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HomeMy WebLinkAboutTeton River Temple TIS_CONFIDENTIAL_111622 (1) Teton River Temple  Traffic Impact Study  Prepared for:   The Church of Jesus Christ of Latter‐day Saints  November 2022 UT22-2387 Table of Contents  Executive Summary ....................................................................................................................... 1  Introduction ................................................................................................................................... 3  Scope ................................................................................................................................................................................................ 3  Analysis Methodology ............................................................................................................................................................... 5  Existing 2022 Background Conditions ........................................................................................ 6  Purpose ............................................................................................................................................................................................ 6  Crash Analysis ................................................................................................................................................................................ 6  Traffic Volumes ............................................................................................................................................................................. 7  Level of Service and Queuing Analysis ................................................................................................................................ 9  Turn Lane Analysis .....................................................................................................................................................................11  Recommended Mitigations ....................................................................................................................................................11  Project Conditions ....................................................................................................................... 13  Purpose ..........................................................................................................................................................................................13  Project Description ....................................................................................................................................................................13  Trip Generation ...........................................................................................................................................................................13  Trip Distribution and Assignment .......................................................................................................................................14  Existing 2022 plus Project Conditions....................................................................................... 16  Purpose ..........................................................................................................................................................................................16  Traffic Volumes ...........................................................................................................................................................................16  Level of Service and Queuing Analysis ..............................................................................................................................16  Turn Lane Analysis .....................................................................................................................................................................20  Recommended Mitigations ....................................................................................................................................................20  Future 2027 Background Conditions ........................................................................................ 22  Purpose ..........................................................................................................................................................................................22  Traffic Volumes ...........................................................................................................................................................................22  Level of Service and Queueing Analysis ...........................................................................................................................24  Turn Lane Analysis .....................................................................................................................................................................26  Recommended Mitigations ....................................................................................................................................................26  Future 2027 plus Project Conditions ......................................................................................... 28  Purpose ..........................................................................................................................................................................................28  Traffic Volumes ...........................................................................................................................................................................28  Level of Service and Queueing Analysis ...........................................................................................................................28  Turn Lane Analysis .....................................................................................................................................................................32  Recommended Mitigations ....................................................................................................................................................32  Conclusion .................................................................................................................................... 34  Appendices  Appendix A – Traffic Counts  Appendix B – Detailed Synchro LOS Reports  Appendix C – Detailed Synchro Queueing Reports  Appendix D – Preliminary Signal Warrant Analysis  List of Figures  Figure 1: Project Location .................................................................................................................................................................. 4  Figure 2: Existing Conditions ........................................................................................................................................................... 8  Figure 3: Project Trips ...................................................................................................................................................................... 15  Figure 4: Existing Plus Project Conditions................................................................................................................................ 17  Figure 5: 2027 Background Conditions .................................................................................................................................... 23  Figure 6: 2027 Plus Project Conditions ..................................................................................................................................... 29  List of Tables  Table 1: AM and PM Peak Hour Level of Service Summary ................................................................................................ 2  Table 2: Level of Service Descriptions .......................................................................................................................................... 5  Table 3: Collision Data Summary by Year, January 1, 2019, to December 31, 2021 .................................................. 6  Table 4: Collision Data Summary by Type, January 1, 2019, to December 31, 2021 ................................................. 7  Table 5: Existing 2022 Background Conditions Level of Service........................................................................................ 9  Table 6: Existing 2022 Background Conditions Queueing ................................................................................................ 10  Table 7: Existing 2022 Background Conditions Turn Lane Analysis .............................................................................. 11  Table 8: Existing 2022 Background Mitigated Conditions Level of Service................................................................ 12  Table 9: Teton River Temple Site Trip Generation ................................................................................................................ 14  Table 10: 2022 Plus Project Conditions Level of Service .................................................................................................... 