B Approach Delay 33.6 24.8 26.0 Approach LOS C C C Queue Length 50th (ft) 172 0 348 205 273 138 Queue Length 95th (ft) 151 0 294 201 424 21 Internal Link Dist (ft) 94 408 927 Turn Bay Length (ft) 375 150 Base Capacity (vph) 361 533 836 1628 823 911 Starvation Cap Reductn 1 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.59 0.50 0.54 0.39 0.48 0.63 Intersection Summary Cycle Length: 150 Actuated Cycle Length: 124.9 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.76 Timings McHenry HS AM 2030 NoBuild 12: Crystal Lake Rd & South Access 03/13/2019 McHenry HS AM 2030 NoBuild Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 6 Intersection Signal Delay: 26.9 Intersection LOS: C Intersection Capacity Utilization 53.3% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 12: Crystal Lake Rd & South Access Timings McHenry HS AM 2030 NoBuild 13: South Access 03/13/2019 McHenry HS AM 2030 NoBuild Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 7 Lane Group NWL NWR NET NER SWL SWT Lane Configurations Traffic Volume (vph) 100 64 0 0 268 0 Future Volume (vph) 100 64 0 0 268 0 Satd. Flow (prot) 1767 0 1900 0 0 1805 Flt Permitted 0.964 0.757 Satd. Flow (perm) 1767 0 1900 0 0 1438 Satd. Flow (RTOR) 35 Lane Group Flow (vph) 270 0 0 0 0 536 Turn Type Prot Perm NA Protected Phases 2 4 8 Permitted Phases 8 Detector Phase 2 4 8 8 Switch Phase Minimum Initial (s) 15.0 5.0 5.0 5.0 Minimum Split (s) 24.0 24.0 24.0 24.0 Total Split (s) 50.0 30.0 30.0 30.0 Total Split (%) 62.5% 37.5% 37.5% 37.5% Yellow Time (s) 4.5 4.5 4.5 4.5 All-Red Time (s) 1.5 1.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Recall Mode Min None None None Act Effct Green (s) 16.7 24.1 Actuated g/C Ratio 0.32 0.46 v/c Ratio 0.46 0.82 Control Delay 15.3 26.9 Queue Delay 0.0 0.9 Total Delay 15.3 27.8 LOS B C Approach Delay 15.3 27.8 Approach LOS B C Queue Length 50th (ft) 57 128 Queue Length 95th (ft) 49 112 Internal Link Dist (ft) 30 126 118 Turn Bay Length (ft) Base Capacity (vph) 1481 655 Starvation Cap Reductn 0 23 Spillback Cap Reductn 0 0 Storage Cap Reductn 0 0 Reduced v/c Ratio 0.18 0.85 Intersection Summary Cycle Length: 80 Actuated Cycle Length: 52.8 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.82 Timings McHenry HS AM 2030 NoBuild 13: South Access 03/13/2019 McHenry HS AM 2030 NoBuild Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 8 Intersection Signal Delay: 23.6 Intersection LOS: C Intersection Capacity Utilization 37.3% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 13: South Access Timings McHenry HS AM 2030 NoBuild 26: 03/13/2019 McHenry HS AM 2030 NoBuild Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 9 Lane Group WBL WBR SBL SBR NEL NER Ø3 Lane Configurations Traffic Volume (vph) 268 0 0 0 0 0 Future Volume (vph) 268 0 0 0 0 0 Satd. Flow (prot) 1805 0 0 0 0 0 Flt Permitted 0.950 Satd. Flow (perm) 1805 0 0 0 0 0 Satd. Flow (RTOR) 1091 Lane Group Flow (vph) 536 0 0 0 0 0 Turn Type Prot Protected Phases 2 3 Permitted Phases Detector Phase 2 Switch Phase Minimum Initial (s) 2.0 1.0 Minimum Split (s) 4.0 5.0 Total Split (s) 4.0 10.0 Total Split (%) 28.6% 71% Yellow Time (s) 2.0 2.0 All-Red Time (s) 0.0 0.0 Lost Time Adjust (s) 0.0 Total Lost Time (s) 2.0 Lead/Lag Lead-Lag Optimize? Recall Mode None C-Max Act Effct Green (s) 2.0 Actuated g/C Ratio 0.14 v/c Ratio 0.45 Control Delay 1.2 Queue Delay 0.0 Total Delay 1.2 LOS A Approach Delay 1.2 Approach LOS A Queue Length 50th (ft) 0 Queue Length 95th (ft) 0 Internal Link Dist (ft) 145 1 35 Turn Bay Length (ft) Base Capacity (vph) 1193 Starvation Cap Reductn 0 Spillback Cap Reductn 0 Storage Cap Reductn 0 Reduced v/c Ratio 0.45 Intersection Summary Cycle Length: 14 Actuated Cycle Length: 14 Offset: 1 (7%), Referenced to phase 3:Hold, Start of Green Natural Cycle: 40 Control Type: Actuated-Coordinated Timings McHenry HS AM 2030 NoBuild 26: 03/13/2019 McHenry HS AM 2030 NoBuild Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 10 Maximum v/c Ratio: 0.45 Intersection Signal Delay: 1.2 Intersection LOS: A Intersection Capacity Utilization 18.2% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 26: HCM 6th TWSC McHenry HS AM 2030 NoBuild 9: Crystal Lake Rd & Kensington Dr 03/13/2019 McHenry HS AM 2030 NoBuild Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 1 Intersection Int Delay, s/veh 2.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 18 0 41 0 0 0 4 736 0 0 501 13 Future Vol, veh/h 18 0 41 0 0 0 4 736 0 0 501 13 Conflicting Peds, #/hr 0 0 0 0 0 0 11 0 0 0 0 11 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 110 - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 64 100 85 100 100 100 33 68 100 100 80 54 Heavy Vehicles, % 0 0 2 0 0 0 25 2 0 0 4 0 Mvmt Flow 28 0 48 0 0 0 12 1082 0 0 626 24 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1755 1755 649 1768 1767 1082 661 0 0 1082 0 0 Stage 1 649 649 - 1106 1106 - - - - - - - Stage 2 1106 1106 - 662 661 - - - - - - - Critical Hdwy 7.1 6.5 6.22 7.1 6.5 6.2 4.35 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.318 3.5 4 3.3 2.425 - - 2.2 - - Pot Cap-1 Maneuver 67 86 470 66 85 267 828 - - 652 - - Stage 1 462 469 - 258 289 - - - - - - - Stage 2 258 289 - 454 463 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 66 84 465 58 83 267 819 - - 652 - - Mov Cap-2 Maneuver 66 84 - 58 83 - - - - - - - Stage 1 450 464 - 254 285 - - - - - - - Stage 2 254 285 - 407 458 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 55.2 0 0.1 0 HCM LOS F A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 819 - - 144 - 652 - - HCM Lane V/C Ratio 0.015 - - 0.53 - - - - HCM Control Delay (s) 9.5 - - 55.2 0 0 - - HCM Lane LOS A - - F A A - - HCM 95th %tile Q(veh) 0 - - 2.6 - 0 - - HCM 6th TWSC McHenry HS AM 2030 NoBuild 14: Crystal Lake Rd & Center Access 03/13/2019 McHenry HS AM 2030 NoBuild Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 2 Intersection Int Delay, s/veh 0.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 8 578 660 24 Future Vol, veh/h 0 0 8 578 660 24 Conflicting Peds, #/hr 0 0 3 0 0 3 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 100 - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 100 100 40 74 71 38 Heavy Vehicles, % 0 0 88 1 2 54 Mvmt Flow 0 0 20 781 930 63 Major/Minor Minor2 Major1 Major2 Conflicting Flow All - 933 996 0 - 0 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - 6.2 4.98 - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - 3.3 2.992 - - - Pot Cap-1 Maneuver 0 325 446 - - - Stage 1 0 - - - - - Stage 2 0 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver - 324 445 - - - Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB NB SB HCM Control Delay, s 0 0.3 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 445 - - - - HCM Lane V/C Ratio 0.045 - - - - HCM Control Delay (s) 13.5 - 0 - - HCM Lane LOS B - A - - HCM 95th %tile Q(veh) 0.1 - - - - HCM 6th TWSC McHenry HS AM 2030 NoBuild 16: Crystal Lake Rd & North Access 03/13/2019 McHenry HS AM 2030 NoBuild Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 3 Intersection Int Delay, s/veh 1.9 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 10 15 68 510 669 87 Future Vol, veh/h 10 15 68 510 669 87 Conflicting Peds, #/hr 0 0 15 0 0 15 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 100 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 63 38 50 82 75 60 Heavy Vehicles, % 0 7 0 2 4 0 Mvmt Flow 16 39 136 622 892 145 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1874 534 1052 0 - 0 Stage 1 980 - - - - - Stage 2 894 - - - - - Critical Hdwy 6.6 7.005 4.1 - - - Critical Hdwy Stg 1 5.8 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.53.3665 2.2 - - - Pot Cap-1 Maneuver 72 481 669 - - - Stage 1 329 - - - - - Stage 2 403 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 56 474 659 - - - Mov Cap-2 Maneuver 56 - - - - - Stage 1 258 - - - - - Stage 2 397 - - - - - Approach EB NB SB HCM Control Delay, s 36.2 2.1 0 HCM LOS E Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 659 - 56 474 - - HCM Lane V/C Ratio 0.206 - 0.283 0.083 - - HCM Control Delay (s) 11.9 - 93 13.3 - - HCM Lane LOS B - F B - - HCM 95th %tile Q(veh) 0.8 - 1 0.3 - - HCM 6th TWSC McHenry HS AM 2030 NoBuild 18: Oakwood Dr & Royal Dr 03/13/2019 McHenry HS AM 2030 NoBuild Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 4 Intersection Int Delay, s/veh 3.7 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Vol, veh/h 0 193 6 10 19 5 11 0 87 15 1 0 Future Vol, veh/h 0 193 6 10 19 5 11 0 87 15 1 0 Conflicting Peds, #/hr 0 0 1 1 0 0 0 0 2 2 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - 60 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 100 67 63 58 61 63 83 100 81 75 25 100 Heavy Vehicles, % 0 1 0 14 0 0 60 0 13 0 0 0 Mvmt Flow 0 288 10 17 31 8 13 0 107 20 4 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 39 0 0 299 0 0 365 367 296 418 368 35 Stage 1 - - - - - - 294 294 - 69 69 - Stage 2 - - - - - - 71 73 - 349 299 - Critical Hdwy 4.1 - - 4.24 - - 7.7 6.5 6.33 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.7 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.7 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.326 - - 4.04 4 3.417 3.5 4 3.3 Pot Cap-1 Maneuver 1584 - - 1197 - - 497 565 718 549 564 1044 Stage 1 - - - - - - 605 673 - 946 841 - Stage 2 - - - - - - 812 838 - 671 670 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1584 - - 1196 - - 489 557 716 461 556 1044 Mov Cap-2 Maneuver - - - - - - 489 557 - 461 556 - Stage 1 - - - - - - 604 672 - 946 829 - Stage 2 - - - - - - 797 826 - 569 669 - Approach SE NW NE SW HCM Control Delay, s 0 2.5 11.4 13 HCM LOS B B Minor Lane/Major Mvmt NELn1 NWL NWT NWR SEL SET SERSWLn1 Capacity (veh/h) 681 1196 - - 1584 - - 475 HCM Lane V/C Ratio 0.177 0.014 - - - - - 0.051 HCM Control Delay (s) 11.4 8.1 - - 0 - - 13 HCM Lane LOS B A - - A - - B HCM 95th %tile Q(veh) 0.6 0 - - 0 - - 0.2 HCM 6th TWSC McHenry HS AM 2030 NoBuild 21: Oakwood Dr & Bus Exit 03/13/2019 McHenry HS AM 2030 NoBuild Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 5 Intersection Int Delay, s/veh 3.3 Movement NWL NWR NET NER SWL SWT Lane Configurations Traffic Vol, veh/h 3 19 79 0 0 17 Future Vol, veh/h 3 19 79 0 0 17 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 25 48 100 100 100 70 Heavy Vehicles, % 33 79 0 0 0 7 Mvmt Flow 12 40 79 0 0 24 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 103 79 0 0 79 0 Stage 1 79 - - - - - Stage 2 24 - - - - - Critical Hdwy 6.73 6.99 - - 4.1 - Critical Hdwy Stg 1 5.73 - - - - - Critical Hdwy Stg 2 5.73 - - - - - Follow-up Hdwy 3.797 4.011 - - 2.2 - Pot Cap-1 Maneuver 825 804 - - 1532 - Stage 1 871 - - - - - Stage 2 924 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 825 804 - - 1532 - Mov Cap-2 Maneuver 825 - - - - - Stage 1 871 - - - - - Stage 2 924 - - - - - Approach NW NE SW HCM Control Delay, s 9.8 0 0 HCM LOS A Minor Lane/Major Mvmt NET NERNWLn1 SWL SWT Capacity (veh/h) - - 809 1532 - HCM Lane V/C Ratio - - 0.064 - - HCM Control Delay (s) - - 9.8 0 - HCM Lane LOS - - A A - HCM 95th %tile Q(veh) - - 0.2 0 - HCM 6th TWSC McHenry HS AM 2030 NoBuild 31: South Access 03/13/2019 McHenry HS AM 2030 NoBuild Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 6 Intersection Int Delay, s/veh 0.4 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Vol, veh/h 0 268 0 25 164 75 0 0 0 0 0 0 Future Vol, veh/h 0 268 0 25 164 75 0 0 0 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 