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Home My WebLink Abouttraffic impact study DRAFT 8.2018S:\projects\18-47 Chubbuck Charter School\docs\TIS - Chubbuck Charter School 10Aug2018.docx 181 East 50th St Garden City, ID 83714 (208) 484-4410 August 10, 2018 Traffic Impact Study - DRAFT Gem Prep Charter School Chubbuck, Idaho Prepared For: Pro Builders, Yellowstone Hwy, LLC. 970 West Cedar St Pocatello, Idaho 83201 8/10/18 Traffic Impact Study Gen Prep Charter School - Chubbuck, Idaho May2018 i Table of Contents EXECUTIVE SUMMARY ........................................................................................................................ 1 Introduction .............................................................................................................................................. 1 Proposed Development ............................................................................................................................. 1 Proposed Mitigation for 2018 Existing Traffic ........................................................................................ 1 Proposed Mitigation for 2020 Build-Out Year Background Traffic ........................................................ 1 Proposed Mitigation for 2020 Build-Out Year Total Traffic ................................................................... 2 PROPOSED DEVELOPMENT................................................................................................................. 2 STUDY APPROACH ................................................................................................................................. 4 Study Area ................................................................................................................................................ 4 Study Period ............................................................................................................................................. 4 EXISTING CONDITIONS ........................................................................................................................ 4 Road System ............................................................................................................................................. 4 Existing Traffic Volumes ......................................................................................................................... 5 Crash Data ................................................................................................................................................ 5 Roadway Network Improvements ............................................................................................................ 5 PROJECTED TRAFFIC ............................................................................................................................ 7 Background Traffic .................................................................................................................................. 7 Off-Site Development Traffic .................................................................................................................. 7 Site Traffic ................................................................................................................................................ 7 Trip Generation .................................................................................................................................... 7 Trip Capture, Pass-by Trips and Modal Split ....................................................................................... 7 Total Traffic.............................................................................................................................................. 9 TRAFFIC ANALYSIS .............................................................................................................................. 12 2018 Existing Traffic .............................................................................................................................. 12 Roadway Segment Level of Service .................................................................................................. 12 Intersection Capacity Analysis and Level of Service ......................................................................... 12 Mitigation ........................................................................................................................................... 12 2020 Background Traffic ....................................................................................................................... 13 Roadway Segment Level of Service .................................................................................................. 13 Intersection Capacity Analysis and Level of Service ......................................................................... 13 Mitigation ........................................................................................................................................... 13 2020 Build-Out Year Total Traffic ......................................................................................................... 14 Roadway Segment Level of Service .................................................................................................. 14 Intersection Capacity Analysis and Level of Service ......................................................................... 14 Mitigation ........................................................................................................................................... 14 Site Access.............................................................................................................................................. 14 Site Circulation and Queuing ................................................................................................................. 15 QUEUING ANALYSIS ............................................................................................................................ 16 SCHOOL SITE CHECKLIST ................................................................................................................. 17 APPENDIX ................................................................................................................................................. A Traffic Impact Study Gen Prep Charter School - Chubbuck, Idaho May2018 ii List of Figures Figure 1 – Site Location and Vicinity ........................................................................................................... 2 Figure 2 – Preliminary Site Plan ................................................................................................................... 3 Figure 3 – 2018 Existing Peak Hour Traffic ................................................................................................. 6 Figure 4 – 2020 Peak Hour Background Traffic ........................................................................................... 8 Figure 5 – Site Traffic Distribution Patterns ................................................................................................. 9 Figure 6 – Build-Out Peak Hour Site Traffic .............................................................................................. 10 Figure 7 – 2020 Build-Out Year Peak Hour Total Traffic .......................................................................... 11 Figure 8 – Site Circulation .......................................................................................................................... 15 List of Tables Table 1 – Intersection Crash Data (2012-2016) ............................................................................................ 5 Table 2 – Build-Out Full Enrollment Site Trip Generation Summary .......................................................... 7 Table 3 – Build-Out Site Traffic Percentage ................................................................................................ 9 Table 4 – Intersection Level of Service – 2018 Existing Traffic ................................................................ 12 Table 5 – Intersection Level of Service – 2018 Existing Traffic ................................................................ 12 Table 6 – Intersection Level of Service – 2020 Background Traffic .......................................................... 13 Table 7 – Intersection Level of Service – 2020 Background Traffic .......................................................... 13 Table 8 – Intersection Level of Service – 2020 Build-Out Total Traffic .................................................... 14 Table 9 – Intersection Level of Service – 2020 Build-Out Year Total Traffic ........................................... 14 Traffic Impact Study Gen Prep Charter School - Chubbuck, Idaho August 2018 1 EXECUTIVE SUMMARY Introduction Thompson Engineers has been retained to prepare a traffic impact study (TIS) for the proposed Gem Prep Charter School located in the Pine Ridge Malls’ old Sears building as shown in Figure 1 in the body of this report. The scope of this TIS was determined by coordinating with the City of Chubbuck’s staff. The TIS evaluates the potential traffic impacts resulting from existing traffic, background traffic growth, and the proposed development, and makes recommendations for mitigating the impacts. Table 1 summarizes the proposed improvements to mitigate the impacts. Proposed Development 1. Gem Prep Charter School is a proposed public charter school estimated to enroll approximately 500 students (grades K-12). The expected build-out year is 2020. 