18  Table 11: 2022 Plus Project Conditions Queueing ............................................................................................................... 19  Table 12: 2022 Plus Project Conditions Turn Lane Analysis ............................................................................................. 20  Table 13: 2022 Plus Project Mitigated Conditions Level of Service ............................................................................... 21  Table 14: Future 2027 Background Conditions Peak Hour Level of Service .............................................................. 24  Table 15: Future 2027 Background Conditions Queueing ................................................................................................ 25  Table 16: Future 2027 Background Conditions Turn Lane Analysis .............................................................................. 26  Table 17: Future 2027 Background Conditions Peak Hour Level of Service .............................................................. 27  Table 18: Future 2027 Plus Project Conditions Peak Hour Level of Service ............................................................... 30  Table 19: Future 2027 Plus Project Conditions Queueing ................................................................................................. 31  Table 20: Future 2027 Plus Project Conditions Turn Lane Analysis ............................................................................... 32  Table 21: Future 2027 Plus Project Mitigated Conditions Peak Hour Level of Service .......................................... 33  Teton River Temple Traffic Impact Study November 2022 1 Executive Summary  This study provides a summary of the potential transportation-related impacts from the proposed temple located at approximately 2500 North and 2nd East in Rexburg, ID. This study analyzes the traffic operations and impacts for background and plus project conditions for the years 2022 and 2027 at the following key intersections: 1) 2nd East & US-20 WB – Westbound Stop 2) 2nd East & US-20 EB – Eastbound Stop 3) 2nd East & Moody Road – Signal 4) 2nd East & Stationery Pl – Signal 5) 2nd East & SH-33 – Signal 6) SH-33 & Moody Road – Eastbound / Westbound Stop 101) 2nd East & East Access – Eastbound Stop 102) Moody Road & Southeast Access – Southbound Stop 103) Moody Road & Southwest Access – Southbound Stop The plus project analysis includes project trips generated from the proposed development. The proposed project includes two site accesses on Moody Road and one site access on 2nd East. Table 1 shows the analysis results for all scenarios. Detailed descriptions of the intersection operations can be found in the subsequent chapters. The findings of this study indicate the following:  Both study intersections at the US-20 & 2nd East interchange operate at unacceptable levels of delay in the existing 2022 background conditions. This can be mitigated by signalizing both sides. All other intersections operate at acceptable levels of delay in existing 2022 background conditions. o Implementing the signals at the interchange improves the intersections in the 2027 background conditions to acceptable levels of delay as well  The proposed access on 2nd East operates at deficient levels of delay in existing plus project and 2027 plus project conditions due to the long wait times for existing eastbound left turning vehicles. This can be mitigated by adding a center two-way left turning lane on 2nd East to allow for two- stage left turns out of the east access. All other intersections operate at acceptable levels of delay with the mitigations recommended in the existing conditions.  Beginning in existing background conditions, the southbound approach to 2nd East & US-20 WB and the northbound approach to SH-33 & Moody Road warrant a right turn lane. Beginning in the future 2027 background conditions, the southbound approach to SH-33 & Moody Road also warrants a right turn lane. Teton River Temple Traffic Impact Study November 2022 2 Fehr & Peers performed this traffic impact study to follow city and state requirements, best practices included in the Institute of Transportation Engineers (ITE) Transportation Impact Analysis (TIS) for Site Development manual, and recommendations from Idaho Transportation Department (ITD) Engineers and Rexburg city staff. Table 1: AM and PM Peak Hour Level of Service Summary Intersection 2022 Background 2022 + Project 2027 Background 2027 + Project ID Location Period LOS / Delay1 (sec/veh) LOS / Delay1 (sec/veh) LOS / Delay1 (sec/veh) LOS / Delay1 (sec/veh) 1 2nd East & US-20 WB AM F / >180 F / >180 F / >180 F / >180 PM F / >180 F / >180 F / >180 F / >180 1* 2nd East & US-20 WB (Mitigated) AM B / 12 B / 17 B / 18 C / 25 PM A / 9 B / 10 B / 12 B / 14 2 2nd East & US-20 EB AM F / 52 F / 104 F / 158 F / >180 PM F / 121 F / >180 F / >180 F / >180 2* 2nd East & US-20 EB (Mitigated) AM A / 8 B / 10 B / 11 B / 17 PM A / 9 A / 9 B / 11 B / 12 3 2nd East & Moody Road AM B / 15 B / 19 B / 18 C / 27 PM B / 15 B / 16 B / 19 C / 20 4 2nd East & Stationery Pl AM A / 2 A / 2 A / 2 A / 2 PM A / 3 A / 3 A / 4 A / 4 5 2nd East & SH-33 AM B / 16 B / 15 B / 17 B / 17 PM B / 12 B / 12 B / 13 B / 14 6 SH-33 & Moody Road AM C / 15 (WB) C / 16 (WB) C / 18 (WB) C / 20 (WB) PM C / 17 (WB) C / 17 (WB) C / 22 (WB) C / 23 (WB) 101 2nd East & East Access AM -- E / 35 (EB) -- E / 50 (EB) PM -- E / 38 (EB) -- F / 61 (EB) 101* 2nd East & East Access (Mitigated) AM -- C / 22 (EB) -- D / 26 (EB) PM -- C / 20 (EB) -- C / 24 (EB) 102 Moody Road & Southeast Access AM -- A / 9 (SB) -- A / 9 (SB) PM -- A / 9 (SB) -- A / 9 (SB) 103 Moody Road & Southwest Access AM -- A / 9 (SB) -- A / 9 (SB) PM -- A / 9 (SB) -- A / 9 (SB) 1. This represents the overall intersection LOS for signalized intersections and the worst movement LOS for unsignalized intersections using HCM 6 methodology. 2. NB=Northbound, SB=Southbound, EB=Eastbound, WB=Westbound. 3. LOS highlighted in bold indicate a deficient LOS. Source: Fehr & Peers. Teton River Temple Traffic Impact Study November 2022 3 Introduction  This study summarizes the potential transportation-related impacts from the proposed temple site located north of 2000 North, west of 2nd East, and South of the US-20 & 2nd East interchange in Rexburg, Idaho. Figure 1 shows a project location map. This study analyzes the traffic operations and impacts for background and plus project conditions for 2022 and 2027 at key intersections described in the Scope section. The plus project analysis includes project trips generated from the proposed project. Fehr & Peers recommended roadway geometry changes or operational improvements, if needed, for each evaluation period. Fehr & Peers followed ITE guidelines and recommendations from ITD and Rexburg City staff to produce a traffic impact study that meets city and state requirements. Scope  This study analyzes the traffic impacts of the development on the following intersections and proposed accesses near the proposed project site: 1) 2nd East & US-20 WB – Westbound Stop 2) 2nd East & US-20 EB – Eastbound Stop 3) 2nd East & Moody Road – Signal 4) 2nd East & Stationery Pl – Signal 5) 2nd East & SH-33 – Signal 6) SH-33 & Moody Road – Eastbound / Westbound Stop 101) 2nd East & East Access – Eastbound Stop 102) Moody Road & Southeast Access – Southbound Stop 103) Moody Road & Southwest Access – Southbound Stop The 2nd East corridor serves as the primary north-south connection throughout the City of Rexburg. The corridor is currently five lanes south of Moody Road (two lanes in each direction and a center turn lane), three lanes between Moody Road and US-20 (two northbound lanes and one southbound lane), and two lanes north of US-20 (one lane in each direction). The Madison County transportation master plan recommends widening 2nd East to five-lanes (with two lanes in each direction and a center turn lane) south of 3000 N to serve projected 2030 traffic volumes. Figure 1 shows the study intersections and project accesses analyzed in this study. Teton River Temple Traffic Impact Study November 2022 4 Figure 1: Project Location  Teton River Temple Traffic Impact Study November 2022 5 Analysis Methodology  Level of Service (LOS) is a term that describes the operating performance of an intersection or roadway. LOS is measured quantitatively and reported on a scale from A to F, with A representing the best performance and F the worst. Typically, LOS D or better is considered acceptable for urban areas. Table 2 provides a brief description of each LOS letter designation and an accompanying average delay per vehicle for both signalized and unsignalized intersections. The Highway Capacity Manual 6th Edition (HCM 6) methodology was used in this study to remain consistent with “state of the practice” professional standards. This methodology has different quantitative evaluations for signalized and unsignalized intersections. For signalized intersections, the LOS is provided for the overall intersection (weighted average of all approach delays). For two-way stop-controlled intersections, the LOS is provided for the average delay per vehicle on the worst-performing movement. Synchro was used in this study for signalized and unsignalized intersections. For this study, LOS D or better is considered to be acceptable; LOS E or F is considered to be unacceptable. Table 2: Level of Service Descriptions LOS Description Signalized Intersections Unsignalized Intersections Avg. Delay (sec/veh)1 Avg. Delay (sec/veh)2 A Free Flow / Insignificant Delay Extremely favorable progression. Individual users are virtually unaffected by others in the traffic stream. < 10 < 10 B Stable Operations / Minimum Delays Good progression. The presence of other users in the traffic stream becomes noticeable. > 10 to 20 > 10 to 15 C Stable Operations / Acceptable Delays Fair progression. The operation of individual users is affected by interactions with others in the traffic stream > 20 to 35 > 15 to 25 D Approaching Unstable Flows / Tolerable Delays Marginal progression. Operating conditions are noticeably more constrained. > 35 to 55 > 25 to 35 E Unstable Operations / Significant Delays Can Occur Poor progression. Operating conditions are at or near capacity. > 55 to 80 > 35 to 50 F Forced, Unpredictable Flows / Excessive Delays Unacceptable progression with forced or breakdown of operating conditions. > 80 > 50 1. Overall intersection LOS and average delay (seconds/vehicle) for all approaches. 