50 50 50 50 50 50 50 50 50 50 50 50 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 0 536 0 50 328 150 0 0 0 0 0 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 478 0 0 536 0 0 1039 1114 268 771 1039 403 Stage 1 - - - - - - 536 536 - 503 503 - Stage 2 - - - - - - 503 578 - 268 536 - Critical Hdwy 4.1 - - 4.1 - - 7.3 6.5 6.9 7.3 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.5 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.5 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1095 - - 1042 - - 199 210 736 306 232 652 Stage 1 - - - - - - 501 527 - 555 545 - Stage 2 - - - - - - 555 504 - 720 527 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1095 - - 1042 - - 189 196 736 290 216 652 Mov Cap-2 Maneuver - - - - - - 189 196 - 290 216 - Stage 1 - - - - - - 501 527 - 555 508 - Stage 2 - - - - - - 518 470 - 720 527 - Approach SE NW NE SW HCM Control Delay, s 0 0.8 0 0 HCM LOS A A Minor Lane/Major Mvmt NELn1 NWL NWT NWR SEL SET SERSWLn1 Capacity (veh/h) - 1042 - - 1095 - - - HCM Lane V/C Ratio - 0.048 - - - - - - HCM Control Delay (s) 0 8.6 0 - 0 - - 0 HCM Lane LOS A A A - A - - A HCM 95th %tile Q(veh) - 0.2 - - 0 - - - Timings McHenry HS School Release 2030 NoBuild 3: Crystal Lake Rd & Dartmoor Dr 03/13/2019 McHenry HS School Release 2030 NoBuild Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 63 16 29 9 6 55 22 441 13 89 489 117 Future Volume (vph) 63 16 29 9 6 55 22 441 13 89 489 117 Satd. Flow (prot) 0 1742 0 0 1714 1553 1719 1827 1615 1752 1804 0 Flt Permitted 0.815 0.811 0.140 0.347 Satd. Flow (perm) 0 1442 0 0 1436 1489 253 1827 1580 640 1804 0 Satd. Flow (RTOR) 20 90 90 14 Lane Group Flow (vph) 0 132 0 0 24 72 44 479 24 116 835 0 Turn Type Perm NA Perm NA Perm pm+pt NA Perm pm+pt NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 8 2 2 6 Detector Phase 4 4 8 8 8 5 2 2 1 6 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0 5.0 15.0 15.0 5.0 15.0 Minimum Split (s) 16.0 16.0 16.0 16.0 16.0 10.0 21.0 21.0 10.0 21.0 Total Split (s) 30.0 30.0 30.0 30.0 30.0 20.0 41.0 41.0 20.0 41.0 Total Split (%) 33.0% 33.0% 33.0% 33.0% 33.0% 22.0% 45.1% 45.1% 22.0% 45.1% Yellow Time (s) 4.5 4.5 4.5 4.5 4.5 4.0 4.5 4.5 4.0 4.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 5.5 5.5 5.0 5.5 5.5 5.0 5.5 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None None None None None None Min Min None Min Act Effct Green (s) 20.5 20.5 20.5 45.5 40.4 40.4 49.4 45.0 Actuated g/C Ratio 0.26 0.26 0.26 0.58 0.52 0.52 0.63 0.57 v/c Ratio 0.34 0.06 0.16 0.15 0.51 0.03 0.22 0.80 Control Delay 21.8 21.5 3.9 11.9 24.0 0.1 11.1 30.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 21.8 21.5 3.9 11.9 24.0 0.1 11.1 30.7 LOS C C A B C A B C Approach Delay 21.8 8.3 22.0 28.3 Approach LOS C A C C Queue Length 50th (ft) 45 9 0 5 139 0 15 318 Queue Length 95th (ft) 68 22 11 17 #414 0 58 #622 Internal Link Dist (ft) 943 492 436 531 Turn Bay Length (ft) 115 115 115 Base Capacity (vph) 584 570 645 464 1026 926 645 1041 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.23 0.04 0.11 0.09 0.47 0.03 0.18 0.80 Intersection Summary Cycle Length: 91 Actuated Cycle Length: 78.3 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.80 Timings McHenry HS School Release 2030 NoBuild 3: Crystal Lake Rd & Dartmoor Dr 03/13/2019 McHenry HS School Release 2030 NoBuild Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 2 Intersection Signal Delay: 24.7 Intersection LOS: C Intersection Capacity Utilization 70.5% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 3: Crystal Lake Rd & Dartmoor Dr Timings McHenry HS School Release 2030 NoBuild 6: Crystal Lake Rd & Royal Dr 03/13/2019 McHenry HS School Release 2030 NoBuild Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 152 1 81 6 0 8 134 570 2 5 525 95 Future Volume (vph) 152 1 81 6 0 8 134 570 2 5 525 95 Satd. Flow (prot) 1687 1455 0 1805 1615 0 1787 1863 1615 1805 1754 0 Flt Permitted 0.615 0.173 0.329 Satd. Flow (perm) 1092 1455 0 1896 1615 0 325 1863 1578 625 1754 0 Satd. Flow (RTOR) 85 408 102 7 Lane Group Flow (vph) 214 89 0 8 12 0 174 663 8 8 690 0 Turn Type pm+pt NA pm+pt NA pm+pt NA Perm pm+pt NA Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 8 4 6 6 2 Detector Phase 3 8 8 7 4 4 1 6 6 5 2 Switch Phase Minimum Initial (s) 3.0 8.0 3.0 8.0 3.0 15.0 15.0 3.0 15.0 Minimum Split (s) 7.0 14.0 7.0 14.0 7.0 21.0 21.0 7.0 21.0 Total Split (s) 33.0 36.0 28.0 31.0 24.0 56.0 56.0 24.0 56.0 Total Split (%) 22.9% 25.0% 19.4% 21.5% 16.7% 38.9% 38.9% 16.7% 38.9% Yellow Time (s) 3.5 4.5 3.5 4.5 3.5 4.5 4.5 3.5 4.5 All-Red Time (s) 0.0 1.5 0.0 1.5 0.0 1.5 1.5 0.0 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.5 6.0 3.5 6.0 3.5 6.0 6.0 3.5 6.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None Min Min None Min Act Effct Green (s) 28.4 24.1 16.7 8.2 67.8 63.6 63.6 58.8 50.6 Actuated g/C Ratio 0.27 0.23 0.16 0.08 0.66 0.62 0.62 0.57 0.49 v/c Ratio 0.49 0.22 0.03 0.02 0.47 0.58 0.01 0.02 0.80 Control Delay 35.3 9.9 28.7 0.1 12.1 16.5 0.0 9.0 33.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 35.3 9.9 28.7 0.1 12.1 16.5 0.0 9.0 33.0 LOS D A C A B B A A C Approach Delay 27.8 11.5 15.4 32.7 Approach LOS C B B C Queue Length 50th (ft) 115 2 4 0 40 228 0 2 360 Queue Length 95th (ft) 150 0 14 0 71 471 0 6 #746 Internal Link Dist (ft) 558 199 341 704 Turn Bay Length (ft) 150 115 265 115 Base Capacity (vph) 542 492 864 703 507 1146 1010 646 861 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.39 0.18 0.01 0.02 0.34 0.58 0.01 0.01 0.80 Intersection Summary Cycle Length: 144 Actuated Cycle Length: 103.3 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.80 Timings McHenry HS School Release 2030 NoBuild 6: Crystal Lake Rd & Royal Dr 03/13/2019 McHenry HS School Release 2030 NoBuild Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 4 Intersection Signal Delay: 23.9 Intersection LOS: C Intersection Capacity Utilization 70.0% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 6: Crystal Lake Rd & Royal Dr Timings McHenry HS School Release 2030 NoBuild 12: Crystal Lake Rd & South Access 03/13/2019 McHenry HS School Release 2030 NoBuild Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 5 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 148 161 24 531 560 49 Future Volume (vph) 148 161 24 531 560 49 Satd. Flow (prot) 1787 1599 1736 1827 1845 1615 Flt Permitted 0.950 0.194 Satd. Flow (perm) 1783 1599 353 1827 1845 1562 Satd. Flow (RTOR) 246 59 Lane Group Flow (vph) 279 322 44 590 667 96 Turn Type Prot Perm pm+pt NA NA Perm Protected Phases 4 5 2 6 Permitted Phases 4 2 6 Detector Phase 4 4 5 2 6 6 Switch Phase Minimum Initial (s) 6.0 6.0 3.0 15.0 15.0 15.0 Minimum Split (s) 12.0 12.0 7.0 21.0 21.0 21.0 Total Split (s) 45.0 45.0 10.0 55.0 45.0 45.0 Total Split (%) 45.0% 45.0% 10.0% 55.0% 45.0% 45.0% Yellow Time (s) 4.5 4.5 3.5 4.5 4.5 4.5 All-Red Time (s) 1.5 1.5 0.0 1.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 3.5 6.0 6.0 6.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Recall Mode None None None Min Min Min Act Effct Green (s) 17.1 17.1 39.3 36.6 31.6 31.6 Actuated g/C Ratio 0.26 0.26 0.59 0.55 0.47 0.47 v/c Ratio 0.61 0.54 0.13 0.59 0.76 0.12 Control Delay 30.8 10.9 7.0 12.9 23.5 6.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 30.8 10.9 7.0 12.9 23.5 6.7 LOS C B A B C A Approach Delay 20.1 12.5 21.3 Approach LOS C B C Queue Length 50th (ft) 119 29 7 141 241 9 Queue Length 95th (ft) 107 4 13 284 397 13 Internal Link Dist (ft) 66 408 927 Turn Bay Length (ft) 100 150 Base Capacity (vph) 1140 1109 354 1387 1177 1018 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.24 0.29 0.12 0.43 0.57 0.09 Intersection Summary Cycle Length: 100 Actuated Cycle Length: 66.8 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.76 Timings McHenry HS School Release 2030 NoBuild 12: Crystal Lake Rd & South Access 03/13/2019 McHenry HS School Release 2030 NoBuild Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 6 Intersection Signal Delay: 18.2 Intersection LOS: B Intersection Capacity Utilization 49.4% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 12: Crystal Lake Rd & South Access Timings McHenry HS School Release 2030 NoBuild 26: 03/13/2019 McHenry HS School Release 2030 NoBuild Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 7 Lane Group SBL SBR NWL NWR NEL NER Ø1 Ø2 Ø3 Lane Configurations Traffic Volume (vph) 0 0 73 0 0 0 Future Volume (vph) 0 0 73 0 0 0 Satd. Flow (prot) 0 0 1805 0 0 0 Flt Permitted 0.950 Satd. Flow (perm) 0 0 1805 0 0 0 Satd. Flow (RTOR) 1091 Lane Group Flow (vph) 0 0 146 0 0 0 Turn Type Prot Protected Phases 1 3 1 2 3 Permitted Phases Detector Phase 1 3 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 9.5 Total Split (s) 1100.0 734.0 1166.0 Total Split (%) 37% 24% 39% Yellow Time (s) 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Recall Mode Max Max Max Act Effct Green (s) 2261.5 Actuated g/C Ratio 0.75 v/c Ratio 0.09 Control Delay 0.1 Queue Delay 0.0 Total Delay 0.1 LOS A Approach Delay 0.1 Approach LOS A Queue Length 50th (ft) 0 Queue Length 95th (ft) 0 Internal Link Dist (ft) 1 140 243 Turn Bay Length (ft) Base Capacity (vph) 1629 Starvation Cap Reductn 0 Spillback Cap Reductn 0 Storage Cap Reductn 0 Reduced v/c Ratio 0.09 Intersection Summary Cycle Length: 3000 Actuated Cycle Length: 3000 Offset: 0 (0%), Referenced to phase 1:NWL, Start of Green Natural Cycle: 55 Control Type: Pretimed Timings McHenry HS School Release 2030 NoBuild 26: 03/13/2019 McHenry HS School Release 2030 NoBuild Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 8 Maximum v/c Ratio: 0.09 Intersection Signal Delay: 0.1 Intersection LOS: A Intersection Capacity Utilization 7.9% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 26: HCM 6th TWSC McHenry HS School Release 2030 NoBuild 9: Crystal Lake Rd & Kensington Dr 03/13/2019 McHenry HS School Release 2030 NoBuild Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 1 Intersection Int Delay, s/veh 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 15 0 17 0 0 0 17 542 0 0 678 43 Future Vol, veh/h 15 0 17 0 0 0 17 542 0 0 678 43 Conflicting Peds, #/hr 0 0 0 0 0 0 32 0 0 0 0 32 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 110 - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 54 100 71 100 100 100 53 92 100 100 76 63 Heavy Vehicles, % 4 0 6 0 0 0 0 3 0 0 2 2 Mvmt Flow 28 0 24 0 0 0 32 589 0 0 892 68 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1611 1611 958 1591 1645 589 992 0 0 589 0 0 Stage 1 958 958 - 653 653 - - - - - - - Stage 2 653 653 - 938 992 - - - - - - - Critical Hdwy 7.14 6.5 6.26 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.14 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.14 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.536 4 3.354 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 83 105 307 88 101 512 705 - - 996 - - Stage 1 307 338 - 460 467 - - - - - - - Stage 2 453 467 - 320 326 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 78 97 298 78 93 512 684 - - 996 - - Mov Cap-2 Maneuver 78 97 - 78 93 - - - - - - - Stage 1 284 328 - 438 445 - - - - - - - Stage 2 432 445 - 294 316 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 57.4 0 0.5 0 HCM LOS F A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 684 - - 118 - 996 - - HCM Lane V/C Ratio 0.047 - - 0.438 - - - - HCM Control Delay (s) 10.5 - - 57.4 0 0 - - HCM Lane LOS B - - F A A - - HCM 95th %tile Q(veh) 0.1 - - 1.9 - 0 - - HCM 6th TWSC McHenry HS School Release 2030 NoBuild 14: Crystal Lake Rd & Center Access 03/13/2019 McHenry HS School Release 2030 NoBuild Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 2 Intersection Int Delay, s/veh 0.