2. Based on ITE Trip Generation Manual, the development is estimated to generate approximately 1,240 trips per day, 400 trips during the AM peak hour and 85 trips during the PM peak hour. The number of students was used as the variable to estimate the number of trips generated The development is not expected to retain internal capture trips within the site or generate pass-by trips. Trips generated by the development are expected to be made by personal vehicles, school buses, walking, and biking. Based on existing travel patterns and residential density in the area, the estimated site traffic distribution patterns are: • 10% north of the site • 70% south of the site • 10% east of the site • 10% west of the site 3. The school is utilizing two existing accesses on the loop road for the Pine Ridge Mall for site access: The northwestern driveway is proposed to be limited buses during pick-up and drop-off for school access. The other access will be used for parent pick up and drop off and visitor parking. Based on the proposed site circulation plan, potential queuing during the peak school drop-off and pick-up hours is expected to be minimal and can be accommodated within the site. Proposed Mitigation for 2018 Existing Traffic 4. No study area intersection or roadway segment exceeds the City of Chubbuck’s assumed minimum operational thresholds with 2018 existing traffic conditions analyzed with the existing intersection control and lane configuration. 5. No study area intersections warrant turn lanes with 2018 existing traffic based on guidelines from the National Cooperative Highway Research Report 457, Evaluating Intersection Improvements: An Engineering Study Guide (NCHRP 457). Proposed Mitigation for 2020 Build-Out Year Background Traffic 6. All study area intersections and roadway segments meet the City of Chubbuck’s minimum operational thresholds with 2020 background traffic conditions No intersection improvements beyond the signal Traffic Impact Study Gen Prep Charter School - Chubbuck, Idaho August 2018 2 mitigation are needed to mitigate 2020 background traffic. No turn warrants were satisfied under NCHRP 457 guidelines. Proposed Mitigation for 2020 Build-Out Year Total Traffic 7. All study area intersections and roadway segments meet the City of Chubbuck’s minimum operational thresholds with 2020 total traffic conditions analyzed with the existing intersection control and lane configuration. No intersection improvements beyond the other mitigations are needed to mitigate 2020 build-out full enrollment traffic. No turn warrants were satisfied under NCHRP 457 guidelines. PROPOSED DEVELOPMENT The proposed Gem Prep Charter School is located on Circulation Road in the Pine Ridge Malls’ old Sears building in Chubbuck, Idaho. Figure 1 shows the location of the site and proximity to its surroundings. Figure 2 shows the preliminary site plan and access locations. Gem Prep Charter School is a proposed charter school with an estimated opening date of 2020. Gem Prep Charter School is to enroll approximately 500 students (grades K-12). The school will utilize the southwestern existing mall accesses, two of which were studied: Hawthorne Road and Kenn Road intersection and Quinn Road and Teal Avenue / Circulation Road intersection. Figure 1 – Site Location and Vicinity Chubbuck Charter School Traffic Impact Study Gen Prep Charter School - Chubbuck, Idaho August 2018 3 Figure 2 – Preliminary Site Plan Chubbuck Charter School Proposed Grass / Blacktop Quinn Road Hawthorne Road Kenn Road 1 2 Ring Road Traffic Impact Study Gen Prep Charter School - Chubbuck, Idaho August 2018 4 STUDY APPROACH This study follows ITE’s guidelines for transportation impact studies. The study area, and requirements for the study were verified with the City of Chubbuck’s staff. Summaries of the email correspondence are included in the appendix. A minimum operational thresholds LOS D was assumed per typical standards. Study Area The following study area intersections were identified for the traffic impact analysis: Hawthorne Road and Kenn Road intersection Quinn Road and Teal Avenue / Circulation Way intersection Ring Road roadway segment southwest of the Pine Ridge Mall Study Period The analysis peak periods will be the AM and PM peak hours of operation of the transportation system between 7-9 AM and 4-6 PM, respectively. The school PM peak hour typically occurs before the adjacent roadway PM peak hour. The analysis years are: 2018 existing traffic 2020 build-out year background traffic 2020 build-out year total traffic EXISTING CONDITIONS Road System A brief description of the existing roadways and intersections within the study area is described below. Roadway functional classification is based on the Functional Classification Update Report for the Pocatello/Chubbuck Urbanized Area approved on April 1, 2013. Hawthorne Road is functionally classified as a minor arterial with a posted speed limit of 35 miles per hour (mph) east of Centennial Way. Hawthorne Road has a center turn lane north of Quinn Road with two northbound travel lanes and one southbound lane. It is developed on the eastern side with curb, gutter, and sidewalk with bicycle lanes in both directions. Quinn Road is functionally classified as a minor arterial with a posted limit of 25 mph. Quinn Road has curb, gutter, and sidewalk to the east of Teal Avenue. Teal Avenue is a residential local roadway with front-on housing for the Northgate Village Subdivision. Teal Avenue is partially aligned with the southern portion of Circulation Way. It is developed with curb, gutter, and sidewalk. Kenn Road / Circulation Way is a local roadway that connect to the circulatory roadway for the Pine Ridge Mall. There is no curb, gutter, or sidewalk. Hawthorne Road and Kenn Road intersection is a stop-controlled T-intersection with a stop sign on the Kenn Road approach. There are two northbound lanes and one southbound lane on Hawthorne with a center turn lane. The Kenn Road intersection has one shared lane for all movements. Quinn Road and Teal Avenue / Circulation Way intersection is a two-way stop-controlled intersection with stop signs on the Teal Avenue and Circulation Way approaches. The eastbound approach has one left- through shared lane and one right-turn lane. The westbound, northbound, and southbound approaches have one shared lane for all respective movements. Traffic Impact Study Gen Prep Charter School - Chubbuck, Idaho August 2018 5 Existing Traffic Volumes AM and PM peak hour traffic counts were obtained at the study area intersections on July 18 and 19, 2018. The peak hour intersection turning movement counts were collected on a weekday for a 2-hour period at 15-minute intervals between 7:00 and 9:00 during the AM peak travel period hour and between 4:00 and 6:00 during the PM peak travel period, which are included in the appendix. Roadway segment volumes were obtained during a 24-hour period in both directions. Existing peak hour traffic volumes are summarized in Figure 3. Crash Data The most current five-year crash data (2012-2016) was obtained from the LHTAC website (http://gis.lhtac.org/) for the study area intersections – summarized in Table 1. Our review of the reported crashes within the study area reveals the following crash statistics: • Five crashes were reported at Hawthorne Road and Kenn Road. All crashes were property damage only. • Thirteen crashes were reported at Quinn Road and Teal Avenue/Circulation Road; three failed to yield, three failed to obey stop sign, two impaired drivers, two due to inattention, and one following too close, with one rear-end without contributing circumstances. Five of the crashes reported injuries. Of the thirteen crashes, four occurred on the weekend and none occurred during the AM peak hour. The school will not generate weekend trips but will generate a majority of site trips during the AM peak hour. Based on these crash statistics with the volumes over the past five years at the respective intersections, there is no indication that there are safety concerns at any of the study area intersections that the school will affect in a noticeable way. Table 1 – Intersection Crash Data (2012-2016) Intersection Total Crashes Crash Severity Base Crash Rate1 (ACC/MV) Existing Crash Rate (ACC/MV) PDO Injury Fatal Hawthorne Road and Kenn Road 5 5 0 0 0.58 (Type=27) 0.26 Quinn Road and Teal Avenue / Circulation Road 13 8 5 0 0.58 (Type=27) 0.87 1Based on similar roadway type, width and volume. Roadway Network Improvements At the time of this study, according to the Bannock Transportation Planning Organization (BTPO) there were no fully funded or proposed improvements planned for the study area intersections or roadways. 