2. Worst movement LOS and delay (seconds/vehicle) only. Source: Fehr & Peers descriptions, based on Highway Capacity Manual 6th Edition. Teton River Temple Traffic Impact Study November 2022 6 Existing 2022 Background  Conditions  Purpose  The existing conditions analysis evaluates the study intersections and roadways during the peak travel periods of the day under traffic and geometric conditions during 2022. Through this analysis, Fehr & Peers can identify existing traffic operational deficiencies and recommend potential mitigation measures. Crash Analysis  Fehr & Peers reviewed vehicle collision data reported by the Local Highway Technical Assistance Council (LHTAC) at the study intersections during the three-year period from 2019 to 2021. Table 3 and Table 4 summarize the collision totals, frequencies, severities, and types at each study intersection. Table 3: Collision Data Summary by Year, January 1, 2019, to December 31, 2021 Intersection 2019 2020 2021 3-Year Collisions Average Annual Collision Frequency Collisions per MEV Fatality Injury Non- Injury Total 2nd East & US-20 WB 3 6 4 0 10 3 13 4.33 0.97 2nd East & US-20 EB 5 3 7 0 6 9 15 5.00 0.81 2nd East & Moody Road 7 6 9 0 12 10 22 7.33 1.11 2nd East & Stationery Pl 2 2 2 0 3 3 6 2.00 0.33 2nd East & SH-33 5 2 5 0 1 11 12 4.00 0.54 SH-33 & Moody Road 5 2 3 0 4 6 10 3.33 1.29 Source: LHTAC Idaho Crash Data Teton River Temple Traffic Impact Study November 2022 7 Table 4: Collision Data Summary by Type, January 1, 2019, to December 31, 2021 Intersection 3-Year Total Collision Type Collisions Re a r E n d An g l e (T u r n i n g ) An g l e (T h r o u g h ) He a d - O n Si d e s w i p e Ot h e r 2nd East & US-20 WB 13 2 3 4 2 1 1 2nd East & US-20 EB 15 8 3 4 0 0 0 2nd East & Moody Road 22 14 3 0 4 0 1 2nd East & Stationery Pl 6 3 1 1 0 0 1 2nd East & SH-33 12 7 2 0 0 2 1 SH-33 & Moody Road 10 0 3 5 0 0 2 Source: LHTAC Idaho Crash Data Traffic Volumes  Fehr & Peers collected AM and PM traffic counts on Thursday, August 25, 2022, and processed them to establish a baseline of existing conditions and operations for the area. Common peak hours of 7:45-8:45 AM and of 4:30-5:30 PM for all intersections were determined based on the overall peak hour of all study intersections. The city of Rexburg is home to Brigham Young University Idaho (BYU-I), which was between semesters on the date counts were collected. In consultation with Rexburg City staff, Fehr & Peers applied time-of-year factors to the counts to represent typical school year conditions. Actual two-way daily traffic counts collected in May 2018 estimated a two-way daily traffic volume of 13,280 on 2nd East north of Moody Road. The two-way observed volume on 2nd East north of Moody Road was 1,106 in the PM peak. Applying a typical K-factor of 0.1, the estimated daily two-way traffic on the day counts were collected would be 11,060, which is approximately 83% of the observed. Fehr & Peers adjusted all observed turning movement counts by dividing them by 83% to estimate typical existing conditions counts. Figure 2 shows the typical existing AM and PM weekday peak hour volumes that were adjusted from the observed traffic counts. Detailed raw traffic counts and adjusted counts are shown in Appendix A.   Figure 2Existing Conditions 19 7 ( 3 4 8 ) 13 7 ( 3 7 1 ) 81 ( 6 6 ) 26 6 ( 2 0 9 ) 22 (13) 1 (1) 272 (202) 1. 2nd East/US 20 WB 28 8 ( 6 1 2 ) 11 4 ( 3 5 4 ) 41 (104) 3 (1) 280 (269) 50 8 ( 3 7 9 ) 36 ( 2 9 ) 2. 2nd East/US 20 EB 1 ( 3 ) 24 6 ( 6 8 5 ) 11 8 ( 3 5 3 ) 4 (4) 4 (7) 1 (2) 1 ( 6 ) 62 0 ( 4 1 9 ) 62 ( 8 1 ) 100 (138) 2 (2) 119 (260) 3. 2nd East/Moody Rd 32 6 ( 9 2 5 ) 32 ( 1 0 ) 65 4 ( 6 5 4 ) 91 ( 2 8 ) 35 (110) 12 (47) 4. 2nd East/Stationery Pl 41 0 ( 8 9 3 ) 13 5 ( 3 1 0 ) 63 8 ( 7 1 2 ) 5 ( 1 3 ) 13 (11) 269 (231) 5. 2nd East/SH 33 21 ( 3 6 ) 79 ( 2 0 1 ) 28 ( 5 2 ) 24 (70) 22 (61) 15 (35) 51 ( 4 8 ) 18 5 ( 1 5 4 ) 0 ( 2 ) 1 (4) 53 (45) 38 (36) 6. SH 33/Moody Rd US 20 WB 2n d E a s t Moody Rd 2n d E a s t 2n d E a s t 2n d E a s t Moody Rd SH 3 3 US 20 EB 2n d E a s t S T O P ST O P ac e bf cf d a c ace d a e ae ce a c c af ce b c af d a c f d d STOP Stop Sign Signalized LEGEND PMAM Intersection Level of Service (LOS): LaneConfiguration ac f Peak Hour Traffic Volume per lane AM (PM) AM (PM) AM (PM) FDEA-C Teton River Temple Traffic Impact Study November 2022 9 Level of Service and Queuing Analysis  Fehr & Peers used the HCM 6 delay thresholds provided in the introduction to analyze the study intersections. Table 5 reports the results of the LOS analysis and Table 6 reports the results of the queuing analysis. See Appendix B for the detailed LOS reports and Appendix C for the detailed queuing reports for unsignalized intersections. These results serve as a base for the analysis of the impacts of the proposed temple. The results of this analysis indicate that all study intersections operate at acceptable levels of delay in the existing conditions with the exception of both intersections at the US-20 & 2nd East interchange. The analysis also indicates that all intersections experience acceptable queues, with the exception of the US-20 & 2nd East interchange and the westbound leg of the intersection at 2nd East & SH-33. Table 5: Existing 2022 Background Conditions Level of Service Intersection Worst Movement1 Overall Intersection2 ID Location Period Control Movement3 Delay Sec/Veh LOS Delay Sec/Veh LOS 1 2nd East & US-20 WB AM EB/WB Stop WBLT 450 F - - PM WBLT 633 F - - 2 2nd East & US-20 EB AM EB/WB Stop EB 52 F - - PM EB 121 F - - 3 2nd East & Moody Road AM Signal - - - 15 B PM - - - 15 B 4 2nd East & Stationery Pl AM Signal - - - 2 A PM - - - 3 A 5 2nd East & SH-33 AM Signal - - - 16 B PM - - - 12 B 6 SH-33 & Moody Road AM EB/WB Stop WB 15 C - - PM WB 17 C - - 1. This represents the worst movement LOS and is only reported for unsignalized intersections using HCM 6 methodology. 2. This represents the overall intersection LOS for signalized intersections using the HCM 6 methodology. 3. NB=Northbound, SB=Southbound, EB=Eastbound, WB=Westbound. 4. LOS highlighted in bold indicate a deficient LOS. Source: Fehr & Peers. Teton River Temple Traffic Impact Study November 2022 10 Table 6: Existing 2022 Background Conditions Queueing Intersection Movement1 Storage [ft] Queue AM [ft] Queue PM [PM] ID Location 1 2nd East & US-20 WB NB L 150 23 33 WB LT 200 635 485 WB R 200 3 3 2 2nd East & US-20 EB EB LTR 1600 235 385 SB L 100 3 3 3 2nd East & Moody Road EB T 300 14 18 WB L 320 102 239 WB T 320 33 42 NB L 1000 2 4 NB TR 1000 62 269 SB L 750 27 37 SB T 750 494 276 4 2nd East & Stationery Pl WB L 240 15 38 WB R 240 19 35 NB T 1000 21 77 SB L 1000 17 9 SB T 1000 43 50 5 2nd East & SH-33 WB L 100 272 250 WB R 100 14 16 NB T 330 146 303 SB T 2100 188 163 6 SH-33 & Moody Road NB LTR 700 3 3 EB L 175 5 18 EB T 175 5 13 EB R 175 3 3 WB LTR 1200 25 23 SB LTR 570 0 0 1. NB=Northbound, SB=Southbound, EB=Eastbound, WB=Westbound. L = Left Turn, T = Through, R = Right Turn. 2. Queues highlighted in bold indicate a queue that exceeds storage capacity. Source: Fehr & Peers. Teton River Temple Traffic Impact Study November 2022 11 Turn Lane Analysis  Fehr & Peers analyzed the unsignalized study intersections for right-turn lane appropriateness using Figure 3B-1: Right-Turn Lane Warrant in the Idaho Supplementary Guide to the MUTCD. Note that the 2nd East & US-20 westbound intersection already includes a right-turn lane, so that intersection was omitted from this analysis. Table 7: Existing 2022 Background Conditions Turn Lane Analysis Location Period Highway Volume [veh/hr/ln] Right-turn Volume [veh/hr] Operating Speed [mph] Right Turn Lane Appropriate? 