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 3 676 609 20 Future Vol, veh/h 0 0 3 676 609 20 Conflicting Peds, #/hr 0 0 2 0 0 2 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 100 - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 100 100 25 84 56 91 Heavy Vehicles, % 0 0 100 2 2 85 Mvmt Flow 0 0 12 805 1088 22 Major/Minor Minor2 Major1 Major2 Conflicting Flow All - 1090 1112 0 - 0 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - 6.2 5.1 - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - 3.3 3.1 - - - Pot Cap-1 Maneuver 0 264 373 - - - Stage 1 0 - - - - - Stage 2 0 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver - 263 372 - - - Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB NB SB HCM Control Delay, s 0 0.2 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 372 - - - - HCM Lane V/C Ratio 0.032 - - - - HCM Control Delay (s) 15 - 0 - - HCM Lane LOS C - A - - HCM 95th %tile Q(veh) 0.1 - - - - HCM 6th TWSC McHenry HS School Release 2030 NoBuild 16: Crystal Lake Rd & North Access 03/13/2019 McHenry HS School Release 2030 NoBuild Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 3 Intersection Int Delay, s/veh 2.9 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 36 36 6 670 593 19 Future Vol, veh/h 36 36 6 670 593 19 Conflicting Peds, #/hr 0 0 8 0 0 8 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 100 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 60 41 75 81 92 53 Heavy Vehicles, % 0 3 0 2 6 0 Mvmt Flow 60 88 8 827 645 36 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1514 349 689 0 - 0 Stage 1 671 - - - - - Stage 2 843 - - - - - Critical Hdwy 6.6 6.945 4.1 - - - Critical Hdwy Stg 1 5.8 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.53.3285 2.2 - - - Pot Cap-1 Maneuver 122 645 915 - - - Stage 1 475 - - - - - Stage 2 426 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 119 640 908 - - - Mov Cap-2 Maneuver 119 - - - - - Stage 1 467 - - - - - Stage 2 423 - - - - - Approach EB NB SB HCM Control Delay, s 32.3 0.1 0 HCM LOS D Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 908 - 119 640 - - HCM Lane V/C Ratio 0.009 - 0.504 0.137 - - HCM Control Delay (s) 9 - 62.7 11.5 - - HCM Lane LOS A - F B - - HCM 95th %tile Q(veh) 0 - 2.3 0.5 - - HCM 6th TWSC McHenry HS School Release 2030 NoBuild 18: Oakwood Dr & Royal Dr 03/13/2019 McHenry HS School Release 2030 NoBuild Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 4 Intersection Int Delay, s/veh 5.1 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Vol, veh/h 6 74 23 61 118 8 20 2 90 5 3 1 Future Vol, veh/h 6 74 23 61 118 8 20 2 90 5 3 1 Conflicting Peds, #/hr 0 0 1 1 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - 60 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 50 87 58 84 68 33 38 50 78 63 38 25 Heavy Vehicles, % 0 2 5 4 0 0 45 0 15 0 0 0 Mvmt Flow 12 85 40 73 174 24 53 4 115 8 8 4 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 198 0 0 126 0 0 468 474 106 521 482 186 Stage 1 - - - - - - 130 130 - 332 332 - Stage 2 - - - - - - 338 344 - 189 150 - Critical Hdwy 4.1 - - 4.14 - - 7.55 6.5 6.35 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.55 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.55 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.236 - - 3.905 4 3.435 3.5 4 3.3 Pot Cap-1 Maneuver 1387 - - 1448 - - 441 492 914 469 487 861 Stage 1 - - - - - - 780 792 - 686 648 - Stage 2 - - - - - - 595 640 - 817 777 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1387 - - 1447 - - 413 463 913 389 458 861 Mov Cap-2 Maneuver - - - - - - 413 463 - 389 458 - Stage 1 - - - - - - 772 784 - 680 616 - Stage 2 - - - - - - 555 608 - 704 769 - Approach SE NW NE SW HCM Control Delay, s 0.7 2 12.4 13 HCM LOS B B Minor Lane/Major Mvmt NELn1 NWL NWT NWR SEL SET SERSWLn1 Capacity (veh/h) 655 1447 - - 1387 - - 469 HCM Lane V/C Ratio 0.263 0.05 - - 0.009 - - 0.042 HCM Control Delay (s) 12.4 7.6 - - 7.6 0 - 13 HCM Lane LOS B A - - A A - B HCM 95th %tile Q(veh) 1.1 0.2 - - 0 - - 0.1 HCM 6th TWSC McHenry HS School Release 2030 NoBuild 21: Oakwood Dr & Bus Exit 03/13/2019 McHenry HS School Release 2030 NoBuild Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 5 Intersection Int Delay, s/veh 3 Movement NWL NWR NET NER SWL SWT Lane Configurations Traffic Vol, veh/h 5 29 83 0 0 87 Future Vol, veh/h 5 29 83 0 0 87 Conflicting Peds, #/hr 2 7 0 3 3 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 31 45 91 100 100 89 Heavy Vehicles, % 40 55 6 0 0 3 Mvmt Flow 16 64 91 0 0 98 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 194 101 0 0 94 0 Stage 1 94 - - - - - Stage 2 100 - - - - - Critical Hdwy 6.8 6.75 - - 4.1 - Critical Hdwy Stg 1 5.8 - - - - - Critical Hdwy Stg 2 5.8 - - - - - Follow-up Hdwy 3.86 3.795 - - 2.2 - Pot Cap-1 Maneuver 716 827 - - 1513 - Stage 1 843 - - - - - Stage 2 837 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 712 819 - - 1509 - Mov Cap-2 Maneuver 712 - - - - - Stage 1 840 - - - - - Stage 2 835 - - - - - Approach NW NE SW HCM Control Delay, s 10 0 0 HCM LOS B Minor Lane/Major Mvmt NET NERNWLn1 SWL SWT Capacity (veh/h) - - 795 1509 - HCM Lane V/C Ratio - - 0.101 - - HCM Control Delay (s) - - 10 0 - HCM Lane LOS - - B A - HCM 95th %tile Q(veh) - - 0.3 0 - Timings McHenry HS PM 2030 NoBuild 3: Crystal Lake Rd & Dartmoor Dr 03/13/2019 McHenry HS PM 2030 NoBuild Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 95 8 31 7 5 72 44 646 23 79 489 129 Future Volume (vph) 95 8 31 7 5 72 44 646 23 79 489 129 Satd. Flow (prot) 0 1748 0 0 1847 1615 1752 1881 1615 1805 1828 0 Flt Permitted 0.777 0.821 0.199 0.183 Satd. Flow (perm) 0 1403 0 0 1560 1581 367 1881 1615 348 1828 0 Satd. Flow (RTOR) 14 96 90 16 Lane Group Flow (vph) 0 169 0 0 28 96 59 695 32 92 729 0 Turn Type Perm NA Perm NA Perm pm+pt NA Perm pm+pt NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 8 2 2 6 Detector Phase 4 4 8 8 8 5 2 2 1 6 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0 5.0 15.0 15.0 5.0 15.0 Minimum Split (s) 16.0 16.0 15.5 15.5 15.5 10.0 21.0 21.0 10.0 21.0 Total Split (s) 30.0 30.0 30.0 30.0 30.0 20.0 41.0 41.0 20.0 41.0 Total Split (%) 33.0% 33.0% 33.0% 33.0% 33.0% 22.0% 45.1% 45.1% 22.0% 45.1% Yellow Time (s) 4.5 4.5 4.5 4.5 4.5 4.0 4.5 4.5 4.0 4.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 5.5 5.5 5.0 5.5 5.5 5.0 5.5 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None None None None None None Min Min None Min Act Effct Green (s) 18.1 18.1 18.1 44.3 37.7 37.7 46.4 40.8 Actuated g/C Ratio 0.23 0.23 0.23 0.57 0.49 0.49 0.60 0.53 v/c Ratio 0.50 0.08 0.22 0.17 0.76 0.04 0.25 0.75 Control Delay 28.5 22.7 6.2 9.5 27.7 0.1 10.0 25.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 28.5 22.7 6.2 9.5 27.7 0.1 10.0 25.4 LOS C C A A C A A C Approach Delay 28.5 9.9 25.2 23.7 Approach LOS C A C C Queue Length 50th (ft) 65 11 0 8 255 0 13 269 Queue Length 95th (ft) 50 13 19 33 #734 0 54 #684 Internal Link Dist (ft) 943 492 436 531 Turn Bay Length (ft) 115 115 115 Base Capacity (vph) 506 553 623 504 912 829 508 967 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.33 0.05 0.15 0.12 0.76 0.04 0.18 0.75 Intersection Summary Cycle Length: 91 Actuated Cycle Length: 77.7 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.76 Timings McHenry HS PM 2030 NoBuild 3: Crystal Lake Rd & Dartmoor Dr 03/13/2019 McHenry HS PM 2030 NoBuild Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 2 Intersection Signal Delay: 23.8 Intersection LOS: C Intersection Capacity Utilization 66.0% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 3: Crystal Lake Rd & Dartmoor Dr Timings McHenry HS PM 2030 NoBuild 6: Crystal Lake Rd & Royal Dr 03/13/2019 McHenry HS PM 2030 NoBuild Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 113 1 84 3 0 2 110 681 1 7 627 98 Future Volume (vph) 113 1 84 3 0 2 110 681 1 7 627 98 Satd. Flow (prot) 1805 1626 0 1805 1615 0 1787 1881 1615 1805 1826 0 Flt Permitted 0.455 0.155 0.294 Satd. Flow (perm) 864 1626 0 1900 1615 0 292 1881 1615 559 1826 0 Satd. Flow (RTOR) 102 435 102 7 Lane Group Flow (vph) 130 106 0 12 4 0 129 748 4 12 811 0 Turn Type pm+pt NA pm+pt NA pm+pt NA Perm pm+pt NA Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 8 4 6 6 2 Detector Phase 3 8 8 7 4 4 1 6 6 5 2 Switch Phase Minimum Initial (s) 3.0 8.0 3.0 8.0 3.0 15.0 15.0 3.0 15.0 Minimum Split (s) 7.0 14.0 7.0 14.0 7.0 21.0 21.0 7.0 21.0 Total Split (s) 33.0 36.0 28.0 31.0 24.0 56.0 56.0 24.0 56.0 Total Split (%) 22.9% 25.0% 19.4% 21.5% 16.7% 38.9% 38.9% 16.7% 38.9% Yellow Time (s) 3.5 3.5 3.5 4.5 3.5 4.5 4.5 3.5 4.5 All-Red Time (s) 0.0 0.0 0.0 1.5 0.0 1.5 1.5 0.0 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.5 3.5 3.5 6.0 3.5 6.0 6.0 3.5 6.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None Min Min None Min Act Effct Green (s) 17.7 15.9 16.8 8.2 64.9 60.7 60.7 59.0 50.7 Actuated g/C Ratio 0.20 0.18 0.19 0.09 0.72 0.68 0.68 0.66 0.57 v/c Ratio 0.43 0.28 0.03 0.01 0.37 0.59 0.00 0.03 0.78 Control Delay 34.8 9.8 26.7 0.0 8.3 13.1 0.0 6.3 24.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 34.8 9.8 26.7 0.0 8.3 13.1 0.0 6.3 24.8 LOS C A C A A B A A C Approach Delay 23.6 20.0 12.3 24.6 Approach LOS C B B C Queue Length 50th (ft) 63 2 4 0 15 152 0 1 285 Queue Length 95th (ft) 113 0 5 0 49 531 0 6 #760 Internal Link Dist (ft) 558 199 341 704 Turn Bay Length (ft) 150 115 265 115 Base Capacity (vph) 648 661 903 768 557 1272 1125 693 1035 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.20 0.16 0.01 0.01 0.23 0.59 0.00 0.02 0.78 Intersection Summary Cycle Length: 144 Actuated Cycle Length: 89.7 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.78 Timings McHenry HS PM 2030 NoBuild 6: Crystal Lake Rd & Royal Dr 03/13/2019 McHenry HS PM 2030 NoBuild Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 4 Intersection Signal Delay: 18.9 Intersection LOS: B Intersection Capacity Utilization 69.7% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 6: Crystal Lake Rd & Royal Dr HCM 6th TWSC McHenry HS PM 2030 NoBuild 9: Crystal Lake Rd & Kensington Dr 03/13/2019 McHenry HS PM 2030 NoBuild Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 1 Intersection Int Delay, s/veh 1.