1 2 Traffic Impact Study Gen Prep Charter School - Chubbuck, Idaho August 2018 6 Figure 3 – 2018 Existing Peak Hour Traffic 263 11 8 1 23 10 11 33 278 116 11 0 6 432 34 AM 3 2 9 AM 439 22 25 5 87 30 20 93 280 393 45 4 14 432 34 PM 3 5 12 PM Quinn Rd & Teal Ave / Circulation Way Quinn Rd & Teal Ave / Circulation Way Hawthorne Rd & Kenn Rd Hawthorne Rd & Kenn Rd 2 2 1 1 Quinn Road Hawthorne Road Teal Avenue Kenn Road 1 2 Chubbuck Charter School Traffic Impact Study Gen Prep Charter School - Chubbuck, Idaho August 2018 7 PROJECTED TRAFFIC Background Traffic Future traffic is obtained by expanding the existing traffic volumes by a growth factor of 2.0% per year on Quinn Road and Hawthorne Road. These growth rates were based on historical traffic counts from ATR stations in the area. 2020 build-out year background traffic at the study area intersections for the AM and PM peak hours is shown in Figure 4. Off-Site Development Traffic No off-site developments were included in the background traffic beyond the normal traffic growth. Site Traffic Trip Generation Site trip generation is estimated using the procedures recommended in the latest edition of the Trip Generation Manual (10th edition), published by the Institute of Transportation Engineers, in the absence of site-specific data. For this study, trip rates for Private School (K-12) land use were used as discussed in the initial meeting. Table 2 summarizes the site trip generation. At full enrollment, the development is estimated to generate approximately 1,240 trips per day with 400 trips during the AM peak hour and 85 trips during the PM peak hour. Trip Capture, Pass-by Trips and Modal Split Based on the proposed land use, the development is not expected to capture trips within the site or attract pass-by trips at full build-out. No internal capture trips or pass-by trips were assumed in the traffic analysis. The development is expected to generate trips made by other modes beside personal vehicles; such as walking, biking and school bus. For the traffic analysis purposes, all trips generated by the development were assumed to be made by personal vehicles and school buses. Table 2 – Build-Out Full Enrollment Site Trip Generation Summary The site is currently a vacant department store. If this space were reoccupied by a department store, it would generate trips during the same time periods as shown in Table 3. A department store will generate significantly more traffic on Saturdays and during the holiday season. Table 3 Existing Land Use Trip Generation Summary Land Use ITE Code Size Unit Period Trip Rate per Unit Total Trips Weekday Daily (vpd)2.48 1,240 50%620 50%620 AM Peak Hour (vph)0.80 400 61%244 39%156 PM Peak Hour (vph)0.17 85 43%37 57%48 Entering Exiting Private School (K-12)536 500 Students Land Use ITE Code Size Unit Period Trip Rate per Unit Total Trips Weekday Daily (vpd)22.88 1,282 50%641 50%641 AM Peak Hour (vph)0.58 32 64%21 36%12 PM Peak Hour (vph)1.95 109 50%55 50%55 Entering Exiting Department Store 875 56 TSF Traffic Impact Study Gen Prep Charter School - Chubbuck, Idaho August 2018 8 Figure 4 – 2020 Peak Hour Background Traffic 274 11 8 1 24 10 11 34 289 121 11 0 6 260 30 AM 3 2 9 AM 457 23 26 5 91 31 21 97 291 409 47 4 15 449 35 PM 3 5 12 PM Hawthorne Rd & Kenn Rd Quinn Rd & Teal Ave / Circulation Way Hawthorne Rd & Kenn Rd Quinn Rd & Teal Ave / Circulation Way2 2 1 1 Quinn Road Hawthorne Road Teal Avenue Kenn Road 1 2 Chubbuck Charter School Traffic Impact Study Gen Prep Charter School - Chubbuck, Idaho August 2018 9 Trip Distribution and Assignment In order to determine the impacts, trips generated by the development must be distributed and assigned to the transportation system. Site traffic was distributed and assigned to the external roadway system based on the current travel patterns, and the general location of the site within the area. Figure 5 shows site traffic distribution patterns. Figure 6 summarizes how the site traffic is assigned to the transportation system at full enrollment. Total Traffic The site traffic is then added to the background traffic as determined above. Figure 7 shows the estimated 2020 build-out year peak hour total traffic at each intersection if it were fully enrolled at opening. Table 4 summarizes the build-out site traffic percentage estimate at each study area intersection. Table 4 – Build-Out Site Traffic Percentage Figure 5 – Site Traffic Distribution Patterns Intersection % Site Traffic of 2020 Total Traffic AM Peak PM Peak Average Hawthorne Road and Kenn Road 12% 1.7% 5.6% Quinn Road and Teal Avenue 39% 6.5% 20.6% 1 2 10% 10 % 70 % 10% Quinn Road Hawthorne Road Traffic Impact Study Gen Prep Charter School - Chubbuck, Idaho August 2018 10 Figure 6 – Build-Out Peak Hour Site Traffic 0 24 16 8 100 16 24 159 0 0 16 0 0 0 24 AM 0 13 0 AM 0 4 5 2 31 5 4 23 0 0 5 0 0 0 4 PM 0 2 0 PM Hawthorne Rd & Kenn Rd Quinn Rd & Teal Ave / Circulation Way Hawthorne Rd & Kenn Rd Quinn Rd & Teal Ave / Circulation Way2 2 1 1 Quinn Road Hawthorne Road Teal Avenue Kenn Road 1 2 Chubbuck Charter School Traffic Impact Study Gen Prep Charter School - Chubbuck, Idaho August 2018 11 Figure 7 – 2020 Build-Out Year Peak Hour Total Traffic 274 35 24 9 124 26 35 193 289 121 27 0 6 260 54 AM 3 15 9 AM 457 27 31 7 122 36 25 120 291 409 52 4 15 449 39 PM 3 7 12 PM Hawthorne Rd & Kenn Rd Quinn Rd & Teal Ave / Circulation Way Hawthorne Rd & Kenn Rd Quinn Rd & Teal Ave / Circulation Way 2 2 1 1 Quinn Road Hawthorne Road Teal Avenue Kenn Road 1 2 Chubbuck Charter School Traffic Impact Study Gen Prep Charter School - Chubbuck, Idaho August 2018 12 TRAFFIC ANALYSIS Intersection capacity analysis was performed using Synchro 10 (Version 10.2.0.45), which utilizes the 2010 Highway Capacity Manual methodologies. All parameters used in the analysis were based on existing data when available or Synchro default values, when not available. Level of service (LOS) for an intersection is based on the average delay of vehicles traveling through the intersection. For the City of Chubbuck and Bannock County, the assumed minimum operational threshold is LOS D for the worst lane group movement. 2018 Existing Traffic Roadway Segment Level of Service To determine the roadway segment capacity, ACHD minimum operational thresholds for local roadways was used. Table 5 summarizes the measures of effectives (MOE) from the roadway segment capacity analysis. Based on traffic analysis results, the roadway segment is calculated to operate at LOS D or better. Intersection Capacity Analysis and Level of Service To determine the existing traffic impacts, the study area intersections were analyzed with the existing intersection control and lane configuration and 2018 peak hour traffic. Copies of the calculations are included in the appendix. Table 6 summarizes the MOEs from the intersection capacity analysis. Based on traffic analysis results, both study area intersections are calculated to operate at LOS D or better. Mitigation Turn lane warrants were evaluated using guidelines from the NCHRP 457 Report – see appendix for turn lane warrant worksheets. No study area intersection warrants a turn lane with 2018 existing traffic. No improvements are needed to mitigate existing traffic. Table 5 – Intersection Level of Service – 2018 Existing Traffic Roadway Segment Functional Class. Left-Turn Lane Type LOS D Threshold [vph] Directional Volume [vph] Meets Minimum Acceptable LOS? AM Peak PM Peak Ring Rd Southwest of Pine Ridge Mall Collector Street None 425 34 87 Yes Table 6 – Intersection Level of Service – 2018 Existing Traffic Intersection Control MOEs AM Peak Hour PM Peak Hour Hawthorne Road and Kenn Road Stop (Kenn) LOS (WB) B B Delay [s/v] (WB) 11 13 Worst Lane Group LOS B (WB) B (WB) Quinn Road and Teal Avenue / Circulation Way Two-way Stop (Teal/Circulation) LOS (NB / SB) B / B B / D Delay [s/v] (NB / SB) 12 / 14 14 / 27 Worst Lane Group LOS B (SB) D (SB) 1 2 Traffic Impact Study Gen Prep Charter School - Chubbuck, Idaho August 2018 13 2020 Background Traffic Roadway Segment Level of Service To determine the roadway segment capacity, ACHD minimum operational thresholds for local roadways was used. Table 7 summarizes the measures of effectives (MOE) from the roadway segment capacity analysis. Based on traffic analysis results, the roadway segment is calculated to operate at LOS D or better. Intersection Capacity Analysis and Level of Service To determine the 2020 background traffic impacts, the study area intersections were analyzed with the existing intersection control and lane configuration. Copies of the calculations are included in the appendix. Table 8 summarizes the intersection capacity analysis results. Both intersections are calculated to operate at LOS D or better. Mitigation All study area intersections are expected to meet minimum operational thresholds and are not expected to warrant turn lanes based on NCHRP 457 guidelines. No improvements are needed to mitigated background traffic. Table 7 – Intersection Level of Service – 2020 Background Traffic Roadway Segment Functional Class. Left-Turn Lane Type LOS D Threshold [vph] Directional Volume [vph] Meets Minimum Acceptable LOS? AM Peak PM Peak Ring Rd Southwest of Pine Ridge Mall Collector Street None 425 36 91 Yes Table 8 – Intersection Level of Service – 2020 Background Traffic Intersection Control MOEs AM Peak Hour PM Peak Hour Hawthorne Road and Kenn Road Stop (Kenn) LOS (WB) B B Delay [s/v] (WB) 10 13 Worst Lane Group LOS B (WB) B (WB) Quinn Road and Teal Avenue / Circulation Way Two-way Stop (Teal/Circulation) LOS (NB / SB) B / B B / D Delay [s/v] (NB / SB) 11 / 12 14 / 26 Worst Lane Group LOS B (SB) D (SB) 1 2 Traffic Impact Study Gen Prep Charter School - Chubbuck, Idaho August 2018 14 2020 Build-Out Year Total Traffic Roadway Segment Level of Service To determine the roadway segment capacity, ACHD minimum operational thresholds for local roadways was used. Table 9 summarizes the measures of effectives (MOE) from the roadway segment capacity analysis. Based on traffic analysis results, the roadway segment is calculated to operate at LOS D or better. Intersection Capacity Analysis and Level of Service To determine the 2020 total traffic impacts, the study area intersections were analyzed with the existing intersection control and lane configuration or with the aforementioned mitigations. Copies of the calculations are included in the appendix. Table 10 summarizes the intersection capacity analysis results. All study area intersections are projected to meet minimum operational thresholds. Table 9 – Intersection Level of Service – 2020 Build-Out Total Traffic Roadway Segment Functional Class. Left-Turn Lane Type LOS D Threshold [vph] Directional Volume [vph] Meets Minimum Acceptable LOS? AM Peak PM Peak Ring Rd Southwest of Pine Ridge Mall Collector Street None 425 219 129 Yes Table 10 – Intersection Level of Service – 2020 Build-Out Year Total Traffic Intersection Control MOEs AM Peak Hour PM Peak Hour Hawthorne Road and Kenn Road Stop (Kenn) LOS (WB) B B Delay [s/v] (WB) 11 13 Worst Lane Group LOS B (WB) B (WB) Quinn Road and Teal Avenue / Circulation Way Two-way Stop (Teal/Circulation) LOS (NB / SB) B / C C / D Delay [s/v] (NB / SB) 15 / 19 16 / 35 Worst Lane Group LOS C (SB) D (SB) Mitigation All study area intersections are expected to meet minimum operational thresholds and are not expected to warrant turn lanes based on NCHRP 457 guidelines. As a result, no intersection improvements are needed to mitigate 2020 total traffic. Site Access Based on the preliminary site plan, no new access points are proposed. The existing Pine Ridge Mall access points will also service as the inflow and outflow points for the Gem Prep Charter School. 