2nd East & US-20 WB (Southbound) AM 347 81 45 Yes PM 275 66 No SH-33 & Moody Road (Northbound) AM 128 28 55 No PM 289 52 Yes SH-33 & Moody Road (Southbound) AM 236 51 55 No PM 204 48 No As shown in the table, the volumes in the existing background conditions indicate that the southbound leg of 2nd East & US-20 WB and the northbound leg of SH-33 & Moody Road will warrant a right-turn lane. Recommended Mitigations  Both intersections at the 2nd East & US-20 interchange operate at unacceptable levels of delay in both peak hours. Fehr & Peers performed peak hour planning level signal warrant analyses on the seasonally adjusted volumes at these intersections. Detailed results of the analyses are included in Appendix D and indicate that both intersections may warrant signalization. This analysis is intended to examine the general correlation between the typical traffic volume and the need to install new traffic signals. It estimates seasonally adjusted traffic compared against a sub-set of the standard traffic signal warrants recommended in the Federal Highway Administration Manual on Uniform Traffic Control Devices and associated State guidelines. This analysis should not serve as the only basis for deciding whether and when to install a signal. To reach such a decision, the full set of warrants should be investigated based on field-measured, rather than forecast, traffic data and a thorough study of traffic and roadway conditions by an experienced engineer. Furthermore, the decision to install a signal should not be based solely upon the warrants, since the installation of signals can lead to certain types of collisions. ITD and the City of Rexburg should undertake regular monitoring of actual traffic conditions and accident data, and timely re-evaluation of the full set of warrants to prioritize and program intersections for signalization. Fehr & Peers found that, based on seasonally-adjust traffic volumes, both of these intersections are expected to meet peak-hour signal warrants in both the AM and PM peak hours. Fehr & Peers recommends continued monitoring of both intersections and a full signal warrant analysis for these two intersections to be performed. Teton River Temple Traffic Impact Study November 2022 12 Fehr & Peers applied these mitigations to the existing background conditions and analyzed the levels of service for the mitigated background conditions. Table 8 reports the results of the LOS analysis and indicates that both intersections at the 2nd East & US-20 interchange would operate at acceptable LOS after signalization. Table 8: Existing 2022 Background Mitigated Conditions Level of Service Intersection Worst Movement1 Overall Intersection2 ID Location Period Control Movement3 Delay Sec/Veh LOS Delay Sec/Veh LOS 1 2nd East & US-20 WB AM Signal - - - 12 B PM - - - 9 A 2 2nd East & US-20 EB AM Signal - - - 8 A PM - - - 9 A 1. This represents the worst movement LOS and is only reported for unsignalized intersections using HCM 6 methodology. 2. This represents the overall intersection LOS for signalized intersections using the HCM 6 methodology. 3. NB=Northbound, SB=Southbound, EB=Eastbound, WB=Westbound. 4. LOS highlighted in bold indicate a deficient LOS. Source: Fehr & Peers. Teton River Temple Traffic Impact Study November 2022 13 Project Conditions  Purpose  The project conditions analysis explains the type and intensity of the proposed development. This provides the basis for trip generation, distribution, and assignment of project trips to the surrounding study intersections defined in the introduction. Project Description  The proposed project is a temple that will be located at approximately 2500 N 2nd East in Rexburg, ID. The site is proposed to have one access on 2nd East between Moody Road and US-20 and two accesses on Moody Road west of 2nd East. Trip Generation  Fehr & Peers estimated the trip generation for the temple using traffic counts completed at eight other similar special-use sites:  Bountiful, UT  Draper, UT  Oquirrh Mountain, UT  Payson, UT  Timpanogos, UT  Gilbert, AZ  Newport Beach, CA  Redlands, CA The traffic counts at each temple site were grouped by the hour to determine the trip generation of each site, and then the trip generation of all sites were averaged to obtain an average trip generation for AM trips and a linear regression line for PM trips based on sites with similar characteristics. For this analysis, the number of trips expected to be generated by a temple of these characteristics was based on the number of seats in the site. The proposed Teton River project will have 4 room with 80 seats and is expected to generate 277 trips and 259 trips during the weekday AM and PM peak hour, respectively. Table 9 shows the project trip generation. Teton River Temple Traffic Impact Study November 2022 14 Table 9: Teton River Temple Site Trip Generation Peak Hour Trip Generation % Entering % Exiting Trips Entering Trips Exiting Weekday AM 277 75% 25% 206 71 Weekday PM 259 51% 49% 132 127 Source: Fehr & Peers, 2022. Trip Distribution and Assignment  Fehr & Peers assigned the project traffic based on the location of church buildings at which members of the Church of Jesus Christ of Latter-day Saints attend Sunday services because these buildings are close to their home location. Overall, the project-generated trips were distributed to and from these directions in the following directions:  10% to/from the west via US-20  10% to/from the north via 2nd East  30% to/from the northeast via US-20  5% to/from the northeast via SH-33  5% to/from the east via Moody Road  40% to/from the south via 2nd East We applied these trip distributions to distribute project-generated traffic to the study area intersections. Figure 3 shows the resulting intersection project traffic volumes. Figure 3Project Trips 7 ( 1 3 ) 7 ( 1 3 ) 0 ( 0 ) 21 ( 1 3 ) 0 (0) 0 (0) 62 (40) 1. 2nd East/US 20 WB 14 ( 2 6 ) 21 ( 3 8 ) 0 (0) 0 (0) 21 (13) 83 ( 5 3 ) 0 ( 0 ) 2. 2nd East/US 20 EB 49 ( 3 2 ) 33 ( 2 1 ) 0 ( 0 ) 7 (13) 6 (10) 17 (31) 21 ( 1 3 ) 11 ( 2 0 ) 2 ( 2 ) 4 (3) 16 (11) 0 (0) 3. 2nd East/Moody Rd 82 ( 5 3 ) 0 ( 0 ) 28 ( 5 1 ) 0 ( 0 ) 0 (0) 0 (0) 4. 2nd East/Stationery Pl 82 ( 8 2 ) 0 ( 0 ) 28 ( 5 1 ) 0 ( 0 ) 0 (0) 0 (0) 5. 2nd East/SH 33 0 ( 0 ) 0 ( 0 ) 0 ( 0 ) 4 (6) 4 (6) 0 (0) 10 ( 7 ) 0 ( 0 ) 0 ( 0 ) 0 (0) 10 (7) 0 (0) 6. SH 33/Moody Rd 37 ( 2 4 ) 7 ( 1 3 ) 28 (51) 13 (22) 83 ( 5 3 ) 21 ( 1 3 ) 101. 2nd East/East Access 0 (0) 15 (27) 0 ( 0 ) 15 ( 2 7 ) 43 (28) 43 (28) 102. Southeast Access/Moody Rd US 20 WB 2n d E a s t Moody Rd 2n d E a s t 2n d E a s t 2n d E a s t Moody Rd SH 3 3 East Access 2n d E a s t Moody Rd So u t h e a s t A c c e s s 0 (0) 0 (0) 0 ( 0 ) 15 ( 2 7 ) 43 (28) 0 (0) 103. Southwest Access/Moody Rd Moody Rd So u t h w e s t A c c e s s US 20 EB 2n d E a s t S T O P ST O P STOP S T O P S T O P ac e bf cf d a c ace d a e ae ce a c c af ce b c af d a c f d d bc g e b g e b g e STOP Stop Sign Signalized LEGEND PMAM LaneConfiguration ac f Peak Hour Traffic Volume per lane AM (PM) AM (PM) AM (PM) Teton River Temple Traffic Impact Study November 2022 16 Existing 2022 plus Project Conditions  Purpose  The existing plus project conditions analysis evaluates the impact of the proposed temple traffic on the surrounding roadway network. To analyze this impact, Fehr & Peers combined the background peak hour traffic volumes with volumes generated by the proposed temple site at its peak hour. Comparing plus project analysis results to the background traffic analysis results shows the impact of the proposed project. Traffic Volumes  Fehr & Peers added project-generated traffic (Figure 3) to the background 2022 volumes (Figure 2) to yield “existing plus project” weekday peak hour volumes as shown in Figure 4. Level of Service and Queuing Analysis  Fehr & Peers used the HCM 6 delay thresholds provided in the introduction to analyze the study intersections. Table 10 reports the results of this analysis and Table 11 reports the results of the queuing analysis. See Appendix B for the detailed LOS reports and Appendix C for the detailed queuing reports for unsignalized intersections. The results of this analysis indicate that without mitigation, both intersections at the US-20 and 2nd East interchange continue to unacceptable levels of delay. The intersection at 2nd East & East Project Access also operates deficiently in the AM and PM peak hours due to the high delays experienced by eastbound left-turning vehicles exiting the temple. The analysis also indicates that all intersections experience acceptable queues, with the exception of the US-20 & 2nd East interchange and the westbound leg of the intersection at 2nd East & SH-33. Figure 4Existing Plus Project Conditions 20 4 ( 3 6 1 ) 14 4 ( 3 8 4 ) 81 ( 6 6 ) 28 7 ( 2 2 2 ) 22 (13) 1 (1) 334 (242) 1. 2nd East/US 20 WB 30 2 ( 6 3 8 ) 13 5 ( 3 9 2 ) 41 (104) 3 (1) 301 (282) 59 1 ( 4 3 2 ) 36 ( 2 9 ) 2. 2nd East/US 20 EB 50 ( 3 5 ) 27 9 ( 7 0 6 ) 11 8 ( 3 5 3 ) 11 (17) 10 (17) 18 (33) 22 ( 1 9 ) 63 1 ( 4 3 9 ) 64 ( 8 3 ) 104 (141) 18 (13) 119 (260) 3. 2nd East/Moody Rd 40 8 ( 9 7 8 ) 32 ( 1 0 ) 68 2 ( 7 0 5 ) 91 ( 2 8 ) 35 (110) 12 (47) 4. 2nd East/Stationery Pl 49 2 ( 4 9 2 ) 13 5 ( 3 1 0 ) 66 6 ( 7 6 3 ) 5 ( 1 3 ) 13 (11) 269 (231) 5. 2nd East/SH 33 21 ( 3 6 ) 79 ( 2 0 1 ) 28 ( 5 2 ) 28 (76) 26 (67) 15 (35) 61 ( 5 5 ) 18 5 ( 1 5 4 ) 0 ( 2 ) 1 (4) 63 (52) 38 (36) 6. SH 33/Moody Rd 37 ( 2 4 ) 40 9 ( 9 7 9 ) 28 (51) 13 (22) 83 ( 5 3 ) 80 9 ( 6 6 1 ) 101. 