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 12 0 13 0 0 0 30 783 0 0 684 26 Future Vol, veh/h 12 0 13 0 0 0 30 783 0 0 684 26 Conflicting Peds, #/hr 0 0 0 0 0 0 2 0 0 0 0 2 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 110 - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 50 100 65 100 100 100 75 90 100 100 86 81 Heavy Vehicles, % 0 0 0 0 0 0 0 1 0 0 1 0 Mvmt Flow 24 0 20 0 0 0 40 870 0 0 795 32 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1763 1763 813 1771 1779 870 829 0 0 870 0 0 Stage 1 813 813 - 950 950 - - - - - - - Stage 2 950 950 - 821 829 - - - - - - - Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 66 85 382 66 83 354 811 - - 783 - - Stage 1 375 395 - 315 341 - - - - - - - Stage 2 315 341 - 371 388 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 63 81 381 60 79 354 809 - - 783 - - Mov Cap-2 Maneuver 63 81 - 60 79 - - - - - - - Stage 1 356 394 - 300 324 - - - - - - - Stage 2 299 324 - 352 387 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 64.7 0 0.4 0 HCM LOS F A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 809 - - 102 - 783 - - HCM Lane V/C Ratio 0.049 - - 0.431 - - - - HCM Control Delay (s) 9.7 - - 64.7 0 0 - - HCM Lane LOS A - - F A A - - HCM 95th %tile Q(veh) 0.2 - - 1.8 - 0 - - HCM 6th TWSC McHenry HS PM 2030 NoBuild 12: Crystal Lake Rd & South Access 03/13/2019 McHenry HS PM 2030 NoBuild Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 2 Intersection Int Delay, s/veh 2.9 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 49 54 61 734 656 49 Future Vol, veh/h 49 54 61 734 656 49 Conflicting Peds, #/hr 0 0 1 0 0 1 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 100 - - 150 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 53 68 80 91 88 88 Heavy Vehicles, % 0 2 2 1 1 0 Mvmt Flow 92 79 76 807 745 56 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1705 746 802 0 - 0 Stage 1 746 - - - - - Stage 2 959 - - - - - Critical Hdwy 6.4 6.22 4.12 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.318 2.218 - - - Pot Cap-1 Maneuver 102 413 822 - - - Stage 1 472 - - - - - Stage 2 375 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver ~ 92 413 821 - - - Mov Cap-2 Maneuver 201 - - - - - Stage 1 428 - - - - - Stage 2 375 - - - - - Approach EB NB SB HCM Control Delay, s 27.4 0.8 0 HCM LOS D Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 821 - 201 413 - - HCM Lane V/C Ratio 0.093 - 0.46 0.192 - - HCM Control Delay (s) 9.8 - 37.3 15.8 - - HCM Lane LOS A - E C - - HCM 95th %tile Q(veh) 0.3 - 2.2 0.7 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th TWSC McHenry HS PM 2030 NoBuild 14: Crystal Lake Rd & Center Access 03/13/2019 McHenry HS PM 2030 NoBuild Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 3 Intersection Int Delay, s/veh 0 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 783 705 12 Future Vol, veh/h 0 0 0 783 705 12 Conflicting Peds, #/hr 0 0 1 0 0 1 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 100 - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 100 100 100 91 87 50 Heavy Vehicles, % 0 0 0 1 1 8 Mvmt Flow 0 0 0 860 810 24 Major/Minor Minor2 Major1 Major2 Conflicting Flow All - 811 835 0 - 0 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - 6.2 4.1 - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - 3.3 2.2 - - - Pot Cap-1 Maneuver 0 383 807 - - - Stage 1 0 - - - - - Stage 2 0 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver - 383 806 - - - Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB NB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 806 - - - - HCM Lane V/C Ratio - - - - - HCM Control Delay (s) 0 - 0 - - HCM Lane LOS A - A - - HCM 95th %tile Q(veh) 0 - - - - HCM 6th TWSC McHenry HS PM 2030 NoBuild 16: Crystal Lake Rd & North Access 03/13/2019 McHenry HS PM 2030 NoBuild Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 4 Intersection Int Delay, s/veh 0.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 12 10 3 780 707 7 Future Vol, veh/h 12 10 3 780 707 7 Conflicting Peds, #/hr 0 0 2 0 0 2 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 100 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 60 63 25 93 88 58 Heavy Vehicles, % 0 10 0 1 1 0 Mvmt Flow 20 16 12 839 803 12 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1674 410 817 0 - 0 Stage 1 811 - - - - - Stage 2 863 - - - - - Critical Hdwy 6.6 7.05 4.1 - - - Critical Hdwy Stg 1 5.8 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.395 2.2 - - - Pot Cap-1 Maneuver 97 573 820 - - - Stage 1 403 - - - - - Stage 2 416 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 95 572 818 - - - Mov Cap-2 Maneuver 95 - - - - - Stage 1 396 - - - - - Stage 2 415 - - - - - Approach EB NB SB HCM Control Delay, s 34.5 0.1 0 HCM LOS D Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 818 - 95 572 - - HCM Lane V/C Ratio 0.015 - 0.211 0.028 - - HCM Control Delay (s) 9.5 - 52.7 11.5 - - HCM Lane LOS A - F B - - HCM 95th %tile Q(veh) 0 - 0.7 0.1 - - HCM 6th TWSC McHenry HS PM 2030 NoBuild 18: Oakwood Dr & Royal Dr 03/13/2019 McHenry HS PM 2030 NoBuild Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 5 Intersection Int Delay, s/veh 3.5 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Vol, veh/h 3 75 19 64 90 20 1 0 49 6 0 2 Future Vol, veh/h 3 75 19 64 90 20 1 0 49 6 0 2 Conflicting Peds, #/hr 0 0 1 1 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - 60 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 38 70 71 79 88 42 25 100 73 38 100 25 Heavy Vehicles, % 0 0 0 2 0 0 0 0 0 0 0 0 Mvmt Flow 8 107 27 81 102 48 4 0 67 16 0 8 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 150 0 0 135 0 0 430 450 122 458 439 126 Stage 1 - - - - - - 138 138 - 288 288 - Stage 2 - - - - - - 292 312 - 170 151 - Critical Hdwy 4.1 - - 4.12 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.218 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1444 - - 1449 - - 539 508 935 516 515 930 Stage 1 - - - - - - 870 786 - 724 677 - Stage 2 - - - - - - 720 661 - 837 776 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1444 - - 1448 - - 509 476 934 456 483 930 Mov Cap-2 Maneuver - - - - - - 509 476 - 456 483 - Stage 1 - - - - - - 864 780 - 720 639 - Stage 2 - - - - - - 674 624 - 772 771 - Approach SE NW NE SW HCM Control Delay, s 0.4 2.7 9.4 11.8 HCM LOS A B Minor Lane/Major Mvmt NELn1 NWL NWT NWR SEL SET SERSWLn1 Capacity (veh/h) 892 1448 - - 1444 - - 550 HCM Lane V/C Ratio 0.08 0.056 - - 0.005 - - 0.043 HCM Control Delay (s) 9.4 7.6 - - 7.5 0 - 11.8 HCM Lane LOS A A - - A A - B HCM 95th %tile Q(veh) 0.3 0.2 - - 0 - - 0.1 HCM 6th TWSC McHenry HS PM 2030 NoBuild 21: Oakwood Dr & Bus Exit 03/13/2019 McHenry HS PM 2030 NoBuild Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 6 Intersection Int Delay, s/veh 0.2 Movement NWL NWR NET NER SWL SWT Lane Configurations Traffic Vol, veh/h 0 1 49 0 0 83 Future Vol, veh/h 0 1 49 0 0 83 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 100 25 73 100 100 85 Heavy Vehicles, % 0 0 0 0 0 2 Mvmt Flow 0 4 67 0 0 98 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 165 67 0 0 67 0 Stage 1 67 - - - - - Stage 2 98 - - - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 830 1002 - - 1547 - Stage 1 961 - - - - - Stage 2 931 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 830 1002 - - 1547 - Mov Cap-2 Maneuver 830 - - - - - Stage 1 961 - - - - - Stage 2 931 - - - - - Approach NW NE SW HCM Control Delay, s 8.6 0 0 HCM LOS A Minor Lane/Major Mvmt NET NERNWLn1 SWL SWT Capacity (veh/h) - - 1002 1547 - HCM Lane V/C Ratio - - 0.004 - - HCM Control Delay (s) - - 8.6 0 - HCM Lane LOS - - A A - HCM 95th %tile Q(veh) - - 0 0 - Timings McHenry HS AM 2030 Total 3: Crystal Lake Rd & Dartmoor Dr 03/13/2019 McHenry HS AM 2030 Total Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 216 4 55 19 7 127 12 564 3 45 467 56 Future Volume (vph) 216 4 55 19 7 127 12 564 3 45 467 56 Satd. Flow (prot) 0 1755 0 0 1787 1583 1805 1863 1615 1736 1784 0 Flt Permitted 0.752 0.789 0.243 0.059 Satd. Flow (perm) 0 1363 0 0 1454 1541 462 1863 1615 108 1784 0 Satd. Flow (RTOR) 8 187 60 12 Lane Group Flow (vph) 0 397 0 0 32 187 22 895 8 76 685 0 Turn Type Perm NA Perm NA Perm pm+pt NA Perm pm+pt NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 8 2 2 6 Detector Phase 4 4 8 8 8 5 2 2 1 6 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0 5.0 15.0 15.0 5.0 15.0 Minimum Split (s) 15.5 15.5 15.5 15.5 15.5 10.0 21.0 21.0 10.0 21.0 Total Split (s) 40.0 40.0 40.0 40.0 40.0 20.0 76.0 76.0 20.0 76.0 Total Split (%) 29.4% 29.4% 29.4% 29.4% 29.4% 14.7% 55.9% 55.9% 14.7% 55.9% Yellow Time (s) 4.5 4.5 4.5 4.5 4.5 4.0 4.5 4.5 4.0 4.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 5.5 5.5 5.0 5.5 5.5 5.0 5.5 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None None None None None None Min Min None Min Act Effct Green (s) 36.2 36.2 36.2 70.3 64.4 64.4 74.4 68.3 Actuated g/C Ratio 0.30 0.30 0.30 0.57 0.52 0.52 0.61 0.56 v/c Ratio 0.97 0.07 0.32 0.06 0.92 0.01 0.41 0.69 Control Delay 83.1 36.4 6.6 9.2 42.4 0.0 19.5 24.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 83.1 36.4 6.6 9.2 42.4 0.0 19.5 24.2 LOS F D A A D A B C Approach Delay 83.1 11.0 41.2 23.7 Approach LOS F B D C Queue Length 50th (ft) ~366 20 0 6 634 0 22 390 Queue Length 95th (ft) 133 31 12 11 510 0 29 512 Internal Link Dist (ft) 943 492 2108 531 Turn Bay Length (ft) 115 115 115 Base Capacity (vph) 408 429 586 451 1094 973 270 1095 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.97 0.07 0.32 0.05 0.82 0.01 0.28 0.63 Intersection Summary Cycle Length: 136 Actuated Cycle Length: 122.7 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.97 Timings McHenry HS AM 2030 Total 3: Crystal Lake Rd & Dartmoor Dr 03/13/2019 McHenry HS AM 2030 Total Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 2 Intersection Signal Delay: 39.8 Intersection LOS: D Intersection Capacity Utilization 70.4% ICU Level of Service C Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. Splits and Phases: 3: Crystal Lake Rd & Dartmoor Dr Timings McHenry HS AM 2030 Total 6: Crystal Lake Rd & Royal Dr 03/13/2019 McHenry HS AM 2030 Total Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 98 0 218 1 0 1 34 499 1 5 747 33 Future Volume (vph) 98 0 218 1 0 1 34 499 1 5 747 33 Satd. Flow (prot) 1671 1568 0 1805 1615 0 1805 1881 1615 1805 1816 0 Flt Permitted 0.816 0.073 0.293 Satd. Flow (perm) 1436 1568 0 1900 1615 0 139 1881 1615 557 1816 0 Satd. Flow (RTOR) 528 464 102 2 Lane Group Flow (vph) 136 325 0 4 4 0 42 665 4 8 962 0 Turn Type pm+pt NA pm+pt NA pm+pt NA Perm pm+pt NA Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 8 4 6 6 2 Detector Phase 3 8 8 7 4 4 1 6 6 5 2 Switch Phase Minimum Initial (s) 3.0 8.0 3.0 8.0 3.0 15.0 15.0 3.0 15.0 Minimum Split (s) 7.0 14.0 7.0 14.0 7.0 21.0 21.0 7.0 21.0 Total Split (s) 33.0 36.0 28.0 31.0 24.0 56.0 56.0 24.0 56.0 Total Split (%) 22.9% 25.0% 19.4% 21.5% 16.7% 38.9% 38.9% 16.7% 38.9% Yellow Time (s) 3.5 4.5 3.5 4.5 3.5 4.5 4.5 3.5 4.5 All-Red Time (s) 0.0 1.5 0.0 1.5 0.0 1.5 1.5 0.0 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.5 6.0 3.5 6.0 3.5 6.0 6.0 3.5 6.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None Min Min None Min Act Effct Green (s) 21.4 17.2 16.7 8.4 58.7 54.8 54.8 56.5 50.7 Actuated g/C Ratio 0.24 0.20 0.19 0.10 0.67 0.63 0.63 0.65 0.58 v/c Ratio 0.34 0.44 0.01 0.01 0.20 0.56 0.00 0.02 0.91 Control Delay 30.1 1.9 25.0 0.0 8.1 13.8 0.0 6.4 34.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 30.1 1.9 25.0 0.0 8.1 13.8 0.0 6.4 34.3 LOS C A C A A B A A C Approach Delay 10.2 12.5 13.4 34.0 Approach LOS B B B C Queue Length 50th (ft) 65 0 2 0 7 182 0 1 498 Queue Length 95th (ft) 91 0 3 0 20 332 0 5 #785 Internal Link Dist (ft) 558 199 341 2146 Turn Bay Length (ft) 150 115 265 115 Base Capacity (vph) 649 889 934 797 489 1177 1049 672 1053 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.21 0.37 0.00 0.01 0.09 0.56 0.00 0.01 0.91 Intersection Summary Cycle Length: 144 Actuated Cycle Length: 87.5 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.91 Timings McHenry HS AM 2030 Total 6: Crystal Lake Rd & Royal Dr 03/13/2019 McHenry HS AM 2030 Total Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 4 Intersection Signal Delay: 22.0 Intersection LOS: C Intersection Capacity Utilization 64.8% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 6: Crystal Lake Rd & Royal Dr Timings McHenry HS AM 2030 Total 12: Crystal Lake Rd & South Access 03/13/2019 McHenry HS AM 2030 Total Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 5 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 120 184 438 483 356 508 Future Volume (vph) 120 184 438 483 356 508 Satd. Flow (prot) 1805 1599 1805 1845 1827 1615 Flt Permitted 0.950 0.950 Satd. Flow (perm) 1794 1599 1791 1845 1827 1561 Satd. Flow (RTOR) 302 387 Lane Group Flow (vph) 240 302 718 644 400 941 Turn Type Prot Perm Prot NA NA Perm Protected Phases 4 5 2 6 Permitted Phases 4 6 Detector Phase 4 4 5 2 6 6 Switch Phase Minimum Initial (s) 6.0 6.0 3.0 15.0 15.0 15.0 Minimum Split (s) 14.0 14.0 7.5 21.0 21.0 21.0 Total Split (s) 30.0 30.0 60.0 120.0 60.0 60.0 Total Split (%) 20.0% 20.0% 40.0% 80.0% 40.0% 40.0% Yellow Time (s) 4.5 4.5 3.5 4.5 4.5 4.5 All-Red Time (s) 1.5 1.5 1.0 1.