1 2 Traffic Impact Study Gen Prep Charter School - Chubbuck, Idaho August 2018 15 Site Circulation and Queuing Figure 16 shows the proposed internal site circulation during school hours. The west driveway is proposed as bus and overflow access while the east driveway is proposed as visitor and drop-off or pick-up vehicle access. Within the site, the first access to the student/faculty parking is greater than 50 feet from the anticipated stop bar at the west access, which is the minimum throat length. This inlet to the parking section conforms to Section 7205.4.8 ACHD Manual where the City of Chubbuck or BTPO source for minimum throat length was not located. Figure 8 – Site Circulation Bus Parking Parent Drop-off Inflow Emergency Access Parent Outflow Quinn Road Hawthorne Road Kenn Road 1 2 Ring Road + 190’ 425’ Traffic Impact Study Gen Prep Charter School - Chubbuck, Idaho August 2018 16 QUEUING ANALYSIS Queuing analysis for the AM peak school hours was based on queuing observations at the existing Legacy Charter at Southside Boulevard and Locust Lane in Nampa, Idaho. The arriving vehicles were filmed on May 6, 2018. On this day, only a minimal queue developed. The service rate was determined for several vehicles by noting the time they stopped at the curb and the time they started moving from the curb. This was determined to be the service rate. 69 vehicles were observed over an 18-minute time period immediately before school started. The fasted service time was 7 seconds and the slowest was 1 minute, 25 seconds. The average time was 40 seconds per vehicle, or 1.5 vehicles per minute. The queue can be estimated using queuing theory based on the arrival rate, service rate and total number of service bay. The arrival rate is the arrival rate from trip generation of 240 vehicles per hour, adjusted by a peak hour factor of .500 for in correspondence to students being dropped within half an hour of school starting, or 7 vehicles per minute. Both arrival rate and service rate would be random. The number of service bays is estimated to be 7, based on 25 feet of curb space per service bay with buffers on the first and last service bay. The analysis of the queue would be for an exponentially distributed arrival times, exponentially distributed departure times, and 7 service positions (M/M/N queue). The queue may be estimated with the following formulas from Traffic Flow Fundamentals by Adolf May: 𝑃𝑜=1 ∑𝜌𝑛+𝜌𝑛/(𝑁!(1 −𝜌 𝑁))𝑁−1𝑛=0 Where: 𝑃𝑛 = probability of having no vehicles in the queue N = number of service positions 𝜌𝑛 = traffic density, or the service rate divided by the arrival rate The average queue can be estimated with the equation: Q = 𝑃𝑛𝜌𝑁−1/(𝑁!𝑁⌈1/(1 −𝜌 𝑁)2⌉) The equation can be solved with a spreadsheet. A copy of the calculation is included in the appendix. Using this equation, the average queue is determined to be effectively 1.5 vehicles, rounded upwards to two vehicles. This theory does not provide an estimation of the maximum or 95th percentile queue. However, for a random distribution, the maximum queue is sometimes estimated as twice the average queue. In this case a maximum queue of four vehicles would be anticipated, but in many cases, the AM peak hour will not have a queue develop. This application assumes some principles that may not be directly applicable to this situation. This analysis would be more applicable to a queue in a bank, where people form one line, then go the next available teller. In the above analysis, the service positions are in a line. It was observed that people in the queue would not proceed to the first available service position, but wait for the service positions to clear and then proceed to the front service position, such as at a gas station. On the other hand, we also noted that often people would not leave their service position until the vehicle in front of them also left. Still, we believe the analysis indicates that if the drop off is well organized, queues will be minimal. The analysis is in agreement with the observed drop off at the Legacy Charter School. In the event that queues do occur, such as the ten to fifteen minutes prior to school release and vehicles arriving early to pick students up, the site provides significant opportunities for on-site storage of the queue. As shown in Figure 8, vehicles will enter the eastern inflow section as labeled. This would require that the western access point be exclusively for outflow to prevent people from entering at that location. The inflow access point is 425 feet long, which allows for 13 queued vehicles. The drive aisle is 24 feet wide, so the queue could be doubled up to provide significant storage. Furthermore, if a stacking problem occurs, the school could be required to split the shift between grades. Traffic Impact Study Gen Prep Charter School - Chubbuck, Idaho August 2018 17 SCHOOL SITE CHECKLIST Each item on the School Site Checklist in Idaho Code 67-6519(3) is address as follows: 1. Land Use Master Plan: The proposed school site is currently the vacant Sears building and zoned as General Commercial (C-2) according to the City of Chubbuck land use map. Proposed site plan is shown in Figure 2. The proposed land use (charter school) may not be consistent with the types allowed in a General Commercial zone and may require rezoning. 2. School Bus Plan: The proposed school will have up to three buses to provide bus service for approximately 30-40 students per bus separate from the BTPO public transportation system. The bus will have a separate access apart from the traffic into the site during school hours. The proposed bus drop-off location is to the west of the building and parent circulation area with enough space for three buses adjacent to the building. Bus outflow area will require two lane widths if more than three buses becomes necessary for service. 3. Access Safety: Children will be able to exit the bus and enter the school in front of the building without any vehicle conflicts. Parents can drop off children at the designated area with no vehicular conflicts. The parent drop-off area is along the curbside allowing school children to enter and exit the vehicles on the passenger side onto the sidewalk without conflicting with the circulating traffic. 4. Pedestrian Plan: Per BTPO’s 2012 Bicycle and Pedestrian Master Plan Update, 95% of roadway systems in the Bannock County have sidewalks on the roadways. However, dual-sided deficiency is estimated to be at 52.8% of expected roadway segments with crosswalks. From the report, Quinn Road and Pole Line Road had missing links at the areas mentioned in the Road System section as well as the intersection of Pole Line Road and Quinn Road. Bannock County also leads other Idaho Peer Cities in non-motorized multimodal work trip splits. It also is above average in pedestrian and cyclist crashes per 100,000 residents. Sidewalk maintenance and completing missing links is BTPO’s solutions in improving the pedestrian and cyclist plan to satisfactory levels for Pocatello and Chubbuck. 5. Crossing Guard Plan: It is recommended that a crossing guard be stationed at the eastern edge of the building entrance to assure safety of children crossing the drive aisle. 6. Barriers between Highways and School: Ring Road is a local collector road with an unposted speed limit of 15 mph. Ring Road has mostly an urban section with curb and gutter, but no sidewalk. A barrier on Ring Road should not be necessary. 7. Location of School Zone: School zone should be established on the Ring Road, following MUTCD and Pocatello/Chubbuck School District #25 guidelines. 8. Need for a Flashing Beacon: The flashing beacon should be installed in accordance with MUTCD guidelines to delineate the school zone. 9. Need for a Traffic Control Signal: There are no existing traffic signals within a quarter mile of the site. However, just out of the ¼ mile range is the intersection of Pole Line Road and Quinn Road, which is controlled by a traffic signal. Crosswalks on all four approaches are currently located there with a sidewalk on the northern portion of Quinn Road leading to the Teal Avenue intersection. 10. Anticipated Future Improvements: At this time, there are no improvements in the vicinity of the project that will add capacity to the transportation system or change travel patterns. Traffic Impact Study Gen Prep Charter School - Chubbuck, Idaho August 2018 18 11. Speed on Adjacent Highways: The posted speed limit on Quinn Road is 25 mph and 35 mph on Hawthorne Road. Ring Road is a collector street and will continue to be under 20 mph. 12. Traffic Volumes on Adjacent Highways: Based on 2014 traffic counts from BTPO’s website in conjunction with ArcGIS, Hawthorne Road carries approximately 10,410 vehicles per day. Adjusting 2014 traffic volumes to an approximate 2018 24-hour count volume in 2018 using the growth rate of 2.0% as mentioned in the projected traffic section earlier, this comes out to approximately 11,270 vehicles per day. For Quinn Road’s 2014 traffic volumes, it had an ADT of 8,147 vehicles per day. After adjustment, this is equivalent to 8,820 for 2018 traffic volumes. 