2nd East/East Access 0 (0) 24 (40) 0 ( 0 ) 15 ( 2 7 ) 43 (28) 47 (39) 102. Southeast Access/Moody Rd US 20 WB 2n d E a s t Moody Rd 2n d E a s t 2n d E a s t 2n d E a s t Moody Rd SH 3 3 East Access 2n d E a s t Moody Rd So u t h e a s t A c c e s s 0 (0) 9 (13) 0 ( 0 ) 15 ( 2 7 ) 43 (28) 4 (11) 103. Southwest Access/Moody Rd Moody Rd So u t h w e s t A c c e s s US 20 EB 2n d E a s t S T O P ST O P STOP S T O P S T O P ac e bf cf d a c ace d a e ae ce a c c af ce b c af d a c f d d bc g e b g e b g e STOP Stop Sign Signalized LEGEND PMAM Intersection Level of Service (LOS): LaneConfiguration ac f Peak Hour Traffic Volume per lane AM (PM) AM (PM) AM (PM) FDEA-C Teton River Temple Traffic Impact Study November 2022 18 Table 10: 2022 Plus Project Conditions Level of Service Intersection Worst Movement1 Overall Intersection2 ID Location Period Control Movement3 Delay Sec/Veh LOS Delay Sec/Veh LOS 1 2nd East & US-20 WB AM Signal - - - >180 F PM - - - >180 F 2 2nd East & US-20 EB AM Signal - - - 104 F PM - - - >180 F 3 2nd East & Moody Road AM Signal - - - 19 B PM - - - 16 B 4 2nd East & Stationery Pl AM Signal - - - 2 A PM - - - 3 A 5 2nd East & SH-33 AM Signal - - - 15 B PM - - - 12 B 6 SH-33 & Moody Road AM EB/WB Stop WB 16 C - - PM WB 17 C - - 101 2nd East & East Access AM EB Stop EB 35 E - - PM EB 38 E - - 102 Moody Road & Southeast Access AM SB Stop SB 9 A - - PM SB 9 A - - 103 Moody Road & Southwest Access AM SB Stop SB 9 A - - PM SB 9 A - - 1. This represents the worst movement LOS and is only reported for unsignalized intersections using HCM 6 methodology. 2. This represents the overall intersection LOS for signalized intersections using the HCM 6 methodology. 3. NB=Northbound, SB=Southbound, EB=Eastbound, WB=Westbound. 4. LOS highlighted in bold indicate a deficient LOS. Source: Fehr & Peers. Teton River Temple Traffic Impact Study November 2022 19 Table 11: 2022 Plus Project Conditions Queueing Intersection Movement1 Storage [ft] Queue AM [ft] Queue PM [PM] ID Location 1 2nd East & US-20 WB NB L 150 23 35 WB LT 200 915 645 WB R 200 3 3 2 2nd East & US-20 EB EB LTR 1600 365 493 SB L 100 3 5 3 2nd East & Moody Road EB T 300 31 44 WB L 320 102 250 WB T 320 43 49 NB L 1000 24 20 NB TR 1000 76 279 SB L 750 29 38 SB T 750 555 303 4 2nd East & Stationery Pl WB L 240 15 38 WB R 240 19 35 NB T 1000 26 84 SB L 1000 17 9 SB T 1000 45 55 5 2nd East & SH-33 WB L 100 272 250 WB R 100 14 16 NB T 330 174 150 SB T 2100 198 176 6 SH-33 & Moody Road NB LTR 700 3 3 EB L 175 5 20 EB T 175 5 15 EB R 175 3 3 WB LTR 1200 28 25 SB LTR 570 0 0 101 2nd East & East Access NBL 750 5 3 EBL TBD 28 48 102 Moody Road & Southeast Access EBL 770 0 0 SBL TBD 3 3 103 Moody Road & Southwest Access EBL 850 0 0 SBL TBD 3 3 1. NB=Northbound, SB=Southbound, EB=Eastbound, WB=Westbound. L = Left Turn, T = Through, R = Right Turn. 2. Queues highlighted in bold indicate a queue that exceeds storage capacity. Source: Fehr & Peers. Teton River Temple Traffic Impact Study November 2022 20 Turn Lane Analysis  Fehr & Peers analyzed the unsignalized study intersections for right-turn lane appropriateness using Figure 3B-1: Right-Turn Lane Warrant in the Idaho Supplementary Guide to the MUTCD. Note that the 2nd East & US-20 westbound intersection already includes a right-turn lane, so that intersection was omitted from this analysis. Table 12: 2022 Plus Project Conditions Turn Lane Analysis Location Period Highway Volume [veh/hr/ln] Right-turn Volume [veh/hr] Operating Speed [mph] Right Turn Lane Appropriate? 2nd East & US-20 WB (Southbound) AM 368 81 45 Yes PM 288 66 Yes SH-33 & Moody Road (Northbound) AM 128 28 55 No PM 289 52 Yes SH-33 & Moody Road (Southbound) AM 246 61 55 No PM 211 55 No Similar to the existing background conditions, as shown in the table, the volumes in the 2022 plus project conditions indicate that the southbound leg of 2nd East & US-20 WB and the northbound leg of SH-33 & Moody Road will warrant a right-turn lane. Recommended Mitigations  As was found in the existing conditions analysis, signalizing the intersections at the US-20 and 2nd East interchange will improve the intersections to acceptable levels. Fehr & Peers recommends continued monitoring of both intersections and a full signal warrant analysis for these two intersections to be performed. The intersection at 2nd East & East Access operates deficiently in the AM and PM peak hours due to delays experienced by eastbound left-turning traffic struggling to finding gaps in the north and southbound traffic along 2nd East. The Madison County Transportation Master Plan recommends improving 2nd East by widening the road from two northbound lanes and one southbound lane to two lanes in each direction with a center two-way left-turn lane by 2030. Fehr & Peers recommends implementing the center two- way-left-turn-lane in conjunction with the site to allow for two-stage left-turns from the east project access. Table 13 reports the results of the LOS analysis assuming the two signals at the US-20 & 2nd East interchange and the two-way left-turn lane are installed. As shown in the table, with these mitigations, all three intersections are expected to operate at acceptable levels of delay in both the AM and PM peak hours. Teton River Temple Traffic Impact Study November 2022 21 Table 13: 2022 Plus Project Mitigated Conditions Level of Service Intersection Worst Movement1 Overall Intersection2 ID Location Period Control Movement3 Delay Sec/Veh LOS Delay Sec/Veh LOS 1 2nd East & US-20 WB AM Signal - - - 17 B PM - - - 10 B 2 2nd East & US-20 EB AM Signal - - - 10 B PM - - - 9 A 101 2nd East & East Access AM EB Stop EB 22 C - - PM EB 20 C - - 1. This represents the worst movement LOS and is only reported for unsignalized intersections using HCM 6 methodology. 2. This represents the overall intersection LOS for signalized intersections using the HCM 6 methodology. 3. NB=Northbound, SB=Southbound, EB=Eastbound, WB=Westbound. 4. LOS highlighted in bold indicate a deficient LOS. Source: Fehr & Peers. Teton River Temple Traffic Impact Study November 2022 22 Future 2027 Background Conditions  Purpose  The future background conditions analysis evaluates the study intersections during the peak travel periods of the day using projected horizon year traffic volumes. The analysis provides a baseline condition for the year 2027 to determine future project impacts. Traffic Volumes  Fehr & Peers projected 2027 traffic volumes based on the growth rates obtained through conversations with Rexburg City Staff. Based on the 2015 Madison County Transportation Master Plan, volumes on 2nd East are expected to grow by approximately 3% annually through 2040. Preliminary findings from the yet- to-be-approved master plan update also estimates an annual growth of 3% through 2030. Fehr & Peers used a flat annual growth rate of 3% for all study intersections and movements. Figure 5 shows the projected 2027 background weekday peak hour traffic volumes. Figure 52027 Background Conditions 23 0 ( 4 0 5 ) 16 0 ( 4 3 0 ) 95 ( 8 0 ) 31 0 ( 2 4 5 ) 30 (15) 5 (5) 315 (235) 1. 2nd East/US 20 WB 33 5 ( 7 0 5 ) 13 5 ( 4 1 0 ) 50 (120) 5 (5) 325 (310) 58 5 ( 4 4 0 ) 45 ( 3 5 ) 2. 2nd East/US 20 EB 5 ( 5 ) 28 5 ( 7 9 0 ) 14 0 ( 4 1 0 ) 5 (5) 5 (10) 5 (5) 5 ( 1 0 ) 71 5 ( 4 8 5 ) 75 ( 9 5 ) 115 (160) 5 (5) 140 (300) 3. 2nd East/Moody Rd 37 5 ( 1 , 0 6 5 ) 40 ( 1 5 ) 75 5 ( 7 5 5 ) 10 5 ( 3 5 ) 45 (130) 15 (55) 4. 2nd East/Stationery Pl 47 5 ( 1 , 0 3 0 ) 16 0 ( 3 6 0 ) 73 5 ( 8 2 0 ) 10 ( 1 5 ) 15 (15) 310 (270) 5. 2nd East/SH 33 25 ( 4 5 ) 95 ( 2 3 5 ) 35 ( 6 0 ) 30 (85) 30 (75) 20 (45) 60 ( 6 0 ) 21 5 ( 1 8 0 ) 0 ( 5 ) 5 (5) 65 (55) 45 (45) 6. SH 33/Moody Rd US 20 WB 2n d E a s t Moody Rd 2n d E a s t 2n d E a s t 2n d E a s t Moody Rd SH 3 3 US 20 EB 2n d E a s t S T O P ST O P ac e bf cf d a c ace d a e ae ce a c c af ce b c af d a c f d d STOP Stop Sign Signalized LEGEND PMAM Intersection Level of Service (LOS): LaneConfiguration ac f Peak Hour Traffic Volume per lane AM (PM) AM (PM) AM (PM) FDEA-C Teton River Temple Traffic Impact Study November 2022 24 Level of Service and Queueing Analysis  Fehr & Peers used the HCM 6 delay thresholds provided in the introduction to analyze the study intersections. Table 14 reports the results of this analysis and Table 15 reports the results of the queuing analysis. See Appendix B for the detailed LOS reports and Appendix C for the detailed queuing reports for unsignalized intersections. As was found in the existing conditions analysis, the results of this analysis indicate that all study intersections operate at acceptable levels of delay in the with the exception of both intersections at the US-20 and 2nd East interchange The analysis also indicates that all intersections experience acceptable queues, with the exception of the US-20 & 2nd East interchange and the intersection at 2nd East & SH-33. Notably, this is the first scenario analyzed in which the northbound queues at 2nd East & SH-33 exceed existing capacity. Table 14: Future 2027 Background Conditions Peak Hour Level of Service Intersection Worst Movement1 Overall Intersection2 ID Location Period Control Movement3 Delay Sec/Veh LOS Delay Sec/Veh LOS 1 2nd East & US-20 WB AM Signal - - - >180 F PM - - - >180 F 2 2nd East & US-20 EB AM Signal - - - 158 F PM - - - >180 F 3 2nd East & Moody Road AM Signal - - - 18 B PM - - - 19 B 4 2nd East & Stationery Pl AM Signal - - - 2 A PM - - - 4 A 5 2nd East & SH-33 AM Signal - - - 17 B PM - - - 13 B 6 SH-33 & Moody Road AM EB/WB Stop WB 18 C - - PM WB 22 C - - 1. This represents the worst movement LOS and is only reported for unsignalized intersections using HCM 6 methodology. 