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 4.5 6.0 6.0 6.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Recall Mode None None None Min Min Min Act Effct Green (s) 23.7 23.7 55.5 114.0 54.0 54.0 Actuated g/C Ratio 0.16 0.16 0.37 0.76 0.36 0.36 v/c Ratio 0.84 0.60 1.07 0.46 0.61 1.16 Control Delay 86.0 10.9 100.9 7.8 44.0 112.0 Queue Delay 0.2 0.0 0.0 0.0 0.0 0.0 Total Delay 86.1 10.9 100.9 7.8 44.0 112.0 LOS F B F A D F Approach Delay 44.2 56.9 91.7 Approach LOS D E F Queue Length 50th (ft) 231 0 ~779 206 320 ~833 Queue Length 95th (ft) 170 0 512 203 429 243 Internal Link Dist (ft) 94 408 927 Turn Bay Length (ft) 375 150 Base Capacity (vph) 289 509 668 1404 658 810 Starvation Cap Reductn 1 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.83 0.59 1.07 0.46 0.61 1.16 Intersection Summary Cycle Length: 150 Actuated Cycle Length: 149.7 Natural Cycle: 150 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.16 Timings McHenry HS AM 2030 Total 12: Crystal Lake Rd & South Access 03/13/2019 McHenry HS AM 2030 Total Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 6 Intersection Signal Delay: 69.2 Intersection LOS: E Intersection Capacity Utilization 65.5% ICU Level of Service C Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. Splits and Phases: 12: Crystal Lake Rd & South Access Timings McHenry HS AM 2030 Total 13: South Access 03/13/2019 McHenry HS AM 2030 Total Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 7 Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (vph) 0 0 0 100 192 100 0 0 0 304 0 0 Future Volume (vph) 0 0 0 100 192 100 0 0 0 304 0 0 Satd. Flow (prot) 0 1900 0 0 1812 0 0 1900 0 0 1805 0 Flt Permitted 0.912 0.757 Satd. Flow (perm) 0 1900 0 0 1674 0 0 1900 0 0 1438 0 Satd. Flow (RTOR) 30 Lane Group Flow (vph) 0 0 0 0 784 0 0 0 0 0 608 0 Turn Type Perm NA Perm NA Protected Phases 6 2 4 8 Permitted Phases 6 2 4 8 Detector Phase 6 6 2 2 4 4 8 8 Switch Phase Minimum Initial (s) 15.0 15.0 15.0 15.0 5.0 5.0 5.0 5.0 Minimum Split (s) 24.0 24.0 24.0 24.0 24.0 24.0 27.5 27.5 Total Split (s) 65.0 65.0 65.0 65.0 35.0 35.0 35.0 35.0 Total Split (%) 65.0% 65.0% 65.0% 65.0% 35.0% 35.0% 35.0% 35.0% Yellow Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 All-Red Time (s) 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Recall Mode Min Min Min Min None None None None Act Effct Green (s) 48.7 29.4 Actuated g/C Ratio 0.54 0.33 v/c Ratio 0.85 1.30 Control Delay 27.1 179.6 Queue Delay 3.5 0.0 Total Delay 30.6 179.6 LOS C F Approach Delay 30.6 179.6 Approach LOS C F Queue Length 50th (ft) 342 ~469 Queue Length 95th (ft) 176 #282 Internal Link Dist (ft) 216 30 126 124 Turn Bay Length (ft) Base Capacity (vph) 1118 468 Starvation Cap Reductn 239 0 Spillback Cap Reductn 0 0 Storage Cap Reductn 0 0 Reduced v/c Ratio 0.89 1.30 Intersection Summary Cycle Length: 100 Actuated Cycle Length: 90.2 Natural Cycle: 100 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.30 Timings McHenry HS AM 2030 Total 13: South Access 03/13/2019 McHenry HS AM 2030 Total Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 8 Intersection Signal Delay: 95.7 Intersection LOS: F Intersection Capacity Utilization 48.6% ICU Level of Service A Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 13: South Access Timings McHenry HS AM 2030 Total 26: 03/13/2019 McHenry HS AM 2030 Total Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 9 Lane Group WBL WBR NBT NBR SBL SBT Ø3 Lane Configurations Traffic Volume (vph) 304 0 0 0 0 0 Future Volume (vph) 304 0 0 0 0 0 Satd. Flow (prot) 1805 0 0 0 0 0 Flt Permitted 0.950 Satd. Flow (perm) 1805 0 0 0 0 0 Satd. Flow (RTOR) 1091 Lane Group Flow (vph) 608 0 0 0 0 0 Turn Type Prot Protected Phases 2 3 Permitted Phases Detector Phase 2 Switch Phase Minimum Initial (s) 2.0 1.0 Minimum Split (s) 4.0 5.0 Total Split (s) 4.0 10.0 Total Split (%) 28.6% 71% Yellow Time (s) 2.0 2.0 All-Red Time (s) 0.0 0.0 Lost Time Adjust (s) 0.0 Total Lost Time (s) 2.0 Lead/Lag Lead-Lag Optimize? Recall Mode None C-Max Act Effct Green (s) 2.0 Actuated g/C Ratio 0.14 v/c Ratio 0.51 Control Delay 1.6 Queue Delay 0.0 Total Delay 1.6 LOS A Approach Delay 1.6 Approach LOS A Queue Length 50th (ft) 0 Queue Length 95th (ft) 0 Internal Link Dist (ft) 145 29 1 Turn Bay Length (ft) Base Capacity (vph) 1193 Starvation Cap Reductn 0 Spillback Cap Reductn 0 Storage Cap Reductn 0 Reduced v/c Ratio 0.51 Intersection Summary Cycle Length: 14 Actuated Cycle Length: 14 Offset: 1 (7%), Referenced to phase 3:Hold, Start of Green Natural Cycle: 40 Control Type: Actuated-Coordinated Timings McHenry HS AM 2030 Total 26: 03/13/2019 McHenry HS AM 2030 Total Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 10 Maximum v/c Ratio: 0.51 Intersection Signal Delay: 1.6 Intersection LOS: A Intersection Capacity Utilization 20.2% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 26: HCM 6th TWSC McHenry HS AM 2030 Total 9: Crystal Lake Rd & Kensington Dr 03/13/2019 McHenry HS AM 2030 Total Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 1 Intersection Int Delay, s/veh 4.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 18 0 41 0 0 0 4 903 0 0 527 13 Future Vol, veh/h 18 0 41 0 0 0 4 903 0 0 527 13 Conflicting Peds, #/hr 0 0 0 0 0 0 11 0 0 0 0 11 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 110 - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 64 100 85 100 100 100 33 68 100 100 80 54 Heavy Vehicles, % 0 0 2 0 0 0 25 2 0 0 4 0 Mvmt Flow 28 0 48 0 0 0 12 1328 0 0 659 24 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 2034 2034 682 2047 2046 1328 694 0 0 1328 0 0 Stage 1 682 682 - 1352 1352 - - - - - - - Stage 2 1352 1352 - 695 694 - - - - - - - Critical Hdwy 7.1 6.5 6.22 7.1 6.5 6.2 4.35 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.318 3.5 4 3.3 2.425 - - 2.2 - - Pot Cap-1 Maneuver 43 58 450 42 57 192 803 - - 527 - - Stage 1 443 453 - 187 220 - - - - - - - Stage 2 187 220 - 436 447 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 42 57 445 37 56 192 795 - - 527 - - Mov Cap-2 Maneuver 42 57 - 37 56 - - - - - - - Stage 1 432 448 - 184 217 - - - - - - - Stage 2 184 217 - 389 443 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 115.9 0 0.1 0 HCM LOS F A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 795 - - 98 - 527 - - HCM Lane V/C Ratio 0.015 - - 0.779 - - - - HCM Control Delay (s) 9.6 - - 115.9 0 0 - - HCM Lane LOS A - - F A A - - HCM 95th %tile Q(veh) 0 - - 4.2 - 0 - - HCM 6th TWSC McHenry HS AM 2030 Total 14: Crystal Lake Rd & Center Access 03/13/2019 McHenry HS AM 2030 Total Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 2 Intersection Int Delay, s/veh 0.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 11 592 864 30 Future Vol, veh/h 0 0 11 592 864 30 Conflicting Peds, #/hr 0 0 3 0 0 3 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 100 - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 100 100 40 74 71 38 Heavy Vehicles, % 0 0 88 1 2 54 Mvmt Flow 0 0 28 800 1217 79 Major/Minor Minor2 Major1 Major2 Conflicting Flow All - 1220 1299 0 - 0 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - 6.2 4.98 - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - 3.3 2.992 - - - Pot Cap-1 Maneuver 0 222 326 - - - Stage 1 0 - - - - - Stage 2 0 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver - 221 325 - - - Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB NB SB HCM Control Delay, s 0 0.6 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 325 - - - - HCM Lane V/C Ratio 0.085 - - - - HCM Control Delay (s) 17.1 - 0 - - HCM Lane LOS C - A - - HCM 95th %tile Q(veh) 0.3 - - - - HCM 6th TWSC McHenry HS AM 2030 Total 16: Crystal Lake Rd & North Access 03/13/2019 McHenry HS AM 2030 Total Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 3 Intersection Int Delay, s/veh 2.6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 10 15 68 524 879 87 Future Vol, veh/h 10 15 68 524 879 87 Conflicting Peds, #/hr 0 0 15 0 0 15 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 100 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 63 38 50 82 75 60 Heavy Vehicles, % 0 7 0 2 4 0 Mvmt Flow 16 39 136 639 1172 145 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 2171 674 1332 0 - 0 Stage 1 1260 - - - - - Stage 2 911 - - - - - Critical Hdwy 6.6 7.005 4.1 - - - Critical Hdwy Stg 1 5.8 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.53.3665 2.2 - - - Pot Cap-1 Maneuver 46 388 525 - - - Stage 1 234 - - - - - Stage 2 395 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 33 382 518 - - - Mov Cap-2 Maneuver 33 - - - - - Stage 1 170 - - - - - Stage 2 389 - - - - - Approach EB NB SB HCM Control Delay, s 65.6 2.5 0 HCM LOS F Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 518 - 33 382 - - HCM Lane V/C Ratio 0.263 - 0.481 0.103 - - HCM Control Delay (s) 14.4 - 190.3 15.5 - - HCM Lane LOS B - F C - - HCM 95th %tile Q(veh) 1 - 1.6 0.3 - - HCM 6th TWSC McHenry HS AM 2030 Total 18: Oakwood Dr & Royal Dr 03/13/2019 McHenry HS AM 2030 Total Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 4 Intersection Int Delay, s/veh 3.9 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Vol, veh/h 0 193 6 10 19 5 11 0 96 15 1 0 Future Vol, veh/h 0 193 6 10 19 5 11 0 96 15 1 0 Conflicting Peds, #/hr 0 0 1 1 0 0 0 0 2 2 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - 60 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 100 67 63 58 61 63 83 100 81 75 25 100 Heavy Vehicles, % 0 1 0 14 0 0 60 0 13 0 0 0 Mvmt Flow 0 288 10 17 31 8 13 0 119 20 4 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 39 0 0 299 0 0 365 367 296 424 368 35 Stage 1 - - - - - - 294 294 - 69 69 - Stage 2 - - - - - - 71 73 - 355 299 - Critical Hdwy 4.1 - - 4.24 - - 7.7 6.5 6.33 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.7 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.7 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.326 - - 4.04 4 3.417 3.5 4 3.3 Pot Cap-1 Maneuver 1584 - - 1197 - - 497 565 718 544 564 1044 Stage 1 - - - - - - 605 673 - 946 841 - Stage 2 - - - - - - 812 838 - 666 670 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1584 - - 1196 - - 489 557 716 448 556 1044 Mov Cap-2 Maneuver - - - - - - 489 557 - 448 556 - Stage 1 - - - - - - 604 672 - 946 829 - Stage 2 - - - - - - 797 826 - 555 669 - Approach SE NW NE SW HCM Control Delay, s 0 2.5 11.5 13.2 HCM LOS B B Minor Lane/Major Mvmt NELn1 NWL NWT NWR SEL SET SERSWLn1 Capacity (veh/h) 684 1196 - - 1584 - - 463 HCM Lane V/C Ratio 0.193 0.014 - - - - - 0.052 HCM Control Delay (s) 11.5 8.1 - - 0 - - 13.2 HCM Lane LOS B A - - A - - B HCM 95th %tile Q(veh) 0.7 0 - - 0 - - 0.2 HCM 6th TWSC McHenry HS AM 2030 