13. Effect Upon the Highway’s Level of Service: The intersections on Quinn Road and Hawthorne Road within the study area are expected to meet minimum operational thresholds during the peak hours with the development. The Ring Road roadway segment also meets minimum operational thresholds. 14. Need for Acceleration and Deceleration Lanes: No NCHRP 457 turn lane warrants were satisfied. 15. Internal Traffic Circulation: Figure 8 shows the proposed internal traffic circulation during school hours. The school should implement traffic control plan to achieve the proposed internal traffic circulation during pick-up and drop-off hours. This may require staff members to help organize the traffic during the school hours: • Site traffic entering the east access approach should be the primary inlet. This could be accomplished by signing the ring road approach leading to the access. • All parents should be advised of the traffic restrictions in writing at the beginning of the school year. 16. Anticipated Development on Surrounding Undeveloped Parcels: The are multiple small-portion parcels to the North, West, and Southwest of the site. According to Bannock Planning Map, none of these parcels have preliminary plats associated nor development plans. 17. Zoning in the Vicinity: Existing zones adjacent to site is also General Commercial (C-2) on all sides of the site except to the northeast, which is Limited Residential (L-2) and Industrial (I). The zones outside of the immediate vicinity are also General Commercial, Limited Residential, or Industrial. 18. Access Control on Adjacent Highways: Existing access points on to Ring Road will be utilized for Gem Prep Charter School. Existing intersections from Ring Road towards Hawthorne Road or Quinn Road will also be used for vehicles to access the Bannock County transportation network. 19. Required Striping and Signing Modifications: School zones and school crosswalks, once determined, should be signed in accordance with MUTCD and the City of Chubbuck or BTPO standards. 20. Funding of Highway Improvements to Accommodate Development: Funding for the intersection improvements will be worked out between the City of Chubbuck and the developer in the development agreement. 21. Proposed Highway Projects in the Vicinity: Per BTPO’s website, no proposed highway projects are listed at this time. 22. Any Other Issues: None. Traffic Impact Study Gen Prep Charter School - Chubbuck, Idaho August 2018 A APPENDIX TRAFFIC COUNTS SYNCHRO REPORTS TURN LANE WARRANT WORKSHEETS QUEUING ANALYSIS File Name : Hawthorne Rd @ East Mall Access Site Code : 00000000 Start Date : 7/19/2018 Page No : 1 Study: THOM0169 Intersection: Hawthorne Rd / Mall East City, State: Chubbuck, IDaho Control: Stop Sign Groups Printed- General Traffic Hawthorne Road From North Mall East Access From East Hawthorne Road From South Private Drive From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 07:00 AM 0 27 1 0 28 1 0 0 1 2 8 38 0 0 46 0 0 0 0 0 76 07:15 AM 0 48 1 0 49 1 0 1 0 2 6 29 0 0 35 0 0 0 0 0 86 07:30 AM 0 59 2 0 61 1 0 4 1 6 6 55 0 0 61 0 0 0 0 0 128 07:45 AM 0 92 2 0 94 2 0 3 0 5 11 68 0 0 79 0 0 0 0 0 178 Total 0 226 6 0 232 5 0 8 2 15 31 190 0 0 221 0 0 0 0 0 468 08:00 AM 0 58 2 0 60 4 0 0 0 4 5 63 0 0 68 0 0 0 0 0 132 08:15 AM 0 54 5 0 59 3 0 4 0 7 7 64 0 0 71 0 0 0 0 0 137 08:30 AM 0 41 2 0 43 3 0 4 1 8 4 53 0 0 57 0 0 0 0 0 108 08:45 AM 0 60 7 0 67 1 0 2 0 3 8 62 0 0 70 0 0 0 0 0 140 Total 0 213 16 0 229 11 0 10 1 22 24 242 0 0 266 0 0 0 0 0 517 --------- 02:00 PM 0 77 5 0 82 3 0 6 0 9 16 74 0 0 90 0 0 0 0 0 181 02:15 PM 0 80 3 0 83 7 0 8 0 15 10 81 0 0 91 0 0 0 0 0 189 02:30 PM 0 71 4 0 75 6 0 13 0 19 12 64 0 0 76 0 0 0 0 0 170 02:45 PM 0 70 7 0 77 4 0 8 0 12 10 83 0 0 93 0 0 0 0 0 182 Total 0 298 19 0 317 20 0 35 0 55 48 302 0 0 350 0 0 0 0 0 722 03:00 PM 0 83 7 0 90 8 0 7 0 15 9 88 0 0 97 0 0 0 0 0 202 03:15 PM 0 71 5 0 76 6 0 10 0 16 7 82 0 0 89 0 0 0 0 0 181 03:30 PM 0 96 6 0 102 10 0 17 0 27 9 77 0 0 86 0 0 0 0 0 215 03:45 PM 0 78 4 0 82 2 0 4 0 6 9 92 0 0 101 0 0 0 0 0 189 Total 0 328 22 0 350 26 0 38 0 64 34 339 0 0 373 0 0 0 0 0 787 04:00 PM 0 102 6 0 108 10 0 6 0 16 9 99 0 0 108 0 0 0 0 0 232 04:15 PM 0 88 5 0 93 3 0 5 0 8 13 83 0 0 96 0 0 0 0 0 197 04:30 PM 0 79 2 0 81 8 0 8 1 17 10 91 0 0 101 0 0 0 0 0 199 04:45 PM 0 99 9 0 108 7 0 9 0 16 8 91 0 0 99 0 0 0 0 0 223 Total 0 368 22 0 390 28 0 28 1 57 40 364 0 0 404 0 0 0 0 0 851 05:00 PM 0 100 3 0 103 9 0 14 0 23 8 115 0 0 123 0 0 0 0 0 249 05:15 PM 0 108 5 0 113 10 0 11 0 21 9 120 0 0 129 0 0 0 0 0 263 05:30 PM 0 127 9 0 136 6 0 9 0 15 10 91 0 0 101 0 0 0 0 0 252 05:45 PM 0 104 5 0 109 5 0 11 0 16 7 106 0 0 113 0 0 0 0 0 238 Total 0 439 22 0 461 30 0 45 0 75 34 432 0 0 466 0 0 0 0 0 1002 Grand Total 0 1872 107 0 1979 120 0 164 4 288 211 1869 0 0 2080 0 0 0 0 0 4347 Apprch %0 94.6 5.4 0 41.7 0 56.9 1.4 10.1 89.9 0 0 0 0 0 0 Total %0 43.1 2.5 0 45.5 2.8 0 3.8 0.1 6.6 4.9 43 0 0 47.8 0 0 0 0 0 L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 431-2993 File Name : Hawthorne Rd @ East Mall Access Site Code : 00000000 Start Date : 7/19/2018 Page No : 2 Study: THOM0169 Intersection: Hawthorne Rd / Mall East City, State: Chubbuck, IDaho Control: Stop Sign Hawthorne Road Private Drive Mall East Access Hawthorne Road Right 0 Thru 1872 Left 107 Peds 0 InOut Total 1989 1979 3968 Right120 Thru0 Left164 Peds4 OutTotalIn318 288 606 Left 0 Thru 1869 Right 211 Peds 0 Out TotalIn 2036 2080 4116 Left0 Thru0 Right0 Peds0 TotalOutIn0 0 0 7/19/2018 07:00 AM 7/19/2018 05:45 PM General Traffic North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 431-2993 File Name : Hawthorne Rd @ East Mall Access Site Code : 00000000 Start Date : 7/19/2018 Page No : 3 Study: THOM0169 Intersection: Hawthorne Rd / Mall East City, State: Chubbuck, IDaho Control: Stop Sign Hawthorne Road From North Mall East Access From East Hawthorne Road From South Private Drive From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 0 59 2 0 61 1 0 4 1 6 6 55 0 0 61 0 0 0 0 0 128 07:45 AM 0 92 2 0 94 2 0 3 0 5 11 68 0 0 79 0 0 0 0 0 178 08:00 AM 0 58 2 0 60 4 0 0 0 4 5 63 0 0 68 0 0 0 0 0 132 08:15 AM 0 54 5 0 59 3 0 4 0 7 7 64 0 0 71 0 0 0 0 0 137 Total Volume 0 263 11 0 274 10 0 11 1 22 29 250 0 0 279 0 0 0 0 0 575 % App. Total 0 96 4 0 45.5 0 50 4.5 10.4 89.6 0 0 0 0 0 0 PHF .000 .715 .550 .000 .729 .625 .000 .688 .250 .786 .659 .919 .000 .000 .883 .000 .000 .000 .000 .000 .808 Hawthorne Road Private Drive Mall East Access Hawthorne Road Right 0 Thru 263 Left 11 Peds 0 InOut Total 260 274 534 Right10 Thru0 Left11 Peds1 OutTotalIn40 22 62 Left 0 Thru 250 Right 29 Peds 0 Out TotalIn 274 279 553 Left0 Thru0 Right0 Peds0 TotalOutIn0 0 0 Peak Hour Begins at 07:30 AM General Traffic Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 431-2993 File Name : Hawthorne Rd @ East Mall Access Site Code : 00000000 Start Date : 7/19/2018 Page No : 4 Study: THOM0169 Intersection: Hawthorne Rd / Mall East City, State: Chubbuck, IDaho Control: Stop Sign Hawthorne Road From North Mall East Access From East Hawthorne Road From South Private Drive From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:30 AM 07:45 AM 07:30 AM 07:00 AM +0 mins.0 59 2 0 61 2 0 3 0 5 6 55 0 0 61 0 0 0 0 0 +15 mins.0 92 2 0 94 4 0 0 0 4 11 68 0 0 79 0 0 0 0 0 +30 mins.0 58 2 0 60 3 0 4 0 7 5 63 0 0 68 0 0 0 0 0 +45 mins.0 54 5 0 59 3 0 4 1 8 7 64 0 0 71 0 0 0 0 0 Total Volume 0 263 11 0 274 12 0 11 1 24 29 250 0 0 279 0 0 0 0 0 % App. Total 0 96 4 0 50 0 45.8 4.2 10.4 89.6 0 0 0 0 0 0 PHF .000 .715 .550 .000 .729 .750 .000 .688 .250 .750 .659 .919 .000 .000 .883 .000 .000 .000 .000 .000 Hawthorne Road Private Drive Mall East Access Hawthorne Road Right 0 Thru 263 Left 11 Peds 0 In - Peak Hour: 07:30 AM 274 Right12 Thru0 Left11 Peds1 In - Peak Hour: 07:45 AM24 Left 0 Thru 250 Right 29 Peds 0 In - Peak Hour: 07:30 AM 279 Left0 Thru0 Right0 Peds0 In - Peak Hour: 07:00 AM0 General Traffic Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 431-2993 File Name : Hawthorne Rd @ East Mall Access Site Code : 00000000 Start Date : 7/19/2018 Page No : 5 Study: THOM0169 Intersection: Hawthorne Rd / Mall East City, State: Chubbuck, IDaho Control: Stop Sign Hawthorne Road From North Mall East Access From East Hawthorne Road From South Private Drive From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 0 100 3 0 103 9 0 14 0 23 8 115 0 0 123 0 0 0 0 0 249 05:15 PM 0 108 5 0 113 10 0 11 0 21 9 120 0 0 129 0 0 0 0 0 263 05:30 PM 0 127 9 0 136 6 0 9 0 15 10 91 0 0 101 0 0 0 0 0 252 05:45 PM 0 104 5 0 109 5 0 11 0 16 7 106 0 0 113 0 0 0 0 0 238 Total Volume 0 439 22 0 461 30 0 45 0 75 34 432 0 0 466 0 0 0 0 0 1002 % App. Total 0 95.2 4.8 0 40 0 60 0 7.3 92.7 0 0 0 0 0 0 PHF .000 .864 .611 .000 .847 .750 .000 .804 .000 .815 .850 .900 .000 .000 .903 .000 .000 .000 .000 .000 .952 Hawthorne Road Private Drive Mall East Access Hawthorne Road Right 0 Thru 439 Left 22 Peds 0 InOut Total 462 461 923 Right30 Thru0 Left45 Peds0 OutTotalIn56 75 131 Left 0 Thru 432 Right 34 Peds 0 Out TotalIn 484 466 950 Left0 Thru0 Right0 Peds0 TotalOutIn0 0 0 Peak Hour Begins at 05:00 PM General Traffic Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 431-2993 File Name : Hawthorne Rd @ East Mall Access Site Code : 00000000 Start Date : 7/19/2018 Page No : 6 Study: THOM0169 Intersection: Hawthorne Rd / Mall East City, State: Chubbuck, IDaho Control: Stop Sign Hawthorne Road From North Mall East Access From East Hawthorne Road From South Private Drive