2. This represents the overall intersection LOS for signalized intersections using the HCM 6 methodology. 3. NB=Northbound, SB=Southbound, EB=Eastbound, WB=Westbound. 4. LOS highlighted in bold indicate a deficient LOS. Source: Fehr & Peers. Teton River Temple Traffic Impact Study November 2022 25 Table 15: Future 2027 Background Conditions Queueing Intersection Movement1 Storage [ft] Queue AM [ft] Queue PM [PM] ID Location 1 2nd East & US-20 WB NB L 150 30 43 WB LT 200 955 705 WB R 200 3 3 2 2nd East & US-20 EB EB LTR 1600 485 725 SB L 100 5 5 3 2nd East & Moody Road EB T 300 3 22 WB L 320 51 296 WB T 320 2 46 NB L 1000 1 5 NB TR 1000 42 341 SB L 750 12 44 SB T 750 199 338 4 2nd East & Stationery Pl WB L 240 18 42 WB R 240 21 48 NB T 1000 25 110 SB L 1000 20 12 SB T 1000 53 68 5 2nd East & SH-33 WB L 100 296 281 WB R 100 14 18 NB T 330 196 425 SB T 2100 252 215 6 SH-33 & Moody Road NB LTR 700 3 3 EB L 175 8 28 EB T 175 8 20 EB R 175 3 5 WB LTR 1200 40 38 SB LTR 570 0 0 1. NB=Northbound, SB=Southbound, EB=Eastbound, WB=Westbound. L = Left Turn, T = Through, R = Right Turn. 2. Queues highlighted in bold indicate a queue that exceeds storage capacity. Source: Fehr & Peers. Teton River Temple Traffic Impact Study November 2022 26 Turn Lane Analysis  Fehr & Peers analyzed the unsignalized study intersections for right-turn lane appropriateness using Figure 3B-1: Right-Turn Lane Warrant in the Idaho Supplementary Guide to the MUTCD. Note that the 2nd East & US-20 westbound intersection already includes a right-turn lane, so that intersection was omitted from this analysis. Table 16: Future 2027 Background Conditions Turn Lane Analysis Location Period Highway Volume [veh/hr/ln] Right-turn Volume [veh/hr] Operating Speed [mph] Right Turn Lane Appropriate? 2nd East & US-20 WB (Southbound) AM 405 95 45 Yes PM 325 80 Yes SH-33 & Moody Road (Northbound) AM 155 35 55 No PM 340 60 Yes SH-33 & Moody Road (Southbound) AM 275 60 55 Yes PM 245 60 No Similar to the existing background conditions, as shown in the table, the volumes in the future 2027 conditions indicate that the southbound leg of 2nd East & US-20 WB and the northbound leg of SH-33 & Moody Road will warrant a right-turn lane. Beginning in this analysis, the southbound leg of SH-33 & Moody Road also warrants a right-turn lane. Recommended Mitigations  As was found in the previous analyses, signalizing the intersections at the US-20 and 2nd East interchange will improve the intersections to acceptable levels. Fehr & Peers recommends continued monitoring of both intersections and a full signal warrant analysis for these two intersections to be performed. No additional mitigation measures are recommended under future 2027 background conditions. Table 17 reports the results of the LOS analysis and indicates that both intersections at the 2nd East & US-20 interchange would operate at acceptable LOS after signalization. Teton River Temple Traffic Impact Study November 2022 27 Table 17: Future 2027 Background Conditions Peak Hour Level of Service Intersection Worst Movement1 Overall Intersection2 ID Location Period Control Movement3 Delay Sec/Veh LOS Delay Sec/Veh LOS 1 2nd East & US-20 WB AM Signal - - - 18 B PM - - - 12 B 2 2nd East & US-20 EB AM Signal - - - 11 B PM - - - 11 B 1. This represents the worst movement LOS and is only reported for unsignalized intersections using HCM 6 methodology. 2. This represents the overall intersection LOS for signalized intersections using the HCM 6 methodology. 3. NB=Northbound, SB=Southbound, EB=Eastbound, WB=Westbound. 4. LOS highlighted in bold indicate a deficient LOS. Source: Fehr & Peers. Teton River Temple Traffic Impact Study November 2022 28 Future 2027 plus Project Conditions  Purpose  The future 2027 plus project conditions analysis evaluates the impact of the proposed development traffic on the surrounding roadway network in the year 2027. To analyze this impact, Fehr & Peers combined the future background peak hour traffic volumes with volumes generated by the proposed temple site at its peak hour. The results of this analysis can be compared to the results of the future background traffic volumes to determine the impact of the proposed project. Traffic Volumes  Fehr & Peers added the project-generated traffic (Figure 3) to the future 2027 background volumes (Figure 5) to yield “future 2027 plus project” weekday AM and PM peak hour traffic volumes at the study intersections, as shown in Figure 6. Level of Service and Queueing Analysis  Fehr & Peers used the HCM 6 delay thresholds provided in the introduction to analyze the study intersections. Table 18 reports the results of this analysis and Table 19 reports the results of the queuing analysis. See Appendix B for the detailed LOS reports and Appendix C for the detailed queuing reports for unsignalized intersections. The results of this analysis indicate that without mitigation, both intersections at the US-20 and 2nd East interchange continue to unacceptable levels of delay. The intersection at 2nd East & East Project Access also operates deficiently in the AM and PM peak hours due to the high delays experienced by eastbound left-turning vehicles exiting the temple. As was found in the 2027 background conditions, the queuing analysis indicates that all intersections experience acceptable queues, with the exception of the US-20 & 2nd East interchange and the west- and northbound legs of the intersection at 2nd East & SH-33. Figure 62027 Plus Project Conditions 23 7 ( 4 1 8 ) 16 7 ( 4 4 3 ) 95 ( 8 0 ) 33 1 ( 2 5 8 ) 30 (15) 5 (5) 377 (275) 1. 2nd East/US 20 WB 34 9 ( 7 3 1 ) 15 6 ( 4 4 8 ) 50 (120) 5 (5) 346 (323) 66 8 ( 4 9 3 ) 45 ( 3 5 ) 2. 2nd East/US 20 EB 54 ( 3 7 ) 31 8 ( 8 1 1 ) 14 0 ( 4 1 0 ) 12 (18) 11 (20) 22 (36) 26 ( 2 3 ) 72 6 ( 5 0 5 ) 77 ( 9 7 ) 119 (163) 21 (16) 140 (300) 3. 2nd East/Moody Rd 45 7 ( 1 , 1 1 8 ) 40 ( 1 5 ) 78 3 ( 8 0 6 ) 10 5 ( 3 5 ) 45 (130) 15 (55) 4. 2nd East/Stationery Pl 55 7 ( 1 , 0 8 3 ) 16 0 ( 3 6 0 ) 76 3 ( 8 7 1 ) 10 ( 1 5 ) 15 (15) 310 (270) 5. 2nd East/SH 33 25 ( 4 5 ) 95 ( 2 3 5 ) 35 ( 6 0 ) 34 (91) 34 (81) 20 (45) 70 ( 6 7 ) 21 5 ( 1 8 0 ) 0 ( 5 ) 5 (5) 75 (62) 45 (45) 6. SH 33/Moody Rd 37 ( 2 4 ) 47 7 ( 1 , 1 2 8 ) 28 (51) 13 (22) 83 ( 5 3 ) 93 1 ( 7 6 3 ) 101. 2nd East/East Access 0 (0) 30 (47) 0 ( 0 ) 15 ( 2 7 ) 43 (28) 58 (48) 102. Southeast Access/Moody Rd US 20 WB 2n d E a s t Moody Rd 2n d E a s t 2n d E a s t 2n d E a s t Moody Rd SH 3 3 East Access 2n d E a s t Moody Rd So u t h e a s t A c c e s s 0 (0) 15 (20) 0 ( 0 ) 15 ( 2 7 ) 43 (28) 15 (20) 103. Southwest Access/Moody Rd Moody Rd So u t h w e s t A c c e s s US 20 EB 2n d E a s t S T O P ST O P STOP S T O P S T O P ac e bf cf d a c ace d a e ae ce a c c af ce b c af d a c f d d bc g e b g e b g e STOP Stop Sign Signalized LEGEND PMAM Intersection Level of Service (LOS): LaneConfiguration ac f Peak Hour Traffic Volume per lane AM (PM) AM (PM) AM (PM) FDEA-C Teton River Temple Traffic Impact Study November 2022 30 Table 18: Future 2027 Plus Project Conditions Peak Hour Level of Service Intersection Worst Movement1 Overall Intersection2 ID Location Period Control Movement3 Delay Sec/Veh LOS Delay Sec/Veh LOS 1 2nd East & US-20 WB AM Signal - - - >180 F PM - - - >180 F 2 2nd East & US-20 EB AM Signal - - - >180 F PM - - - >180 F 3 2nd East & Moody Road AM Signal - - - 27 C PM - - - 20 C 4 2nd East & Stationery Pl AM Signal - - - 2 A PM - - - 4 A 5 2nd East & SH-33 AM Signal - - - 17 B PM - - - 14 B 6 SH-33 & Moody Road AM EB/WB Stop WB 20 C - - PM WB 23 C - - 101 2nd East & East Access AM EB Stop EB 50 E - - PM EB 61 F - - 102 Moody Road & Southeast Access AM SB Stop SB 9 A - - PM SB 9 A - - 103 Moody Road & Southwest Access AM SB Stop SB 9 A - - PM SB 9 A - - 1. This represents the worst movement LOS and is only reported for unsignalized intersections using HCM 6 methodology. 2. This represents the overall intersection LOS for signalized intersections using the HCM 6 methodology. 3. NB=Northbound, SB=Southbound, EB=Eastbound, WB=Westbound. 4. LOS highlighted in bold indicate a deficient LOS. Source: Fehr & Peers. Teton River Temple Traffic Impact Study November 2022 31 Table 19: Future 2027 Plus Project Conditions Queueing Intersection Movement1 Storage [ft] Queue AM [ft] Queue PM [PM] ID Location 1 2nd East & US-20 WB NB L 150 33 48 WB LT 200 1235 860 WB R 200 3 3 2 2nd East & US-20 EB EB LTR 1600 660 843 SB L 100 5 5 3 2nd East & Moody Road EB T 300 33 48 WB L 320 118 291 WB T 320 46 53 NB L 1000 27 20 NB TR 1000 94 353 SB L 750 36 46 SB T 750 712 369 4 2nd East & Stationery Pl WB L 240 18 42 WB R 240 21 51 NB T 1000 31 122 SB L 1000 21 13 SB T 1000 55 76 5 2nd East & SH-33 WB L 100 296 281 WB R 100 14 18 NB T 330 230 455 SB T 2100 264 233 6 SH-33 & Moody Road NB LTR 700 3 3 EB L 175 10 33 EB T 175 8 23 EB R 175 3 5 WB LTR 1200 45 43 SB LTR 570 0 0 101 2nd East & East Access NBL 750 5 3 EBL TBD 40 73 102 Moody Road & Southeast Access EBL 770 0 0 SBL TBD 3 3 103 Moody Road & Southwest Access EBL 850 0 0 SBL TBD 3 3 1. NB=Northbound, SB=Southbound, EB=Eastbound, WB=Westbound. L = Left Turn, T = Through, R = Right Turn. 2. Queues highlighted in bold indicate a queue that exceeds storage capacity. Source: Fehr & Peers. Teton River Temple Traffic Impact Study November 2022 32 Turn Lane Analysis  Fehr & Peers analyzed the unsignalized study intersections for right-turn lane appropriateness using Figure 3B-1: Right-Turn Lane Warrant in the Idaho Supplementary Guide to the MUTCD. Note that the 2nd East & US-20 westbound intersection already includes a right-turn lane, so that intersection was omitted from this analysis. Table 20: Future 2027 Plus Project Conditions Turn Lane Analysis Location Period Highway Volume [veh/hr/ln] Right-turn Volume [veh/hr] Operating Speed [mph] Right Turn Lane Appropriate? 