Total 21: Oakwood Dr & Bus Exit 03/13/2019 McHenry HS AM 2030 Total Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 5 Intersection Int Delay, s/veh 4 Movement NWL NWR NET NER SWL SWT Lane Configurations Traffic Vol, veh/h 3 28 79 0 0 17 Future Vol, veh/h 3 28 79 0 0 17 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 25 48 100 100 100 70 Heavy Vehicles, % 33 79 0 0 0 7 Mvmt Flow 12 58 79 0 0 24 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 103 79 0 0 79 0 Stage 1 79 - - - - - Stage 2 24 - - - - - Critical Hdwy 6.73 6.99 - - 4.1 - Critical Hdwy Stg 1 5.73 - - - - - Critical Hdwy Stg 2 5.73 - - - - - Follow-up Hdwy 3.797 4.011 - - 2.2 - Pot Cap-1 Maneuver 825 804 - - 1532 - Stage 1 871 - - - - - Stage 2 924 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 825 804 - - 1532 - Mov Cap-2 Maneuver 825 - - - - - Stage 1 871 - - - - - Stage 2 924 - - - - - Approach NW NE SW HCM Control Delay, s 9.9 0 0 HCM LOS A Minor Lane/Major Mvmt NET NERNWLn1 SWL SWT Capacity (veh/h) - - 808 1532 - HCM Lane V/C Ratio - - 0.087 - - HCM Control Delay (s) - - 9.9 0 - HCM Lane LOS - - A A - HCM 95th %tile Q(veh) - - 0.3 0 - HCM 6th TWSC McHenry HS AM 2030 Total 24: South Access 03/13/2019 McHenry HS AM 2030 Total Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 6 Intersection Int Delay, s/veh 0 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Vol, veh/h 0 304 0 0 592 354 0 0 0 0 0 0 Future Vol, veh/h 0 304 0 0 592 354 0 0 0 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 17747 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 50 92 50 50 50 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 0 608 0 0 1184 708 0 0 0 0 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 1892 0 0 608 0 0 2146 2500 304 Stage 1 - - - - - - 608 608 - Stage 2 - - - - - - 1538 1892 - Critical Hdwy 4.1 - - 4.1 - - 6.6 6.5 6.9 Critical Hdwy Stg 1 - - - - - - 5.8 5.5 - Critical Hdwy Stg 2 - - - - - - 5.4 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 Pot Cap-1 Maneuver 320 - - 980 - - 48 29 698 Stage 1 - - - - - - 512 489 - Stage 2 - - - - - - 197 120 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 320 - - 980 - - 48 0 698 Mov Cap-2 Maneuver - - - - - - 48 0 - Stage 1 - - - - - - 512 0 - Stage 2 - - - - - - 197 0 - Approach SE NW NE HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt NELn1 NWL NWT NWR SEL SET SER Capacity (veh/h) - 980 - - 320 - - HCM Lane V/C Ratio - - - - - - - HCM Control Delay (s) 0 0 - - 0 - - HCM Lane LOS A A - - A - - HCM 95th %tile Q(veh) - 0 - - 0 - - HCM 6th TWSC McHenry HS AM 2030 Total 31: South Access 03/13/2019 McHenry HS AM 2030 Total Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 7 Intersection Int Delay, s/veh 1.1 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Vol, veh/h 0 304 0 100 392 100 0 0 0 0 0 0 Future Vol, veh/h 0 304 0 100 392 100 0 0 0 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 50 50 50 50 50 50 50 50 50 50 50 50 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 0 608 0 200 784 200 0 0 0 0 0 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 984 0 0 608 0 0 1892 1992 304 1588 1892 884 Stage 1 - - - - - - 608 608 - 1284 1284 - Stage 2 - - - - - - 1284 1384 - 304 608 - Critical Hdwy 4.1 - - 4.1 - - 7.3 6.5 6.9 7.3 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.5 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.5 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 710 - - 980 - - 49 61 698 81 71 347 Stage 1 - - - - - - 454 489 - 204 238 - Stage 2 - - - - - - 204 213 - 686 489 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 710 - - 980 - - 31 32 698 51 37 347 Mov Cap-2 Maneuver - - - - - - 31 32 - 51 37 - Stage 1 - - - - - - 454 489 - 204 125 - Stage 2 - - - - - - 108 112 - 686 489 - Approach SE NW NE SW HCM Control Delay, s 0 1.6 0 0 HCM LOS A A Minor Lane/Major Mvmt NELn1 NWL NWT NWR SEL SET SERSWLn1 Capacity (veh/h) - 980 - - 710 - - - HCM Lane V/C Ratio - 0.204 - - - - - - HCM Control Delay (s) 0 9.6 0 - 0 - - 0 HCM Lane LOS A A A - A - - A HCM 95th %tile Q(veh) - 0.8 - - 0 - - - Timings McHenry HS School Release 2030 Total 3: Crystal Lake Rd & Dartmoor Dr 03/13/2019 McHenry HS School Release 2030 Total Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 63 16 29 9 6 55 22 447 13 89 614 117 Future Volume (vph) 63 16 29 9 6 55 22 447 13 89 614 117 Satd. Flow (prot) 0 1742 0 0 1714 1553 1719 1827 1615 1752 1812 0 Flt Permitted 0.815 0.812 0.076 0.375 Satd. Flow (perm) 0 1434 0 0 1437 1473 138 1827 1579 691 1812 0 Satd. Flow (RTOR) 12 72 60 11 Lane Group Flow (vph) 0 132 0 0 24 72 44 486 24 116 1011 0 Turn Type Perm NA Perm NA Perm pm+pt NA Perm pm+pt NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 8 2 2 6 Detector Phase 4 4 8 8 8 5 2 2 1 6 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0 5.0 15.0 15.0 5.0 15.0 Minimum Split (s) 16.0 16.0 16.0 16.0 16.0 10.0 21.0 21.0 10.0 21.0 Total Split (s) 30.0 30.0 30.0 30.0 30.0 20.0 86.0 86.0 20.0 86.0 Total Split (%) 22.1% 22.1% 22.1% 22.1% 22.1% 14.7% 63.2% 63.2% 14.7% 63.2% Yellow Time (s) 4.5 4.5 4.5 4.5 4.5 4.0 4.5 4.5 4.0 4.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 5.5 5.5 5.0 5.5 5.5 5.0 5.5 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None None None None None None Min Min None Min Act Effct Green (s) 23.0 23.0 23.0 74.7 65.0 65.0 78.2 70.3 Actuated g/C Ratio 0.20 0.20 0.20 0.64 0.56 0.56 0.67 0.61 v/c Ratio 0.45 0.08 0.21 0.21 0.47 0.03 0.21 0.92 Control Delay 45.1 41.8 10.4 9.7 18.1 0.1 8.1 37.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 45.1 41.8 10.4 9.7 18.1 0.1 8.1 37.2 LOS D D B A B A A D Approach Delay 45.1 18.2 16.7 34.2 Approach LOS D B B C Queue Length 50th (ft) 91 17 0 7 171 0 19 569 Queue Length 95th (ft) 115 35 25 16 387 0 53 750 Internal Link Dist (ft) 943 492 436 531 Turn Bay Length (ft) 115 115 115 Base Capacity (vph) 407 399 461 324 1291 1133 636 1283 Starvation Cap Reductn 0 0 0 0 0 0 0 5 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.32 0.06 0.16 0.14 0.38 0.02 0.18 0.79 Intersection Summary Cycle Length: 136 Actuated Cycle Length: 115.9 Natural Cycle: 80 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.92 Timings McHenry HS School Release 2030 Total 3: Crystal Lake Rd & Dartmoor Dr 03/13/2019 McHenry HS School Release 2030 Total Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 2 Intersection Signal Delay: 29.1 Intersection LOS: C Intersection Capacity Utilization 77.0% ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 3: Crystal Lake Rd & Dartmoor Dr Timings McHenry HS School Release 2030 Total 6: Crystal Lake Rd & Royal Dr 03/13/2019 McHenry HS School Release 2030 Total Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 157 1 85 6 0 8 134 690 2 5 540 95 Future Volume (vph) 157 1 85 6 0 8 134 690 2 5 540 95 Satd. Flow (prot) 1687 1453 0 1805 1615 0 1787 1863 1615 1805 1755 0 Flt Permitted 0.615 0.157 0.216 Satd. Flow (perm) 1092 1453 0 1896 1615 0 295 1863 1578 410 1755 0 Satd. Flow (RTOR) 89 385 102 7 Lane Group Flow (vph) 221 93 0 8 12 0 174 802 8 8 707 0 Turn Type pm+pt NA pm+pt NA pm+pt NA Perm pm+pt NA Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 8 4 6 6 2 Detector Phase 3 8 8 7 4 4 1 6 6 5 2 Switch Phase Minimum Initial (s) 3.0 8.0 3.0 8.0 3.0 15.0 15.0 3.0 15.0 Minimum Split (s) 7.0 14.0 7.0 14.0 7.0 21.0 21.0 7.0 21.0 Total Split (s) 33.0 36.0 28.0 31.0 24.0 56.0 56.0 24.0 56.0 Total Split (%) 22.9% 25.0% 19.4% 21.5% 16.7% 38.9% 38.9% 16.7% 38.9% Yellow Time (s) 3.5 4.5 3.5 4.5 3.5 4.5 4.5 3.5 4.5 All-Red Time (s) 0.0 1.5 0.0 1.5 0.0 1.5 1.5 0.0 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.5 6.0 3.5 6.0 3.5 6.0 6.0 3.5 6.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None Min Min None Min Act Effct Green (s) 29.0 24.7 16.7 8.2 67.8 63.6 63.6 58.8 50.6 Actuated g/C Ratio 0.28 0.24 0.16 0.08 0.65 0.61 0.61 0.57 0.49 v/c Ratio 0.50 0.23 0.03 0.02 0.49 0.70 0.01 0.03 0.82 Control Delay 35.3 9.7 28.7 0.1 13.0 20.4 0.0 9.2 34.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 35.3 9.7 28.7 0.1 13.0 20.4 0.0 9.2 34.8 LOS D A C A B C A A C Approach Delay 27.8 11.5 18.9 34.5 Approach LOS C B B C Queue Length 50th (ft) 119 2 4 0 40 319 0 2 380 Queue Length 95th (ft) 154 0 13 0 72 646 0 6 #780 Internal Link Dist (ft) 558 199 341 704 Turn Bay Length (ft) 150 115 265 115 Base Capacity (vph) 539 493 865 684 490 1140 1005 545 857 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.41 0.19 0.01 0.02 0.36 0.70 0.01 0.01 0.82 Intersection Summary Cycle Length: 144 Actuated Cycle Length: 103.9 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.82 Timings McHenry HS School Release 2030 Total 6: Crystal Lake Rd & Royal Dr 03/13/2019 McHenry HS School Release 2030 Total Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 4 Intersection Signal Delay: 25.7 Intersection LOS: C Intersection Capacity Utilization 71.0% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 6: Crystal Lake Rd & Royal Dr Timings McHenry HS School Release 2030 Total 12: Crystal Lake Rd & South Access 03/13/2019 McHenry HS School Release 2030 Total Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 5 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 268 282 28 533 564 57 Future Volume (vph) 268 282 28 533 564 57 Satd. Flow (prot) 1787 1599 1736 1827 1845 1615 Flt Permitted 0.950 0.128 Satd. Flow (perm) 1783 1599 233 1827 1845 1562 Satd. Flow (RTOR) 245 69 Lane Group Flow (vph) 506 564 51 592 671 112 Turn Type Prot Perm pm+pt NA NA Perm Protected Phases 4 5 2 6 Permitted Phases 4 2 6 Detector Phase 4 4 5 2 6 6 Switch Phase Minimum Initial (s) 6.0 6.0 3.0 15.0 15.0 15.0 Minimum Split (s) 12.0 12.0 7.0 21.0 21.0 21.0 Total Split (s) 45.0 45.0 10.0 55.0 45.0 45.0 Total Split (%) 45.0% 45.0% 10.0% 55.0% 45.0% 45.0% Yellow Time (s) 4.5 4.5 3.5 4.5 4.5 4.5 All-Red Time (s) 1.5 1.5 0.0 1.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 3.5 6.0 6.0 6.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Recall Mode None None None Min Min Min Act Effct Green (s) 30.5 30.5 43.3 40.6 35.5 35.5 Actuated g/C Ratio 0.36 0.36 0.52 0.48 0.42 0.42 v/c Ratio 0.78 0.77 0.21 0.67 0.86 0.16 Control Delay 34.5 21.6 13.6 21.7 37.7 9.