From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 05:00 PM 04:30 PM 05:00 PM 12:00 PM +0 mins.0 100 3 0 103 8 0 8 1 17 8 115 0 0 123 0 0 0 0 0 +15 mins.0 108 5 0 113 7 0 9 0 16 9 120 0 0 129 0 0 0 0 0 +30 mins.0 127 9 0 136 9 0 14 0 23 10 91 0 0 101 0 0 0 0 0 +45 mins.0 104 5 0 109 10 0 11 0 21 7 106 0 0 113 0 0 0 0 0 Total Volume 0 439 22 0 461 34 0 42 1 77 34 432 0 0 466 0 0 0 0 0 % App. Total 0 95.2 4.8 0 44.2 0 54.5 1.3 7.3 92.7 0 0 0 0 0 0 PHF .000 .864 .611 .000 .847 .850 .000 .750 .250 .837 .850 .900 .000 .000 .903 .000 .000 .000 .000 .000 Hawthorne Road Private Drive Mall East Access Hawthorne Road Right 0 Thru 439 Left 22 Peds 0 In - Peak Hour: 05:00 PM 461 Right34 Thru0 Left42 Peds1 In - Peak Hour: 04:30 PM77 Left 0 Thru 432 Right 34 Peds 0 In - Peak Hour: 05:00 PM 466 Left0 Thru0 Right0 Peds0 In - Peak Hour: 12:00 PM0 General Traffic Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 431-2993 File Name : Hawthorne Rd @ East Mall Access Site Code : 00000000 Start Date : 7/19/2018 Page No : 7 Study: THOM0169 Intersection: Hawthorne Rd / Mall East City, State: Chubbuck, IDaho Control: Stop Sign Image 1 L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 431-2993 File Name : Quinn Rd @ the South Mall Access Site Code : 00000000 Start Date : 7/19/2018 Page No : 1 Study: THOM0169 Intersection: Quinn Rd / South Mall Acc City, State: Chubbuck, IDaho Control: Stop Sign Groups Printed- General Traffic Mall South Access From North Quinn Road From East Teal Avenue From South Quinn Road From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 07:00 AM 1 0 3 0 4 1 13 1 1 16 4 0 1 0 5 0 24 0 0 24 49 07:15 AM 1 0 0 0 1 2 14 1 0 17 3 1 1 0 5 0 40 0 0 40 63 07:30 AM 1 0 1 0 2 5 21 2 0 28 6 1 3 0 10 2 53 2 0 57 97 07:45 AM 2 1 9 0 12 10 34 0 0 44 0 1 1 0 2 0 104 4 0 108 166 Total 5 1 13 0 19 18 82 4 1 105 13 3 6 0 22 2 221 6 0 229 375 08:00 AM 2 0 4 0 6 9 34 1 0 44 3 0 0 0 3 0 52 3 0 55 108 08:15 AM 2 0 5 0 7 6 17 0 0 23 1 0 0 0 1 0 50 1 0 51 82 08:30 AM 2 0 5 0 7 8 31 5 0 44 5 1 2 0 8 0 72 3 0 75 134 08:45 AM 0 0 2 0 2 11 35 4 0 50 3 2 0 0 5 0 61 4 0 65 122 Total 6 0 16 0 22 34 117 10 0 161 12 3 2 0 17 0 235 11 0 246 446 --------- 02:00 PM 8 3 31 0 42 25 71 1 0 97 3 2 0 0 5 1 64 5 0 70 214 02:15 PM 8 0 14 0 22 30 71 2 1 104 5 0 1 1 7 0 86 3 1 90 223 02:30 PM 3 1 21 0 25 22 58 2 0 82 4 2 2 0 8 1 72 3 0 76 191 02:45 PM 6 3 18 0 27 40 54 2 0 96 6 2 0 0 8 1 69 4 0 74 205 Total 25 7 84 0 116 117 254 7 1 379 18 6 3 1 28 3 291 15 1 310 833 03:00 PM 9 0 21 2 32 21 64 4 0 89 3 3 1 0 7 4 74 5 0 83 211 03:15 PM 4 2 21 0 27 29 72 2 0 103 2 2 1 0 5 1 82 4 0 87 222 03:30 PM 9 2 25 0 36 13 79 1 0 93 1 1 1 0 3 7 72 4 0 83 215 03:45 PM 8 3 24 0 35 30 77 1 0 108 2 3 2 0 7 3 65 6 0 74 224 Total 30 7 91 2 130 93 292 8 0 393 8 9 5 0 22 15 293 19 0 327 872 04:00 PM 8 1 19 0 28 23 71 2 0 96 1 1 1 0 3 1 64 6 0 71 198 04:15 PM 4 5 19 0 28 22 88 1 0 111 2 0 0 0 2 2 71 4 0 77 218 04:30 PM 4 0 17 0 21 17 76 3 0 96 1 2 1 0 4 0 52 5 0 57 178 04:45 PM 13 2 16 0 31 25 80 1 1 107 4 1 1 0 6 0 57 5 0 62 206 Total 29 8 71 0 108 87 315 7 1 410 8 4 3 0 15 3 244 20 0 267 800 05:00 PM 7 0 25 0 32 22 93 5 0 120 5 0 1 0 6 1 59 3 0 63 221 05:15 PM 5 1 21 0 27 26 94 2 0 122 2 1 1 0 4 1 73 3 0 77 230 05:30 PM 5 2 21 0 28 21 99 3 0 123 2 2 0 0 4 1 74 5 0 80 235 05:45 PM 8 2 20 0 30 24 107 4 1 136 3 2 1 0 6 1 74 9 0 84 256 Total 25 5 87 0 117 93 393 14 1 501 12 5 3 0 20 4 280 20 0 304 942 Grand Total 120 28 362 2 512 442 1453 50 4 1949 71 30 22 1 124 27 1564 91 1 1683 4268 Apprch %23.4 5.5 70.7 0.4 22.7 74.6 2.6 0.2 57.3 24.2 17.7 0.8 1.6 92.9 5.4 0.1 Total %2.8 0.7 8.5 0 12 10.4 34 1.2 0.1 45.7 1.7 0.7 0.5 0 2.9 0.6 36.6 2.1 0 39.4 L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 431-2993 File Name : Quinn Rd @ the South Mall Access Site Code : 00000000 Start Date : 7/19/2018 Page No : 2 Study: THOM0169 Intersection: Quinn Rd / South Mall Acc City, State: Chubbuck, IDaho Control: Stop Sign Mall South Access Quinn Road Quinn Road Teal Avenue Right 120 Thru 28 Left 362 Peds 2 InOut Total 563 512 1075 Right442 Thru1453 Left50 Peds4 OutTotalIn1997 1949 3946 Left 22 Thru 30 Right 71 Peds 1 Out TotalIn 105 124 229 Left91 Thru1564 Right27 Peds1 TotalOutIn1595 1683 3278 7/19/2018 07:00 AM 7/19/2018 05:45 PM General Traffic North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 431-2993 File Name : Quinn Rd @ the South Mall Access Site Code : 00000000 Start Date : 7/19/2018 Page No : 3 Study: THOM0169 Intersection: Quinn Rd / South Mall Acc City, State: Chubbuck, IDaho Control: Stop Sign Mall South Access From North Quinn Road From East Teal Avenue From South Quinn Road From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM 07:45 AM 2 1 9 0 12 10 34 0 0 44 0 1 1 0 2 0 104 4 0 108 166 08:00 AM 2 0 4 0 6 9 34 1 0 44 3 0 0 0 3 0 52 3 0 55 108 08:15 AM 2 0 5 0 7 6 17 0 0 23 1 0 0 0 1 0 50 1 0 51 82 08:30 AM 2 0 5 0 7 8 31 5 0 44 5 1 2 0 8 0 72 3 0 75 134 Total Volume 8 1 23 0 32 33 116 6 0 155 9 2 3 0 14 0 278 11 0 289 490 % App. Total 25 3.1 71.9 0 21.3 74.8 3.9 0 64.3 14.3 21.4 0 0 96.2 3.8 0 PHF 1.00 .250 .639 .000 .667 .825 .853 .300 .000 .881 .450 .500 .375 .000 .438 .000 .668 .688 .000 .669 .738 Mall South Access Quinn Road Quinn Road Teal Avenue Right 8 Thru 1 Left 23 Peds 0 InOut Total 46 32 78 Right33 Thru116 Left6 Peds0 OutTotalIn310 155 465 Left 3 Thru 2 Right 9 Peds 0 Out TotalIn 7 14 21 Left11 Thru278 Right0 Peds0 TotalOutIn127 289 416 Peak Hour Begins at 07:45 AM General Traffic Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 431-2993 File Name : Quinn Rd @ the South Mall Access Site Code : 00000000 Start Date : 7/19/2018 Page No : 4 Study: THOM0169 Intersection: Quinn Rd / South Mall Acc City, State: Chubbuck, IDaho Control: Stop Sign Mall South Access From North Quinn Road From East Teal Avenue From South Quinn Road From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:45 AM 08:00 AM 07:00 AM 07:45 AM +0 mins.2 1 9 0 12 9 34 1 0 44 4 0 1 0 5 0 104 4 0 108 +15 mins.2 0 4 0 6 6 17 0 0 23 3 1 1 0 5 0 52 3 0 55 +30 mins.2 0 5 0 7 8 31 5 0 44 6 1 3 0 10 0 50 1 0 51 +45 mins.2 0 5 0 7 11 35 4 0 50 0 1 1 0 2 0 72 3 0 75 Total Volume 8 1 23 0 32 34 117 10 0 161 13 3 6 0 22 0 278 11 0 289 % App. Total 25 3.1 71.9 0 21.1 72.7 6.2 0 59.1 13.6 27.3 0 0 96.2 3.8 0 PHF 1.000 Mall South Access Quinn Road Quinn Road Teal Avenue Right 8 Thru 1 Left 23 Peds 0 In - Peak Hour: 07:45 AM 32 Right34 Thru117 Left10 Peds0 In - Peak Hour: 08:00 AM161 Left 6 Thru 3 Right 13 Peds 0 In - Peak Hour: 07:00 AM 22 Left11 Thru278 Right0 Peds0 In - Peak Hour: 07:45 AM289 General Traffic Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 431-2993 File Name : Quinn Rd @ the South Mall Access Site Code : 00000000 Start Date : 7/19/2018 Page No : 5 Study: THOM0169 Intersection: Quinn Rd / South Mall Acc City, State: Chubbuck, IDaho Control: Stop Sign Mall South Access From North Quinn Road From East Teal Avenue From South Quinn Road From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 7 0 25 0 32 22 93 5 0 120 5 0 1 0 6 1 59 3 0 63 221 05:15 PM 5 1 21 0 27 26 94 2 0 122 2 1 1 0 4 1 73 3 0 77 230 05:30 PM 5 2 21 0 28 21 99 3 0 123 2 2 0 0 4 1 74 5 0 80 235 05:45 PM 8 2 20 0 30 24 107 4 1 136 3 2 1 0 6 1 74 9 0 84 256 Total Volume 25 5 87 0 117 93 393 14 1 501 12 5 3 0 20 4 280 20 0 304 942 % App. Total 21.4 4.3 74.4 0 18.6 78.4 2.8 0.2 60 25 15 0 1.3 92.1 6.6 0 PHF .781 .625 .870 .000 .914 .894 .918 .700 .250 .921 .600 .625 .750 .000 .833 1.00 .946 .556 .000 .905 .920 Mall South Access Quinn Road Quinn Road Teal Avenue Right 25 Thru 5 Left 87 Peds 0 InOut Total 118 117 235 Right93 Thru393 Left14 Peds1 OutTotalIn379 501 880 Left 3 Thru 5 Right 12 Peds 0 Out TotalIn 23 20 43 Left20 Thru280 Right4 Peds0 TotalOutIn421 304 725 Peak Hour Begins at 05:00 PM General Traffic Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 431-2993 File Name : Quinn Rd @ the South Mall Access Site Code : 00000000 Start Date : 7/19/2018 Page No : 6 Study: THOM0169 Intersection: Quinn Rd / South Mall Acc City, State: Chubbuck, IDaho Control: Stop Sign Mall South Access From North Quinn Road From East Teal Avenue From South Quinn Road From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 03:00 PM 05:00 PM 02:15 PM 02:45 PM +0 mins.9 0 21 2 32 22 93 5 0 120 5 0 1 1 7 1 69 4 0 74 +15 mins.4 2 21 0 27 26 94 2 0 122 4 2 2 0 8 4 74 5 0 83 +30 mins.9 2 25 0 36 21 99 3 0 123 6 2 0 0 8 1 82 4 0 87 +45 mins.8 3 24 0 35 24 107 4 1 136 3 3 1 0 7 7 72 4 0 83 Total Volume 30 7 91 2 130 93 393 14 1 501 18 7 4 1 30 13 297 17 0 327 % App. Total 23.1 5.4 70 1.5 18.6 78.4 2.8 0.2 60 23.3 13.3 3.3 4 90.8 5.2 0 PHF .833 .583 .910 .250 .903 .894 .918 .700 .250 .921 .750 .583 .500 .250 .938 .464 .905 .850 .000 .940 Mall South Access Quinn Road Quinn Road Teal Avenue Right 30 Thru 7 Left 91 Peds 2 In - Peak Hour: 03:00 PM 130 Right93 Thru393 Left14 Peds1 In - Peak Hour: 05:00 PM501 Left 4 Thru 7 Right 18 Peds 1 In - Peak Hour: 02:15 PM 30 Left17 Thru297 Right13 Peds0 In - Peak Hour: 02:45 PM327 General Traffic Peak Hour Data North L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 431-2993 File Name : Quinn Rd @ the South Mall Access Site Code : 00000000 Start Date : 7/19/2018 Page No : 7 Study: THOM0169 Intersection: Quinn Rd / South Mall Acc City, State: Chubbuck, IDaho Control: Stop Sign Image 1 L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 431-2993 Page 1 Study: THOM0169 Type: Volume / Direction Tech: Judd / Anderson Count: Video Volume Circulation Rd - southwest of Mall VOL Date Start: 18-Jul-18 Date End: 18-Jul-18 Circulation Road - SW of Mall Chubbuck, Idaho L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 431-2993 Start 18-Jul-18 Total Time Wed WB EB 12:00 AM 0 3 3 12:15 0 6 6 12:30 0 0 0 12:45 1 0 1 01:00 0 12 12 01:15 0 3 3 01:30 0 1 1 01:45 0 0 0 02:00 0 0 0 02:15 0 1 1 02:30 0 0 0 02:45 0 0 0 03:00 1 0 1 03:15 0 0 0 03:30 0 0 0 03:45 1 0 1 04:00 0 0 0 04:15 7 0 7 04:30 6 2 8 04:45 13 3 16 05:00 18 2 20 05:15 15 0 15 05:30 4 5 9 05:45 3 1 4 06:00 2 1 3 06:15 6 2 8 06:30 15 2 17 06:45 9 2 11 07:00 1 3 4 07:15 4 2 6 07:30 6 1 7 07:45 10 16 26 08:00 10 5 15 08:15 7 7 14 08:30 6 6 12 08:45 7 6 13 09:00 11 6 17 09:15 16 8 24 09:30 10 13 23 09:45 16 20 36 10:00 8 18 26 10:15 17 11 28 10:30 16 18 34 10:45 18 17 35 11:00 13 19 32 11:15 25 21 46 11:30 22 9 31 11:45 15 17 32 Total 339 269 608 Percent 55.8%44.2% Peak -10:45 10:30 ------10:30 Vol.