2nd East & US-20 WB (Southbound) AM 405 95 45 Yes PM 325 80 Yes SH-33 & Moody Road (Northbound) AM 155 35 55 No PM 340 60 Yes SH-33 & Moody Road (Southbound) AM 275 60 55 Yes PM 245 60 No Similar to the future 2027 background conditions, as shown in the table, the volumes in the future 2027 plus project conditions indicate that both the north- and southbound legs of SH-33 & Moody Road and the southbound leg of 2nd East & US-20 WB and will warrant a right-turn lane. Recommended Mitigations  As was found in the previous analyses, signalizing the intersections at the US-20 and 2nd East interchange will improve the intersections to acceptable levels. Fehr & Peers recommends continued monitoring of both intersections and a full signal warrant analysis for these two intersections to be performed. The intersection at 2nd East & East Access operates deficiently in the AM and PM peak hours due to delays experienced by eastbound left-turning traffic struggling to finding gaps in the north and southbound traffic along 2nd East. The Madison County Transportation Master Plan recommends improving 2nd East by widening the road from two northbound lanes and one southbound lane to two lanes in each direction with a center two-way left-turn lane by 2030. Fehr & Peers recommends implementing the center two- way-left-turn-lane in conjunction with the site to allow for two-stage left-turns from the east project access. Table 21 reports the results of the LOS analysis assuming the two signals at the US-20 & 2nd East interchange and the two-way left-turn lane are installed. As shown in the table, with these mitigations, all three intersections are expected to operate at acceptable levels of delay in both the AM and PM peak hours. Teton River Temple Traffic Impact Study November 2022 33 Table 21: Future 2027 Plus Project Mitigated Conditions Peak Hour Level of Service Intersection Worst Movement1 Overall Intersection2 ID Location Period Control Movement3 Delay Sec/Veh LOS Delay Sec/Veh LOS 1 2nd East & US-20 WB AM Signal - - - 25 C PM - - - 14 B 2 2nd East & US-20 EB AM Signal - - - 17 B PM - - - 12 B 101 2nd East & East Access AM EB Stop EB 26 D - - PM EB 24 C - - 1. This represents the worst movement LOS and is only reported for unsignalized intersections using HCM 6 methodology. 2. This represents the overall intersection LOS for signalized intersections using the HCM 6 methodology. 3. NB=Northbound, SB=Southbound, EB=Eastbound, WB=Westbound. 4. LOS highlighted in bold indicate a deficient LOS. Source: Fehr & Peers. Teton River Temple Traffic Impact Study November 2022 34 Conclusion  All existing study intersections operate at acceptable levels of delay in the existing 2022 background conditions with the exception of the two intersections at the US-20 & 2nd East interchange. Fehr & Peers recommends continued monitoring of both intersections and a full signal warrant analysis for these two intersections to be performed. When warranted and approved, we recommend installing signals at these intersections. With this mitigation, all intersections operate at acceptable levels of delay in the 2027 background conditions. In the existing 2022 plus project and 2027 plus project conditions analyses, the intersection at 2nd East & East Project Access operates at unacceptable levels of delay in both scenarios for the AM and PM peak hours. This intersection can be mitigated in each scenario for both the AM and PM peak hours with the addition of a center two-way-left-turn-lane on 2nd East to allow for eastbound left-turning traffic to make a two-stage left turn. The Madison County Transportation Master Plan already recommends improving 2nd East by widening the road from two northbound lanes and one southbound lane to two lanes in each direction with a center two-way left-turn lane by 2030. Fehr & Peers recommends implementing the center two-way-left-turn-lane in conjunction with the site to allow for two-stage left-turns from the east project access. Appendix A – Traffic Counts  Intersection: 2nd East/US-20 WB Date: North/South: 2nd East Day of Week Adjustment: 100.0% East/West: US-20 WB Month of Year Adjustment: 83.0% Jurisdiction: ITD Adjustment Station #: Project Title: LDS Teton River Growth Rate: 0.0% Project No: UT22-2387 Number of Years: 0 Weather: Clear AM PEAK HOUR PERIOD:7:45-8:45 AM PEAK 15 MINUTE PERIOD:7:45-8:00 AM PHF:0.78 NOON PEAK HOUR PERIOD: NOON PEAK 15 MINUTE PERIOD: NOON PHF:#### 2nd East N PM PEAK HOUR PERIOD:16:30-17:30 66 209 0 PM PEAK 15 MINUTE PERIOD:17:15-17:30 PM PHF:0.91 N/A N/A N/A 0 81 266 0 N/A 0N/A0 0 US-20 WB Total Enterning Vehicles 22 N/A 13 976 1 N/A 1 0 N/A 0 #VALUE! 272 N/A 202 0 N/A 0 1210 0N/A0 US-20 WB 0 0 N/A 0 197 137 0 N/A 0 N/A N/A N/A Legend 348 371 0 AM Noon PM . RAW COUNT SUMMARIES Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds AM PERIOD COUNTS Period A B C D E F G H I J K L M N O P TOTAL 7:00-7:15 352400025130 0000170 1 0115 7:15-7:30 342200039400 0000330 1 0169 7:30-7:45 311300067270 0000600 0 0198 7:45-8:00 574200095200 0000900 10 0314 8:00-8:15 542900064280 0000661 7 0249 8:15-8:30 413600066100 0000610 4 0218 8:30-8:45 453000041230 0000550 1 0195 8:45-9:00 352400049120 0000460 4 0170 NOON PERIOD COUNTS Period A B C D E F G H I J K L M N O P TOTAL 14:00-14:15 0000000 0 000000 0 0 0 14:15-14:30 0000000 0 000000 0 0 0 14:30-14:45 0000000 0 000000 0 0 0 14:45-15:00 0000000 0 000000 0 0 0 15:00-15:15 0000000 0 000000 0 0 0 15:15-15:30 0000000 0 000000 0 0 0 15:30-15:45 0000000 0 000000 0 0 0 15:45-14:00 0000000 0 000000 0 0 0 PM PERIOD COUNTS Period A B C D E F G H I J K L M N O P TOTAL 16:00-16:15947100040110 0000520 4 0272 16:15-16:30736500041200 0000481 1 0249 16:30-16:458499000558 0 0000510 6 0303 16:45-17:00736100059160 0000471 2 0259 17:00-17:159911100047170 0000400 1 0315 17:15-17:309210000048250 0000640 4 0333 17:30-17:451059500048180 0000390 10 0315 17:45-18:00528100035290 0000530 5 0255 US-20 WB Northbound Southbound Eastbound Westbound 2nd East 2nd East Intersection Turning Movement Summary US-20 WB 8/25/2022 Intersection: 2nd East/US-20 EB Date: North/South: 2nd East Day of Week Adjustment: 100.0% East/West: US-20 EB Month of Year Adjustment: 83.0% Jurisdiction: ITD Adjustment Station #: Project Title: LDS Teton River Growth Rate: 0.0% Project No: UT22-2387 Number of Years: 0 Weather: Clear AM PEAK HOUR PERIOD:7:45-8:45 AM PEAK 15 MINUTE PERIOD:7:45-8:00 AM PHF:0.84 NOON PEAK HOUR PERIOD: NOON PEAK 15 MINUTE PERIOD: NOON PHF:#### 2nd East N PM PEAK HOUR PERIOD:16:30-17:30 0 379 29 PM PEAK 15 MINUTE PERIOD:17:15-17:30 PM PHF:0.93 N/A N/A N/A 0 0 508 36 N/A 0N/A0 0 US-20 EB Total Enterning Vehicles 0N/A0 1270 0 N/A 0 104 N/A 41 #VALUE! 0 N/A 0 1 N/A 3 1748 269 N/A 280 US-20 EB 0 0 N/A 0 0 288 114 N/A 0 N/A N/A N/A Legend 0 612 354 AM Noon PM . RAW COUNT SUMMARIES Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds AM PERIOD COUNTS Period A B C D E F G H I J K L M N O P TOTAL 7:00-7:15 0 45 24 0 4 37 0 0 11 0 35 0 0 0 0 0 156 7:15-7:30 0 41 19 0 5 65 0 0 16 0 41 0 0 0 0 0 187 7:30-7:45 0 39 37 0 6 118 0 0 7 0 75 0 0 0 0 0 282 7:45-8:00 0 82 19 0 11 172 0 0 12 1 81 0 0 0 0 0 378 8:00-8:15 0 72 24 0 7 128 0 0 11 0 77 0 0 0 0 0 319 8:15-8:30 0 65 37 0 12 114 0 0 12 1 69 0 0 0 0 0 310 8:30-8:45 0 69 34 0 6 94 0 0 6 1 53 0 0 0 0 0 263 8:45-9:00 0 49 25 0 1 94 0 0 12 1 55 0 0 0 0 0 237 NOON PERIOD COUNTS Period A B C D E F G H I J K L M N O P TOTAL 14:00-14:15 0000000 0 000000 0 0 0 14:15-14:30 0000000 0 000000 0 0 0 14:30-14:45 0000000 0 000000 0 0 0 14:45-15:00 0000000 0 000000 0 0 0 15:00-15:15 0000000 0 000000 0 0 0 15:15-15:30 0000000 0 000000 0 0 0 15:30-15:45 0000000 0 000000 0 0 0 15:45-14:00 0000000 0 000000 0 0 0 PM PERIOD COUNTS Period A B C D E F G H I J K L M N O P TOTAL 16:00-16:15 0 135 73 0 4 83 0 0 23 1 80 0 0 0 0 0 399 16:15-16:30 0 116 84 0 4 86 0 0 19 1 67 0 0 0 0 0 377 16:30-16:45 0 153 78 0 5 100 0 0 30 0 71 0 0 0 0 0 437 16:45-17:00 0 113 80 0 6 101 0 0 20 0 71 0 0 0 0 0 391 17:00-17:15 0 182 100 0 11 70 0 0 30 1 55 0 0 0 0 0 449 17:15-17:30 0 164 96 0 7 108 0 0 24 0 72 0 0 0 0 0 471 17:30-17:45 0 181 82 0 8 76 0 0 14 0 67 0 0 0 0 0 428 17:45-18:00 0 110 72 0 2 83 0 0 20 0 77 0 0 0 0 0 364 US-20 EB Northbound Southbound Eastbound Westbound 2nd East 2nd East Intersection Turning Movement Summary US-20 EB 8/25/2022 Intersection: 2nd East/2000 N Date: North/South: 2nd East Day of Week Adjustment: 100.0% East/West: 2000 N Month of Year Adjustment: 83.0% Jurisdiction: ITD Adjustment Station #: Project Title: LDS Teton River Growth Rate: 0.0% Project No: UT22-2387 Number of Years: 0 Weather: Clear AM PEAK HOUR PERIOD:7:45-8:45 AM PEAK 15 MINUTE PERIOD:7:45-8:00 AM PHF:0.84 NOON PEAK HOUR PERIOD: NOON PEAK 15 MINUTE PERIOD: NOON PHF:#### 2nd East N PM PEAK HOUR PERIOD:16:30-17:30 6 419 81 PM PEAK 15 MINUTE PERIOD:17:15-17:30 PM PHF:0.92 N/A N/A N/A 0 1 620 62 N/A 1N/A0 0 2000 N Total Enterning Vehicles 100 N/A 138 1278 2 N/A 2 4 N/A 4 #VALUE! 