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 34.5 21.6 13.6 21.7 37.7 9.5 LOS C C B C D A Approach Delay 27.7 21.0 33.7 Approach LOS C C C Queue Length 50th (ft) 270 173 13 235 355 15 Queue Length 95th (ft) 188 65 21 397 #559 16 Internal Link Dist (ft) 66 408 927 Turn Bay Length (ft) 100 150 Base Capacity (vph) 883 914 244 1135 912 807 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.57 0.62 0.21 0.52 0.74 0.14 Intersection Summary Cycle Length: 100 Actuated Cycle Length: 83.9 Natural Cycle: 70 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.86 Timings McHenry HS School Release 2030 Total 12: Crystal Lake Rd & South Access 03/13/2019 McHenry HS School Release 2030 Total Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 6 Intersection Signal Delay: 27.8 Intersection LOS: C Intersection Capacity Utilization 57.1% ICU Level of Service B Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 12: Crystal Lake Rd & South Access Timings McHenry HS School Release 2030 Total 26: 03/13/2019 McHenry HS School Release 2030 Total Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 7 Lane Group SBL SBR NWL NWR NEL NER Ø1 Ø2 Ø3 Lane Configurations Traffic Volume (vph) 0 0 85 0 0 0 Future Volume (vph) 0 0 85 0 0 0 Satd. Flow (prot) 0 0 1805 0 0 0 Flt Permitted 0.950 Satd. Flow (perm) 0 0 1805 0 0 0 Satd. Flow (RTOR) 1091 Lane Group Flow (vph) 0 0 170 0 0 0 Turn Type Prot Protected Phases 1 3 1 2 3 Permitted Phases Detector Phase 1 3 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 9.5 Total Split (s) 1100.0 734.0 1166.0 Total Split (%) 37% 24% 39% Yellow Time (s) 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Recall Mode Max Max Max Act Effct Green (s) 2261.5 Actuated g/C Ratio 0.75 v/c Ratio 0.10 Control Delay 0.1 Queue Delay 0.0 Total Delay 0.1 LOS A Approach Delay 0.1 Approach LOS A Queue Length 50th (ft) 0 Queue Length 95th (ft) 0 Internal Link Dist (ft) 1 140 243 Turn Bay Length (ft) Base Capacity (vph) 1629 Starvation Cap Reductn 0 Spillback Cap Reductn 0 Storage Cap Reductn 0 Reduced v/c Ratio 0.10 Intersection Summary Cycle Length: 3000 Actuated Cycle Length: 3000 Offset: 0 (0%), Referenced to phase 1:NWL, Start of Green Natural Cycle: 55 Control Type: Pretimed Timings McHenry HS School Release 2030 Total 26: 03/13/2019 McHenry HS School Release 2030 Total Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 8 Maximum v/c Ratio: 0.10 Intersection Signal Delay: 0.1 Intersection LOS: A Intersection Capacity Utilization 8.5% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 26: HCM 6th TWSC McHenry HS School Release 2030 Total 9: Crystal Lake Rd & Kensington Dr 03/13/2019 McHenry HS School Release 2030 Total Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 1 Intersection Int Delay, s/veh 2.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 15 0 17 0 0 0 17 548 0 0 803 43 Future Vol, veh/h 15 0 17 0 0 0 17 548 0 0 803 43 Conflicting Peds, #/hr 0 0 0 0 0 0 32 0 0 0 0 32 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 110 - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 54 100 71 100 100 100 53 92 100 100 76 63 Heavy Vehicles, % 4 0 6 0 0 0 0 3 0 0 2 2 Mvmt Flow 28 0 24 0 0 0 32 596 0 0 1057 68 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1783 1783 1123 1763 1817 596 1157 0 0 596 0 0 Stage 1 1123 1123 - 660 660 - - - - - - - Stage 2 660 660 - 1103 1157 - - - - - - - Critical Hdwy 7.14 6.5 6.26 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.14 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.14 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.536 4 3.354 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 63 83 246 66 79 507 611 - - 990 - - Stage 1 248 283 - 455 463 - - - - - - - Stage 2 449 463 - 259 273 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 59 76 239 57 73 507 592 - - 990 - - Mov Cap-2 Maneuver 59 76 - 57 73 - - - - - - - Stage 1 227 275 - 430 438 - - - - - - - Stage 2 425 438 - 233 265 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 87.3 0 0.6 0 HCM LOS F A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 592 - - 91 - 990 - - HCM Lane V/C Ratio 0.054 - - 0.568 - - - - HCM Control Delay (s) 11.4 - - 87.3 0 0 - - HCM Lane LOS B - - F A A - - HCM 95th %tile Q(veh) 0.2 - - 2.6 - 0 - - HCM 6th TWSC McHenry HS School Release 2030 Total 13: South Access 03/13/2019 McHenry HS School Release 2030 Total Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 2 Intersection Int Delay, s/veh 33.8 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Vol, veh/h 0 230 0 0 0 0 0 0 150 170 0 0 Future Vol, veh/h 0 230 0 0 0 0 0 0 150 170 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - 0 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 50 92 50 92 50 50 50 50 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 1 1 2 2 Mvmt Flow 0 250 0 0 0 0 0 0 300 340 0 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All - 0 0 250 0 0 - - 250 401 251 - Stage 1 - - - - - - - - - 1 1 - Stage 2 - - - - - - - - - 400 250 - Critical Hdwy - - - 4.12 - - - - 6.21 7.11 6.52 - Critical Hdwy Stg 1 - - - - - - - - - 6.11 5.52 - Critical Hdwy Stg 2 - - - - - - - - - 6.11 5.52 - Follow-up Hdwy - - - 2.218 - - - - 3.309 3.509 4.018 - Pot Cap-1 Maneuver 0 - - 1316 - 0 0 0 791 561 652 0 Stage 1 0 - - - - 0 0 0 - 1025 895 0 Stage 2 0 - - - - 0 0 0 - 628 700 0 Platoon blocked, % - - - Mov Cap-1 Maneuver - - - 1316 - - - - 791 348 652 - Mov Cap-2 Maneuver - - - - - - - - - 348 652 - Stage 1 - - - - - - - - - 1025 895 - Stage 2 - - - - - - - - - 390 700 - Approach SE NW NE SW HCM Control Delay, s 0 0 12.3 77.8 HCM LOS B F Minor Lane/Major Mvmt NELn1 NWL NWT SET SERSWLn1 Capacity (veh/h) 791 1316 - - - 348 HCM Lane V/C Ratio 0.379 - - - - 0.977 HCM Control Delay (s) 12.3 0 - - - 77.8 HCM Lane LOS B A - - - F HCM 95th %tile Q(veh) 1.8 0 - - - 10.8 HCM 6th TWSC McHenry HS School Release 2030 Total 14: Crystal Lake Rd & Center Access 03/13/2019 McHenry HS School Release 2030 Total Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 3 Intersection Int Delay, s/veh 0.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 5 796 621 27 Future Vol, veh/h 0 0 5 796 621 27 Conflicting Peds, #/hr 0 0 2 0 0 2 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 100 - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 100 100 25 84 56 91 Heavy Vehicles, % 0 0 100 2 2 85 Mvmt Flow 0 0 20 948 1109 30 Major/Minor Minor2 Major1 Major2 Conflicting Flow All - 1111 1141 0 - 0 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - 6.2 5.1 - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - 3.3 3.1 - - - Pot Cap-1 Maneuver 0 257 362 - - - Stage 1 0 - - - - - Stage 2 0 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver - 257 361 - - - Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB NB SB HCM Control Delay, s 0 0.3 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 361 - - - - HCM Lane V/C Ratio 0.055 - - - - HCM Control Delay (s) 15.6 - 0 - - HCM Lane LOS C - A - - HCM 95th %tile Q(veh) 0.2 - - - - HCM 6th TWSC McHenry HS School Release 2030 Total 16: Crystal Lake Rd & North Access 03/13/2019 McHenry HS School Release 2030 Total Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 4 Intersection Int Delay, s/veh 3.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 36 36 6 790 612 19 Future Vol, veh/h 36 36 6 790 612 19 Conflicting Peds, #/hr 0 0 8 0 0 8 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 100 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 60 41 75 81 92 53 Heavy Vehicles, % 0 3 0 2 6 0 Mvmt Flow 60 88 8 975 665 36 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1682 359 709 0 - 0 Stage 1 691 - - - - - Stage 2 991 - - - - - Critical Hdwy 6.6 6.945 4.1 - - - Critical Hdwy Stg 1 5.8 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.53.3285 2.2 - - - Pot Cap-1 Maneuver 96 636 899 - - - Stage 1 464 - - - - - Stage 2 362 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 94 631 892 - - - Mov Cap-2 Maneuver 94 - - - - - Stage 1 456 - - - - - Stage 2 359 - - - - - Approach EB NB SB HCM Control Delay, s 45.3 0.1 0 HCM LOS E Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 892 - 94 631 - - HCM Lane V/C Ratio 0.009 - 0.638 0.139 - - HCM Control Delay (s) 9.1 - 94.7 11.6 - - HCM Lane LOS A - F B - - HCM 95th %tile Q(veh) 0 - 3.1 0.5 - - HCM 6th TWSC McHenry HS School Release 2030 Total 18: Oakwood Dr & Royal Dr 03/13/2019 McHenry HS School Release 2030 Total Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 5 Intersection Int Delay, s/veh 5.2 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Vol, veh/h 6 74 23 61 118 8 20 2 99 5 3 1 Future Vol, veh/h 6 74 23 61 118 8 20 2 99 5 3 1 Conflicting Peds, #/hr 0 0 1 1 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - 60 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 50 87 58 84 68 33 38 50 78 63 38 25 Heavy Vehicles, % 0 2 5 4 0 0 45 0 15 0 0 0 Mvmt Flow 12 85 40 73 174 24 53 4 127 8 8 4 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 198 0 0 126 0 0 468 474 106 527 482 186 Stage 1 - - - - - - 130 130 - 332 332 - Stage 2 - - - - - - 338 344 - 195 150 - Critical Hdwy 4.1 - - 4.14 - - 7.55 6.5 6.35 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.55 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.55 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.236 - - 3.905 4 3.435 3.5 4 3.3 Pot Cap-1 Maneuver 1387 - - 1448 - - 441 492 914 465 487 861 Stage 1 - - - - - - 780 792 - 686 648 - Stage 2 - - - - - - 595 640 - 811 777 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1387 - - 1447 - - 413 463 913 380 458 861 Mov Cap-2 Maneuver - - - - - - 413 463 - 380 458 - Stage 1 - - - - - - 772 784 - 680 616 - Stage 2 - - - - - - 555 608 - 688 769 - Approach SE NW NE SW HCM Control Delay, s 0.7 2 12.4 13.1 HCM LOS B B Minor Lane/Major Mvmt NELn1 NWL NWT NWR SEL SET SERSWLn1 Capacity (veh/h) 667 1447 - - 1387 - - 464 HCM Lane V/C Ratio 0.275 0.05 - - 0.009 - - 0.043 HCM Control Delay (s) 12.4 7.6 - - 7.6 0 - 13.1 HCM Lane LOS B A - - A A - B HCM 95th %tile Q(veh) 1.1 0.2 - - 0 - - 0.1 HCM 6th TWSC McHenry HS School Release 2030 Total 21: Oakwood Dr & Bus Exit 03/13/2019 McHenry HS School Release 2030 Total Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 6 Intersection Int Delay, s/veh 3.5 Movement NWL NWR NET NER SWL SWT Lane Configurations Traffic Vol, veh/h 5 38 83 0 0 87 Future Vol, veh/h 5 38 83 0 0 87 Conflicting Peds, #/hr 2 7 0 3 3 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 31 45 91 100 100 89 Heavy Vehicles, % 40 55 6 0 0 3 Mvmt Flow 16 84 91 0 0 98 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 194 101 0 0 94 0 Stage 1 94 - - - - - Stage 2 100 - - - - - Critical Hdwy 6.8 6.75 - - 4.1 - Critical Hdwy Stg 1 5.8 - - - - - Critical Hdwy Stg 2 5.8 - - - - - Follow-up Hdwy 3.86 3.795 - - 2.2 - Pot Cap-1 Maneuver 716 827 - - 1513 - Stage 1 843 - - - - - Stage 2 837 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 712 819 - - 1509 - Mov Cap-2 Maneuver 712 - - - - - Stage 1 840 - - - - - Stage 2 835 - - - - - Approach NW NE SW HCM Control Delay, s 10.1 0 0 HCM LOS B Minor Lane/Major Mvmt NET NERNWLn1 SWL SWT Capacity (veh/h) - - 800 1509 - HCM Lane V/C Ratio - - 0.126 - - HCM Control Delay (s) - - 10.1 0 - HCM Lane LOS - - B A - HCM 95th %tile Q(veh) - - 0.4 0 - Timings McHenry HS PM 2030 Total 3: Crystal Lake Rd & Dartmoor Dr 03/13/2019 McHenry HS PM 2030 Total Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 95 8 31 7 5 72 44 671 23 79 515 129 Future Volume (vph) 95 8 31 7 5 72 44 671 23 79 515 129 Satd. Flow (prot) 0 1748 0 0 1847 1615 1752 1881 1615 1805 1830 0 Flt Permitted 0.777 0.826 0.158 0.181 Satd. Flow (perm) 0 1403 0 0 1569 1580 291 1881 1615 344 1830 0 Satd. Flow (RTOR) 10 96 71 16 Lane Group Flow (vph) 0 169 0 0 28 96 59 722 32 92 760 0 Turn Type Perm NA Perm NA Perm pm+pt NA Perm pm+pt NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 8 2 2 6 Detector Phase 4 4 8 8 8 5 2 2 1 6 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0 5.0 15.0 15.0 5.0 15.0 Minimum Split (s) 16.0 16.0 15.5 15.5 15.5 10.0 21.0 21.0 10.0 21.0 Total Split (s) 30.0 30.0 30.0 30.0 30.0 20.0 66.0 66.0 20.0 66.0 Total Split (%) 25.9% 25.9% 25.9% 25.9% 25.9% 17.2% 56.9% 56.9% 17.2% 56.9% Yellow Time (s) 4.5 4.5 4.5 4.5 4.5 4.0 4.5 4.5 4.0 4.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 5.5 5.5 5.0 5.5 5.5 5.0 5.5 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None None None None None None Min Min None Min Act Effct Green (s) 20.1 20.1 20.1 49.7 43.1 43.1 50.3 43.4 Actuated g/C Ratio 0.23 0.23 0.23 0.58 0.50 0.50 0.59 0.51 v/c Ratio 0.50 0.08 0.22 0.19 0.77 0.04 0.26 0.82 Control Delay 36.6 30.8 8.1 8.7 26.1 0.1 9.1 28.