-78 75 ------147 P.H.F. 0.780 0.893 0.799 Page 2 Study: THOM0169 Type: Volume / Direction Tech: Judd / Anderson Count: Video Volume Circulation Rd - southwest of Mall VOL Date Start: 18-Jul-18 Date End: 18-Jul-18 Circulation Road - SW of Mall Chubbuck, Idaho L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 431-2993 Start 18-Jul-18 Total Time Wed WB EB 12:00 PM 15 17 32 12:15 13 19 32 12:30 17 12 29 12:45 16 19 35 01:00 16 11 27 01:15 14 17 31 01:30 17 20 37 01:45 21 17 38 02:00 19 29 48 02:15 21 18 39 02:30 12 16 28 02:45 30 11 41 03:00 21 13 34 03:15 24 17 41 03:30 15 24 39 03:45 13 19 32 04:00 19 20 39 04:15 11 23 34 04:30 19 16 35 04:45 21 14 35 05:00 15 18 33 05:15 24 22 46 05:30 20 32 52 05:45 21 15 36 06:00 9 20 29 06:15 13 31 44 06:30 17 35 52 06:45 11 31 42 07:00 18 19 37 07:15 6 6 12 07:30 12 6 18 07:45 8 12 20 08:00 18 24 42 08:15 6 10 16 08:30 10 17 27 08:45 13 10 23 09:00 9 13 22 09:15 5 7 12 09:30 4 7 11 09:45 3 7 10 10:00 5 9 14 10:15 2 5 7 10:30 2 1 3 10:45 2 1 3 11:00 1 4 5 11:15 1 2 3 11:30 2 4 6 11:45 3 1 4 Total 614 721 1335 Percent 46.0%54.0% Peak -14:45 18:00 ------18:15 Vol.-90 117 ------175 P.H.F. 0.750 0.836 0.841 Grand Total 953 990 1943 Percent 49.0%51.0% HCM 2010 TWSC 2018 Existing 1: Hawthorne Road & Kenn Road AM Peak Hour Chubbuck Charter School, Chubbuck, Idaho Synchro 10 Report Traffic Impact Study, August 2018 Thompson Engineers Intersection Int Delay, s/veh 0.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 11 10 250 29 11 263 Future Vol, veh/h 11 10 250 29 11 263 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 - - - 100 - Veh in Median Storage, # 2 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 81 81 81 81 81 81 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 14 12 309 36 14 325 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 680 173 0 0 345 0 Stage 1 327 - - - - - Stage 2 353 - - - - - Critical Hdwy 6.63 6.93 - - 4.13 - Critical Hdwy Stg 1 5.83 - - - - - Critical Hdwy Stg 2 5.43 - - - - - Follow-up Hdwy 3.519 3.319 - - 2.219 - Pot Cap-1 Maneuver 400 841 - - 1212 - Stage 1 704 - - - - - Stage 2 710 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 395 841 - - 1212 - Mov Cap-2 Maneuver 565 - - - - - Stage 1 696 - - - - - Stage 2 710 - - - - - Approach WB NB SB HCM Control Delay, s 10.6 0 0.3 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 670 1212 - HCM Lane V/C Ratio - - 0.039 0.011 - HCM Control Delay (s) - - 10.6 8 - HCM Lane LOS - - B A - HCM 95th %tile Q(veh) - - 0.1 0 - HCM 2010 TWSC 2018 Existing 2: Teal Avenue/Circulation Road & Quinn Road AM Peak Hour Chubbuck Charter School, Chubbuck, Idaho Synchro 10 Report Traffic Impact Study, August 2018 Thompson Engineers 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 11 278 0 6 116 33 3 2 9 23 1 8 Future Vol, veh/h 11 278 0 6 116 33 3 2 9 23 1 8 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 74 74 74 74 74 74 74 74 74 74 74 74 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 15 376 0 8 157 45 4 3 12 31 1 11 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 202 0 0 376 0 0 608 624 376 610 602 180 Stage 1 - - - - - - 406 406 - 196 196 - Stage 2 - - - - - - 202 218 - 414 406 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1370 - - 1182 - - 408 402 670 407 414 863 Stage 1 - - - - - - 622 598 - 806 739 - Stage 2 - - - - - - 800 723 - 616 598 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1370 - - 1182 - - 395 393 670 391 405 863 Mov Cap-2 Maneuver - - - - - - 395 393 - 391 405 - Stage 1 - - - - - - 613 590 - 795 733 - Stage 2 - - - - - - 782 717 - 594 590 - Approach EB WB NB SB HCM Control Delay, s 0.3 0.3 12 13.8 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 536 1370 - - 1182 - - 453 HCM Lane V/C Ratio 0.035 0.011 - - 0.007 - - 0.095 HCM Control Delay (s) 12 7.7 0 - 8.1 0 - 13.8 HCM Lane LOS B A A - A A - B HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0.3 HCM 2010 TWSC 2018 Existing 1: Hawthorne Road & Kenn Road PM Peak Hour Chubbuck Charter School, Chubbuck, Idaho Synchro 10 Report Traffic Impact Study, August 2018 Thompson Engineers Intersection Int Delay, s/veh 1.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 45 30 432 34 22 439 Future Vol, veh/h 45 30 432 34 22 439 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 - - - 100 - Veh in Median Storage, # 2 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 47 32 455 36 23 462 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 981 246 0 0 491 0 Stage 1 473 - - - - - Stage 2 508 - - - - - Critical Hdwy 6.63 6.93 - - 4.13 - Critical Hdwy Stg 1 5.83 - - - - - Critical Hdwy Stg 2 5.43 - - - - - Follow-up Hdwy 3.519 3.319 - - 2.219 - Pot Cap-1 Maneuver 261 755 - - 1070 - Stage 1 594 - - - - - Stage 2 603 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 256 755 - - 1070 - Mov Cap-2 Maneuver 449 - - - - - Stage 1 582 - - - - - Stage 2 603 - - - - - Approach WB NB SB HCM Control Delay, s 12.9 0 0.4 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 536 1070 - HCM Lane V/C Ratio - - 0.147 0.022 - HCM Control Delay (s) - - 12.9 8.4 - HCM Lane LOS - - B A - HCM 95th %tile Q(veh) - - 0.5 0.1 - HCM 2010 TWSC 2018 Existing 2: Teal Avenue/Circulation Road & Quinn Road PM Peak Hour Chubbuck Charter School, Chubbuck, Idaho Synchro 10 Report Traffic Impact Study, August 2018 Thompson Engineers Intersection Int Delay, s/veh 3.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 20 280 4 14 393 93 3 5 12 87 5 25 Future Vol, veh/h 20 280 4 14 393 93 3 5 12 87 5 25 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 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 22 304 4 15 427 101 3 5 13 95 5 27 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 528 0 0 308 0 0 874 908 306 867 860 478 Stage 1 - - - - - - 350 350 - 508 508 - Stage 2 - - - - - - 524 558 - 359 352 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1039 - - 1253 - - 270 275 734 273 294 587 Stage 1 - - - - - - 666 633 - 547 539 - Stage 2 - - - - - - 537 512 - 659 632 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1039 - - 1253 - - 245 263 734 255 281 587 Mov Cap-2 Maneuver - - - - - - 245 263 - 255 281 - Stage 1 - - - - - - 649 617 - 533 530 - Stage 2 - - - - - - 498 503 - 625 616 - Approach EB WB NB SB HCM Control Delay, s 0.6 0.2 14 26.6 HCM LOS B D Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 420 1039 - - 1253 - - 291 HCM Lane V/C Ratio 0.052 0.021 - - 0.012 - - 0.437 HCM Control Delay (s) 14 8.5 0 - 7.9 0 - 26.6 HCM Lane LOS B A A - A A - D HCM 95th %tile Q(veh) 0.2 0.1 - - 0 - - 2.1 HCM 2010 TWSC 2020 Background 1: Hawthorne Road & Kenn Road AM Peak Hour Chubbuck Charter School, Chubbuck, Idaho Synchro 10 Report Traffic Impact Study, August 2018 Thompson Engineers Intersection Int Delay, s/veh 0.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 11 10 260 30 11 274 Future Vol, veh/h 11 10 260 30 11 274 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 - - - 100 - Veh in Median Storage, # 2 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 12 11 289 33 12 304 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 634 161 0 0 322 0 Stage 1 306 - - - - - Stage 2 328 - - - - - Critical Hdwy 6.63 6.93 - - 4.13 - Critical Hdwy Stg 1 5.83 - - - - - Critical Hdwy Stg 2 5.43 - - - - - Follow-up Hdwy 3.519 3.319 - - 2.219 - Pot Cap-1 Maneuver 427 856 - - 1236 - Stage 1 721 - - - - - Stage 2 729 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 423 856 - - 1236 - Mov Cap-2 Maneuver 586 - - - - - Stage 1 714 - - - - - Stage 2 729 - - - - - Approach WB NB SB HCM Control Delay, s 10.4 0 0.3 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 690 1236 - HCM Lane V/C Ratio - - 0.034 0.01 - HCM Control Delay (s) - - 10.4 7.9 - HCM Lane LOS - - B A - HCM 95th %tile Q(veh) - - 0.1 0 - HCM 2010 TWSC 2020 Background 2: Teal Avenue/Circulation Road & Quinn Road AM Peak Hour Chubbuck Charter School, Chubbuck, Idaho Synchro 10 Report Traffic Impact Study, August 2018 Thompson Engineers Intersection Int Delay, s/veh 1.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 11 289 0 6 121 34 3 2 9 24 1 8 Future Vol, veh/h 11 289 0 6 121 34 3 2 9 24 1 8 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 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 12 321 0 7 134 38 3 2 10 27 1 9 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 172 0 0 321 0 0 517 531 321 499 493 134 Stage 1 - - - - - - 345 345 - 148 148 - Stage 2 - - - - - - 172 186 - 351 345 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1405 - - 1239 - - 469 454 720 482 477 915 Stage 1 - - - - - - 671 636 - 855 775 - Stage 2 - - - - - - 830 746 - 666 636 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1405 - - 1239 - - 458 447 720 468 469 915 Mov Cap-2 Maneuver - - - - - - 458 447 - 468 469 - Stage 1 - - - - - - 664 630 - 846 770 - Stage 2 - - - - - - 816 742 - 648 630 - Approach EB WB NB SB HCM Control Delay, s 0.3 0.3 11.2 12.3 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 595 1405 - - 1239 - - 531 HCM Lane V/C Ratio 0.026 0.009 - - 0.005 - - 0.069 HCM Control Delay (s) 11.2 7.6 0 - 7.9 0 - 12.3 HCM Lane LOS B A A - A A - B HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0.2 HCM 2010 TWSC 2020 Background 1: Hawthorne Road & Kenn Road PM Peak Hour Chubbuck Charter School, Chubbuck, Idaho Synchro 10 Report Traffic Impact Study, August 2018 Thompson Engineers Intersection Int Delay, s/veh 1.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 47 31 449 35 23 457 Future Vol, veh/h 47 31 449 35 23 457 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 - - - 100 - Veh in Median Storage, # 2 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 49 33 473 37 24 481 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1021 255 0 0 510 0 Stage 1 492 - - - - - Stage 2 529 - - - - - Critical Hdwy 6.63 6.93 - - 4.13 - Critical Hdwy Stg 1 5.83 - - - - - Critical Hdwy Stg 2 5.43 - - - - - Follow-up Hdwy 3.519 3.319 - - 2.219 - Pot Cap-1 Maneuver 247 745 - - 1053 - Stage 1 581 - - - - - Stage 2 590 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 241 745 - - 1053 - Mov Cap-2 Maneuver 435 - - - - - Stage 1 568 - - - - - Stage 2 590 - - - - - Approach WB NB SB HCM Control Delay, s 13.2 0 0.4 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 521 1053 - HCM Lane V/C Ratio - - 0.158 0.023 - HCM Control Delay (s) - - 13.2 8.5 - HCM Lane LOS - - B A - HCM 95th %tile Q(veh) - - 0.6 0.1 - HCM 2010 TWSC 2020 Background 2: Teal Avenue/Circulation Road & Quinn Road PM Peak Hour Chubbuck Charter School, Chubbuck, Idaho Synchro 10 Report Traffic Impact Study, August 2018 Thompson Engineers Intersection Int Delay, s/veh 3.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 21 291 4 15 409 97 3 5 12 91 5 26 Future Vol, veh/h 21 291 4 15 409 97 3 5 12 91 5 26 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 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 23 316 4 16 445 105 3 5 13 99 5 28 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 550 0 0 320 0 0 910 946 318 850 843 445 Stage 1 - - - - - - 364 364 - 477 477 - Stage 2 - - - - - - 546 582 - 373 366 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1020 - - 1240 - - 255 262 723 280 300 613 Stage 1 - - - - - - 655 624 - 569 556 - Stage 2 - - - - - - 522 499 - 648 623 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1020 - - 1240 - - 232 250 723 261 287 613 Mov Cap-2 Maneuver - - - - - - 232 250 - 261 287 - Stage 1 - - - - - - 637 607 - 554 545 - Stage 2 - - - - - - 484 490 - 614 606 - Approach EB WB NB SB HCM Control Delay, s 0.6 0.2 14.4 26.3 HCM LOS B D Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 404 1020 - - 1240 - - 299 HCM Lane V/C Ratio 0.054 0.022 - - 0.013 - - 0.444 HCM Control Delay (s) 14.4 8.6 0 - 7.9 0 - 26.3 HCM Lane LOS B A A - A A - D HCM 95th %tile Q(veh) 0.2 0.1 - - 0 - - 2.2 HCM 2010 TWSC 2020 Total 1: Hawthorne Road & Kenn Road AM Peak Hour Chubbuck Charter School, Chubbuck, Idaho Synchro 10 Report Traffic Impact Study, August 2018 Thompson Engineers Intersection Int Delay, s/veh 1.8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 27 67 260 54 35 274 Future Vol, veh/h 27 67 260 54 35 274 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 - - - 100 - Veh in Median Storage, # 2 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 30 74 289 60 39 304 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 701 175 0 0 349 0 Stage 1 319 - - - - - Stage 2 382 - - - - - Critical Hdwy 6.63 6.93 - - 4.13 - Critical Hdwy Stg 1 5.83 - - - - - Critical Hdwy Stg 2 5.43 - - - - - Follow-up Hdwy 3.519 3.319 - - 2.219 - Pot Cap-1 Maneuver 389 839 - - 1208 - Stage 1 710 - - - - - Stage 2 689 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 377 839 - - 1208 - Mov Cap-2 Maneuver 541 - - - - - Stage 1 687 - - - - - Stage 2 689 - - - - - Approach WB NB SB HCM Control Delay, s 10.8 0 0.9 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 724 1208 - HCM Lane V/C Ratio - - 0.144 0.032 - HCM Control Delay (s) - - 10.8 8.1 - HCM Lane LOS - - B A - HCM 95th %tile Q(veh) - - 0.5 0.1 - HCM 2010 TWSC 2020 Total 2: Teal Avenue/Circulation Road & Quinn Road AM Peak Hour Chubbuck Charter School, Chubbuck, Idaho Synchro 10 Report Traffic Impact Study, August 2018 Thompson Engineers Intersection Int Delay, s/veh 4.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 35 289 0 6 121 193 3 15 9 124 9 24 Future Vol, veh/h 35 289 0 6 121 193 3 15 9 124 9 24 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 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 39 321 0 7 134 214 3 17 10 138 10 27 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 348 0 0 321 0 0 673 761 321 561 547 134 Stage 1 - - - - - - 399 399 - 148 148 - Stage 2 - - - - - - 274 362 - 413 399 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1211 - - 1239 - - 369 335 720 438 445 915 Stage 1 - - - - - - 627 602 - 855 775 - Stage 2 - - - - - - 732 625 - 616 602 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1211 - - 1239 - - 339 320 720 400 425 915 Mov Cap-2 Maneuver - - - - - - 339 320 - 400 425 - Stage 1 - - - - - - 603 579 - 822 770 - Stage 2 - - - - - - 697 621 - 567 579 - Approach EB WB NB SB HCM Control Delay, s 0.9 0.1 14.8 18.5 HCM LOS B C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 396 1211 - - 1239 - - 439 HCM Lane V/C Ratio 0.076 0.032 - - 0.005 - - 0.397 HCM Control Delay (s) 14.8 8.1 0 - 7.9 0 - 18.5 HCM Lane LOS B A A - A A - C HCM 95th %tile Q(veh) 0.2 0.1 - - 0 - - 1.9 HCM 2010 TWSC 2020 Total 1: Hawthorne Road & Kenn Road AM Peak Hour Chubbuck Charter School, Chubbuck, Idaho Synchro 10 Report Traffic Impact Study, August 2018 Thompson Engineers Intersection Int Delay, s/veh 1.8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 27 67 260 54 35 274 Future Vol, veh/h 27 67 260 54 35 274 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 - - - 100 - Veh in Median Storage, # 2 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 30 74 289 60 39 304 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 701 175 0 0 349 0 Stage 1 319 - - - - - Stage 2 382 - - - - - Critical Hdwy 6.63 6.93 - - 4.13 - Critical Hdwy Stg 1 5.83 - - - - - Critical Hdwy Stg 2 5.43 - - - - - Follow-up Hdwy 3.519 3.319 - - 2.219 - Pot Cap-1 Maneuver 389 839 - - 1208 - Stage 1 710 - - - - - Stage 2 689 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 377 839 - - 1208 - Mov Cap-2 Maneuver 541 - - - - - Stage 1 687 - - - - - Stage 2 689 - - - - - Approach WB NB SB HCM Control Delay, s 10.8 0 0.9 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 724 1208 - HCM Lane V/C Ratio - - 0.144 0.032 - HCM Control Delay (s) - - 10.8 8.1 - HCM Lane LOS - - B A - HCM 95th %tile Q(veh) - - 0.5 0.1 - HCM 2010 TWSC 2020 Total 2: Teal Avenue/Circulation Road & Quinn Road AM Peak Hour Chubbuck Charter School, Chubbuck, Idaho Synchro 10 Report Traffic Impact Study, August 2018 Thompson Engineers Intersection Int Delay, s/veh 4.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 35 289 0 6 121 193 3 15 9 124 9 24 Future Vol, veh/h 35 289 0 6 121 193 3 15 9 124 9 24 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 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 39 321 0 7 134 214 3 17 10 138 10 27 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 348 0 0 321 0 0 673 761 321 561 547 134 Stage 1 - - - - - - 399 399 - 148 148 - Stage 2 - - - - - - 274 362 - 413 399 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1211 - - 1239 - - 369 335 720 438 445 915 Stage 1 - - - - - - 627 602 - 855 775 - Stage 2 - - - - - - 732 625 - 616 602 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1211 - - 1239 - - 339 320 720 400 425 915 Mov Cap-2 Maneuver - - - - - - 339 320 - 400 425 - Stage 1 - - - - - - 603 579 - 822 770 - Stage 2 - - - - - - 697 621 - 567 579 - Approach EB WB NB SB HCM Control Delay, s 0.9 0.1 14.8 18.5 HCM LOS B C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 396 1211 - - 1239 - - 439 HCM Lane V/C Ratio 0.076 0.032 - - 0.005 - - 0.397 HCM Control Delay (s) 14.8 8.1 0 - 7.9 0 - 18.5 HCM Lane LOS B A A - A A - C HCM 95th %tile Q(veh) 0.2 0.1 - - 0 - - 1.9 Figure 2 - 5. Guideline for determining the need for a major-road left-turn bay at a two-way stop-controlled intersection. 2-lane roadway (English) INPUT Value 25 8% 320 544 OUTPUT Value 415 CALIBRATION CONSTANTS Value 3.0 5.0 1.9 Critical headway, s: Average time for left-turn vehicle to clear the advancing lane, s: Limiting advancing volume (VA), veh/h: Guidance for determining the need for a major-road left-turn bay: Left-turn treatment NOT warranted. Average time for making left-turn, s: Advancing volume (VA), veh/h: Opposing volume (VO), veh/h: Variable Variable Variable 85th percentile speed, mph: Percent of left-turns in advancing volume (VA), %: 0 100 200 300 400 500 600 700 800 0 100 200 300 400 500 600 700Opposing Volume (VO), veh/hAdvancing Volume (VA), veh/h Left-turn treatment warranted. Left-turn treatment not warranted. Figure 2 - 6. Guideline for determining the need for a major-road right-turn bay at a two-way stop-controlled intersection. INPUT Value 35 488 39 OUTPUT Value 486 right-turn bay for a 4-lane roadway: Do NOT add right-turn bay. Roadway geometry: Variable Variable Guidance for determining the need for a major-road Major-road speed, mph: Major-road volume (one direction), veh/h: Right-turn volume, veh/h: Limiting right-turn volume, veh/h: 0 20 40 60 80 100 120 140 200 400 600 800 1000 1200 1400 1600Right-Turn Volume, veh/hMajor-Road Volume (one direction), veh/h Add right -turn bay 4-lane roadway Deterministic Queue Analysis Project: Number:18-47 181 E 50th St Date:Garden City, ID 83714 By:BCA (208)484-4410 Arrival Rate λ=8 480 vph Service Rate μ=1.5 0.67 min/veh Traffic Intensity p =5.333333 Service Bays N=7 N!=5040 0 1 2 3 4 5 6 p n/nc!1 5.333333 14.2 25.3 33.7 36.0 32.0 ∑n=0 N-1 115.5 ρn 122741.4 N!(1-p/N)1200 102.3 217.8 P0 0.0 Pop N+1 0.09 1/(p /N)2 0.056689 17.64 Q 1.5 25 37.57087 Thursday, August 9, 2018 Chubbuck Charter School