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 36.6 30.8 8.1 8.7 26.1 0.1 9.1 28.0 LOS D C A A C A A C Approach Delay 36.6 13.2 23.8 25.9 Approach LOS D B C C Queue Length 50th (ft) 78 12 0 9 291 0 15 313 Queue Length 95th (ft) 71 18 24 31 677 0 51 634 Internal Link Dist (ft) 943 492 1105 531 Turn Bay Length (ft) 115 115 115 Base Capacity (vph) 501 554 620 475 1355 1183 509 1327 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.34 0.05 0.15 0.12 0.53 0.03 0.18 0.57 Intersection Summary Cycle Length: 116 Actuated Cycle Length: 85.9 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.82 Timings McHenry HS PM 2030 Total 3: Crystal Lake Rd & Dartmoor Dr 03/13/2019 McHenry HS PM 2030 Total Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 2 Intersection Signal Delay: 25.2 Intersection LOS: C Intersection Capacity Utilization 67.3% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 3: Crystal Lake Rd & Dartmoor Dr Timings McHenry HS PM 2030 Total 6: Crystal Lake Rd & Royal Dr 03/13/2019 McHenry HS PM 2030 Total Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 113 1 84 3 0 2 110 705 1 7 654 98 Future Volume (vph) 113 1 84 3 0 2 110 705 1 7 654 98 Satd. Flow (prot) 1805 1626 0 1805 1615 0 1787 1881 1615 1805 1828 0 Flt Permitted 0.455 0.137 0.275 Satd. Flow (perm) 864 1626 0 1900 1615 0 258 1881 1615 522 1828 0 Satd. Flow (RTOR) 102 431 102 7 Lane Group Flow (vph) 130 106 0 12 4 0 129 775 4 12 840 0 Turn Type pm+pt NA pm+pt NA pm+pt NA Perm pm+pt NA Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 8 4 6 6 2 Detector Phase 3 8 8 7 4 4 1 6 6 5 2 Switch Phase Minimum Initial (s) 3.0 8.0 3.0 8.0 3.0 15.0 15.0 3.0 15.0 Minimum Split (s) 7.0 14.0 7.0 14.0 7.0 21.0 21.0 7.0 21.0 Total Split (s) 33.0 36.0 28.0 31.0 24.0 56.0 56.0 24.0 56.0 Total Split (%) 22.9% 25.0% 19.4% 21.5% 16.7% 38.9% 38.9% 16.7% 38.9% Yellow Time (s) 3.5 3.5 3.5 4.5 3.5 4.5 4.5 3.5 4.5 All-Red Time (s) 0.0 0.0 0.0 1.5 0.0 1.5 1.5 0.0 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.5 3.5 3.5 6.0 3.5 6.0 6.0 3.5 6.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None Min Min None Min Act Effct Green (s) 17.7 15.9 16.8 8.2 64.9 60.7 60.7 59.0 50.7 Actuated g/C Ratio 0.20 0.18 0.19 0.09 0.72 0.68 0.68 0.66 0.57 v/c Ratio 0.43 0.28 0.03 0.01 0.40 0.61 0.00 0.03 0.81 Control Delay 34.8 9.8 26.7 0.0 8.8 13.6 0.0 6.3 26.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 34.8 9.8 26.7 0.0 8.8 13.6 0.0 6.3 26.3 LOS C A C A A B A A C Approach Delay 23.6 20.0 12.8 26.0 Approach LOS C B B C Queue Length 50th (ft) 63 2 4 0 15 162 0 1 304 Queue Length 95th (ft) 113 0 5 0 49 564 0 6 #802 Internal Link Dist (ft) 558 199 341 2151 Turn Bay Length (ft) 150 115 265 115 Base Capacity (vph) 648 661 903 765 541 1272 1125 675 1036 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.20 0.16 0.01 0.01 0.24 0.61 0.00 0.02 0.81 Intersection Summary Cycle Length: 144 Actuated Cycle Length: 89.7 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.81 Timings McHenry HS PM 2030 Total 6: Crystal Lake Rd & Royal Dr 03/13/2019 McHenry HS PM 2030 Total Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 4 Intersection Signal Delay: 19.7 Intersection LOS: B Intersection Capacity Utilization 71.1% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 6: Crystal Lake Rd & Royal Dr HCM 6th TWSC McHenry HS PM 2030 Total 9: Crystal Lake Rd & Kensington Dr 03/13/2019 McHenry HS PM 2030 Total Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 1 Intersection Int Delay, s/veh 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 12 0 13 0 0 0 30 808 0 0 710 26 Future Vol, veh/h 12 0 13 0 0 0 30 808 0 0 710 26 Conflicting Peds, #/hr 0 0 0 0 0 0 2 0 0 0 0 2 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 110 - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 50 100 65 100 100 100 75 90 100 100 86 81 Heavy Vehicles, % 0 0 0 0 0 0 0 1 0 0 1 0 Mvmt Flow 24 0 20 0 0 0 40 898 0 0 826 32 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1822 1822 844 1830 1838 898 860 0 0 898 0 0 Stage 1 844 844 - 978 978 - - - - - - - Stage 2 978 978 - 852 860 - - - - - - - Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 60 78 366 60 76 341 790 - - 765 - - Stage 1 361 382 - 304 331 - - - - - - - Stage 2 304 331 - 357 376 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 58 74 365 55 72 341 788 - - 765 - - Mov Cap-2 Maneuver 58 74 - 55 72 - - - - - - - Stage 1 342 381 - 288 314 - - - - - - - Stage 2 289 314 - 337 375 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 73.3 0 0.4 0 HCM LOS F A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 788 - - 94 - 765 - - HCM Lane V/C Ratio 0.051 - - 0.468 - - - - HCM Control Delay (s) 9.8 - - 73.3 0 0 - - HCM Lane LOS A - - F A A - - HCM 95th %tile Q(veh) 0.2 - - 2 - 0 - - HCM 6th TWSC McHenry HS PM 2030 Total 12: Crystal Lake Rd & South Access 03/13/2019 McHenry HS PM 2030 Total Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 2 Intersection Int Delay, s/veh 5.9 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 68 76 85 735 660 68 Future Vol, veh/h 68 76 85 735 660 68 Conflicting Peds, #/hr 0 0 1 0 0 1 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 100 - - 150 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 53 68 80 91 88 88 Heavy Vehicles, % 0 2 2 1 1 0 Mvmt Flow 128 112 106 808 750 77 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1771 751 828 0 - 0 Stage 1 751 - - - - - Stage 2 1020 - - - - - Critical Hdwy 6.4 6.22 4.12 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.318 2.218 - - - Pot Cap-1 Maneuver ~ 93 411 803 - - - Stage 1 470 - - - - - Stage 2 351 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver ~ 81 411 802 - - - Mov Cap-2 Maneuver 174 - - - - - Stage 1 407 - - - - - Stage 2 351 - - - - - Approach EB NB SB HCM Control Delay, s 44.5 1.2 0 HCM LOS E Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 802 - 174 411 - - HCM Lane V/C Ratio 0.132 - 0.737 0.272 - - HCM Control Delay (s) 10.2 - 68.4 17 - - HCM Lane LOS B - F C - - HCM 95th %tile Q(veh) 0.5 - 4.6 1.1 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th TWSC McHenry HS PM 2030 Total 14: Crystal Lake Rd & Center Access 03/13/2019 McHenry HS PM 2030 Total Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 3 Intersection Int Delay, s/veh 0 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 803 728 17 Future Vol, veh/h 0 0 0 803 728 17 Conflicting Peds, #/hr 0 0 1 0 0 1 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 100 - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 100 100 100 91 87 50 Heavy Vehicles, % 0 0 0 1 1 8 Mvmt Flow 0 0 0 882 837 34 Major/Minor Minor2 Major1 Major2 Conflicting Flow All - 838 872 0 - 0 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - 6.2 4.1 - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - 3.3 2.2 - - - Pot Cap-1 Maneuver 0 369 782 - - - Stage 1 0 - - - - - Stage 2 0 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver - 369 781 - - - Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB NB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 781 - - - - HCM Lane V/C Ratio - - - - - HCM Control Delay (s) 0 - 0 - - HCM Lane LOS A - A - - HCM 95th %tile Q(veh) 0 - - - - HCM 6th TWSC McHenry HS PM 2030 Total 16: Crystal Lake Rd & North Access 03/13/2019 McHenry HS PM 2030 Total Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 4 Intersection Int Delay, s/veh 1.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 17 14 4 799 731 10 Future Vol, veh/h 17 14 4 799 731 10 Conflicting Peds, #/hr 0 0 2 0 0 2 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 100 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 60 63 25 93 88 58 Heavy Vehicles, % 0 10 0 1 1 0 Mvmt Flow 28 22 16 859 831 17 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1733 426 850 0 - 0 Stage 1 842 - - - - - Stage 2 891 - - - - - Critical Hdwy 6.6 7.05 4.1 - - - Critical Hdwy Stg 1 5.8 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.395 2.2 - - - Pot Cap-1 Maneuver 89 559 797 - - - Stage 1 388 - - - - - Stage 2 404 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 87 558 795 - - - Mov Cap-2 Maneuver 87 - - - - - Stage 1 379 - - - - - Stage 2 403 - - - - - Approach EB NB SB HCM Control Delay, s 41.7 0.2 0 HCM LOS E Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 795 - 87 558 - - HCM Lane V/C Ratio 0.02 - 0.326 0.04 - - HCM Control Delay (s) 9.6 - 65.2 11.7 - - HCM Lane LOS A - F B - - HCM 95th %tile Q(veh) 0.1 - 1.2 0.1 - - HCM 6th TWSC McHenry HS PM 2030 Total 18: Oakwood Dr & Royal Dr 03/13/2019 McHenry HS PM 2030 Total Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 5 Intersection Int Delay, s/veh 3.5 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Vol, veh/h 3 75 19 64 90 20 1 0 49 6 0 2 Future Vol, veh/h 3 75 19 64 90 20 1 0 49 6 0 2 Conflicting Peds, #/hr 0 0 1 1 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - 60 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 38 70 71 79 88 42 25 100 73 38 100 25 Heavy Vehicles, % 0 0 0 2 0 0 0 0 0 0 0 0 Mvmt Flow 8 107 27 81 102 48 4 0 67 16 0 8 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 150 0 0 135 0 0 430 450 122 458 439 126 Stage 1 - - - - - - 138 138 - 288 288 - Stage 2 - - - - - - 292 312 - 170 151 - Critical Hdwy 4.1 - - 4.12 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.218 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1444 - - 1449 - - 539 508 935 516 515 930 Stage 1 - - - - - - 870 786 - 724 677 - Stage 2 - - - - - - 720 661 - 837 776 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1444 - - 1448 - - 509 476 934 456 483 930 Mov Cap-2 Maneuver - - - - - - 509 476 - 456 483 - Stage 1 - - - - - - 864 780 - 720 639 - Stage 2 - - - - - - 674 624 - 772 771 - Approach SE NW NE SW HCM Control Delay, s 0.4 2.7 9.4 11.8 HCM LOS A B Minor Lane/Major Mvmt NELn1 NWL NWT NWR SEL SET SERSWLn1 Capacity (veh/h) 892 1448 - - 1444 - - 550 HCM Lane V/C Ratio 0.08 0.056 - - 0.005 - - 0.043 HCM Control Delay (s) 9.4 7.6 - - 7.5 0 - 11.8 HCM Lane LOS A A - - A A - B HCM 95th %tile Q(veh) 0.3 0.2 - - 0 - - 0.1 HCM 6th TWSC McHenry HS PM 2030 Total 21: Oakwood Dr & Bus Exit 03/13/2019 McHenry HS PM 2030 Total Synchro 10 Report Gewalt Hamilton Associates, Inc. Page 6 Intersection Int Delay, s/veh 0.2 Movement NWL NWR NET NER SWL SWT Lane Configurations Traffic Vol, veh/h 0 1 49 0 0 83 Future Vol, veh/h 0 1 49 0 0 83 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 100 25 73 100 100 85 Heavy Vehicles, % 0 0 0 0 0 2 Mvmt Flow 0 4 67 0 0 98 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 165 67 0 0 67 0 Stage 1 67 - - - - - Stage 2 98 - - - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 830 1002 - - 1547 - Stage 1 961 - - - - - Stage 2 931 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 830 1002 - - 1547 - Mov Cap-2 Maneuver 830 - - - - - Stage 1 961 - - - - - Stage 2 931 - - - - - Approach NW NE SW HCM Control Delay, s 8.6 0 0 HCM LOS A Minor Lane/Major Mvmt NET NERNWLn1 SWL SWT Capacity (veh/h) - - 1002 1547 - HCM Lane V/C Ratio - - 0.004 - - HCM Control Delay (s) - - 8.6 0 - HCM Lane LOS - - A A - HCM 95th %tile Q(veh) - - 0 0 - McHenry West High School McHenry, Illinois APPENDIX J Future Signal Timing Modifications Future Signal Timing Modifications Table 5: Future Signal Timing Modifications Signal Location Signal Phases: 1 2 4 5 6 8 SBLT NB EB NBLT SB WB Crystal Lake Rd & Dartmoor Dr Existing Max Green 15 35 25 15 35 25 Option 1 Max Green 15 70 35 15 70 35