119 N/A 260 7 N/A 4 1960 2N/A1 2000 N 0 1 N/A 0 1 246 118 N/A 0 N/A N/A N/A Legend 3 685 353 AM Noon PM RAW COUNT SUMMARIES Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds AM PERIOD COUNTS Period A B C D E F G H I J K L M N O P TOTAL 7:00-7:15 04814017410 0 0000120 12 0144 7:15-7:30 03318011711 0 0000160 19 0169 7:30-7:45 145100171370 0 1010182 20 0252 7:45-8:00 061270242060 0 2410300 25 0380 8:00-8:15 158230121570 0 1000301 29 1312 8:15-8:30 066270161431 0 0000280 19 0300 8:30-8:45 061410101140 0 1000311 27 0286 8:45-9:00 05536061120 0 0100341 14 0259 NOON PERIOD COUNTS Period A B C D E F G H I J K L M N O P TOTAL 14:00-14:15 0000000 0 000000 0 0 0 14:15-14:30 0000000 0 000000 0 0 0 14:30-14:45 0000000 0 000000 0 0 0 14:45-15:00 0000000 0 000000 0 0 0 15:00-15:15 0000000 0 000000 0 0 0 15:15-15:30 0000000 0 000000 0 0 0 15:30-15:45 0000000 0 000000 0 0 0 15:45-14:00 0000000 0 000000 0 0 0 PM PERIOD COUNTS Period A B C D E F G H I J K L M N O P TOTAL 16:00-16:15 0127720181012 0 1000691 36 0427 16:15-16:30 112590022954 0 1020691 20 0430 16:30-16:45 11801140161022 0 4000632 31 0515 16:45-17:00 0110730231160 0 0110670 25 0416 17:00-17:15 120180018780 0 0210720 45 0498 17:15-17:30 1194860241234 0 0401580 37 0531 17:30-17:45 013990018941 0 4120641 45 0459 17:45-18:00 012384024920 0 0000670 25 0415 Intersection Turning Movement Summary 2000 N 8/25/2022 Northbound Southbound Eastbound Westbound 2nd East 2nd East 2000 N Intersection: 2nd East/1788 N Date: North/South: 2nd East Day of Week Adjustment: 100.0% East/West: 1788 N Month of Year Adjustment: 83.0% Jurisdiction: ITD Adjustment Station #: Project Title: LDS Teton River Growth Rate: 0.0% Project No: UT22-2387 Number of Years: 0 Weather: Clear AM PEAK HOUR PERIOD:7:45-8:45 AM PEAK 15 MINUTE PERIOD:7:45-8:00 AM PHF:0.85 NOON PEAK HOUR PERIOD: NOON PEAK 15 MINUTE PERIOD: NOON PHF:#### 2nd East N PM PEAK HOUR PERIOD:16:30-17:30 0 654 28 PM PEAK 15 MINUTE PERIOD:17:15-17:30 PM PHF:0.93 N/A N/A N/A 0 0 654 91 N/A 0N/A0 0 1788 N Total Enterning Vehicles 35 N/A 110 1150 0 N/A 0 0N/A0 #VALUE! 12N/A47 0 N/A 0 1774 0N/A0 1788 N 0 0 N/A 0 0 326 32 N/A 0 N/A N/A N/A Legend 0 925 10 AM Noon PM RAW COUNT SUMMARIES Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds AM PERIOD COUNTS Period A B C D E F G H I J K L M N O P TOTAL 7:00-7:15 0602011420 0 000000 2 0117 7:15-7:30 0484010780 0 000000 1 0141 7:30-7:45 05340131330 0 000010 6 0210 7:45-8:00 071140252170 0 000050 8 0340 8:00-8:15 08280271650 0 000060 7 0295 8:15-8:30 08760231430 0 000000 8 0267 8:30-8:45 08640161290 0 000010 12 0248 8:45-9:00 08440191270 0 000050 7 0246 NOON PERIOD COUNTS Period A B C D E F G H I J K L M N O P TOTAL 14:00-14:15 0000000 0 000000 0 0 0 14:15-14:30 0000000 0 000000 0 0 0 14:30-14:45 0000000 0 000000 0 0 0 14:45-15:00 0000000 0 000000 0 0 0 15:00-15:15 0000000 0 000000 0 0 0 15:15-15:30 0000000 0 000000 0 0 0 15:30-15:45 0000000 0 000000 0 0 0 15:45-14:00 0000000 0 000000 0 0 0 PM PERIOD COUNTS Period A B C D E F G H I J K L M N O P TOTAL 16:00-16:15 018460111520 0 0000120 22 0387 16:15-16:30 01964061650 0 000060 20 0397 16:30-16:45 02431061600 0 0000160 36 0462 16:45-17:00 01761051730 0 000060 13 0374 17:00-17:15 025700101410 0 0000170 36 0461 17:15-17:30 02498071800 0 000080 25 0477 17:30-17:45 02041051490 0 000070 16 0382 17:45-18:00 02002061590 0 000020 8 0377 Intersection Turning Movement Summary 1788 N 8/25/2022 Northbound Southbound Eastbound Westbound 2nd East 2nd East 1788 N Intersection: 2nd East/SH 33 Date: North/South: 2nd East Day of Week Adjustment: 100.0% East/West: SH 33 Month of Year Adjustment: 83.0% Jurisdiction: ITD Adjustment Station #: Project Title: LDS Teton River Growth Rate: 0.0% Project No: UT22-2387 Number of Years: 0 Weather: Clear AM PEAK HOUR PERIOD:7:45-8:45 AM PEAK 15 MINUTE PERIOD:7:45-8:00 AM PHF:0.83 NOON PEAK HOUR PERIOD: NOON PEAK 15 MINUTE PERIOD: NOON PHF:#### 2nd East N PM PEAK HOUR PERIOD:16:30-17:30 0 712 13 PM PEAK 15 MINUTE PERIOD:17:00-17:15 PM PHF:0.96 N/A N/A N/A 0 0 638 5 N/A 1N/A6 0 SH 33 Total Enterning Vehicles 13 N/A 11 1471 1 N/A 0 0 N/A 0 #VALUE! 269 N/A 231 0 N/A 0 2172 0N/A0 SH 33 0 0 N/A 0 0 410 135 N/A 0 N/A N/A N/A Legend 2 893 310 AM Noon PM RAW COUNT SUMMARIES Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds AM PERIOD COUNTS Period A B C D E F G H I J K L M N O P TOTAL 7:00-7:15 0662401420 0 0000170 4 0154 7:15-7:30 0611900630 0 0000330 1 0177 7:30-7:45 06318021130 0 0000300 4 0230 7:45-8:00 010137012100 0 0000920 1 0442 8:00-8:15 010142041550 0 0000781 4 0385 8:15-8:30 09423001510 0 0000630 6 1337 8:30-8:45 011433001220 0 0000360 2 0307 8:45-9:00 011133011340 0 0000570 2 1338 NOON PERIOD COUNTS Period A B C D E F G H I J K L M N O P TOTAL 14:00-14:15 0000000 0 000000 0 0 0 14:15-14:30 0000000 0 000000 0 0 0 14:30-14:45 0000000 0 000000 0 0 0 14:45-15:00 0000000 0 000000 0 0 0 15:00-15:15 0000000 0 000000 0 0 0 15:15-15:30 0000000 0 000000 0 0 0 15:30-15:45 0000000 0 000000 0 0 0 15:45-14:00 0000000 0 000000 0 0 0 PM PERIOD COUNTS Period A B C D E F G H I J K L M N O P TOTAL 16:00-16:15 018365061640 0 0000660 4 2488 16:15-16:30 021953021800 0 0000570 2 0513 16:30-16:45 122570051770 0 0000540 1 0533 16:45-17:00 017678021830 0 0000630 4 4506 17:00-17:15 024976051750 0 0000590 4 0568 17:15-17:30 124386011770 0 0000550 2 2565 17:30-17:45 018242011810 0 0000670 0 0473 17:45-18:00 019971001710 0 0000400 0 1481 Intersection Turning Movement Summary SH 33 8/25/2022 Northbound Southbound Eastbound Westbound 2nd East 2nd East SH 33 Intersection: 2nd East/SH 33 Date: North/South: 2nd East Day of Week Adjustment: 100.0% East/West: SH 33 Month of Year Adjustment: 83.0% Jurisdiction: ITD Adjustment Station #: Project Title: LDS Teton River Growth Rate: 0.0% Project No: UT22-2387 Number of Years: 0 Weather: Clear AM PEAK HOUR PERIOD:7:45-8:45 AM PEAK 15 MINUTE PERIOD:7:45-8:00 AM PHF:0.79 NOON PEAK HOUR PERIOD: NOON PEAK 15 MINUTE PERIOD: NOON PHF:#### 2nd East N PM PEAK HOUR PERIOD:16:30-17:30 48 154 2 PM PEAK 15 MINUTE PERIOD:17:15-17:30 PM PHF:0.93 N/A N/A N/A 0 51 185 0 N/A 0N/A0 0 SH 33 Total Enterning Vehicles 1N/A4 517 53 N/A 45 70 N/A 24 #VALUE! 38 N/A 36 61 N/A 22 744 35 N/A 15 SH 33 0 0N/A5 21 7928 N/A 0 N/A N/A N/A Legend 36 201 52 AM Noon PM RAW COUNT SUMMARIES Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds AM PERIOD COUNTS Period A B C D E F G H I J K L M N O P TOTAL 7:00-7:15 619400122 0 686007 0 0 70 7:15-7:30 611600274 0 821066 0 0 77 7:30-7:45 812100187 0 2170127 2 0 77 7:45-8:00 72480057160 88501218 0 0163 8:00-8:15 52720063170 82601212 0 0154 8:15-8:30 41260035120 4721816 0 0106 8:30-8:45 5161200306 0 452467 1 0 94 8:45-9:00 62050134100 7540116 0 0109 NOON PERIOD COUNTS Period A B C D E F G H I J K L M N O P TOTAL 14:00-14:15 0000000 0 000000 0 0 0 14:15-14:30 0000000 0 000000 0 0 0 14:30-14:45 0000000 0 000000 0 0 0 14:45-15:00 0000000 0 000000 0 0 0 15:00-15:15 0000000 0 000000 0 0 0 15:15-15:30 0000000 0 000000 0 0 0 15:30-15:45 0000000 0 000000 0 0 0 15:45-14:00 0000000 0 000000 0 0 0 PM PERIOD COUNTS Period A B C D E F G H I J K L M N O P TOTAL 16:00-16:15 7 45 13 0 0 52 14 0 16 13 10 0 7 8 4 0 189 16:15-16:30 11 37 7 0 4 40 8 0 14 6 11 0 5 7 0 0 150 16:30-16:45 7 49 8 0 1 36 8 0 16 19 6 0 10 10 1 0 171 16:45-17:00 7 61 13 0 1 37 10 0 13 10 8 0 10 10 1 0 181 17:00-17:15 11 45 14 0 0 42 19 0 23 14 8 0 8 6 2 0 192 17:15-17:30 11 46 17 0 0 39 11 0 18 18 13 0 8 19 0 0 200 17:30-17:45 5 33 12 0 0 40 22 0 7 17 12 0 8 6 0 0 162 17:45-18:00 13 48 7 0 0 30 10 0 12 11 8 0 6 6 0 0 151 Intersection Turning Movement Summary SH 33 8/25/2022 Northbound Southbound Eastbound Westbound 2nd East 2nd East SH 33 Appendix B – Detailed Synchro LOS  Reports  HCM 6th TWSC LDS Teton River 1: 2nd East & US 20 WB Existing AM Synchro 11 Report Fehr & Peers Page 1 Intersection Int Delay, s/veh 127.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 272 1 22 197 137 0 0 266 81 Future Vol, veh/h 0 0 0 272 1 22 197 137 0 0 266 81 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length -----200150----- Veh in Median Storage, # - 1 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 78 78 78 78 78 78 78 78 78 78 78 78 Heavy Vehicles, % 2 22111333777 Mvmt Flow 0 0 0 349 1 28 253 176 0 0 341 104 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1075 1127 176 445 0 - - - 0 Stage 1 682 682 ------- Stage 2 393 445 ------- Critical Hdwy 6.41 6.51 6.21 4.13 ----- Critical Hdwy Stg 1 5.41 5.51 ------- Critical Hdwy Stg 2 5.41 5.51 ------- Follow-up Hdwy 3.509 4.009 3.309 2.227 ----- Pot Cap-1 Maneuver ~ 244 205 870 1110 - 0 0 - - Stage 1 504 451 - - - 0 0 - - Stage 2 684 576 - - - 0 0 - - Platoon blocked, % - - - Mov Cap-1 Maneuver ~ 188 0 870 1110 ----- Mov Cap-2 Maneuver ~ 188 0 ------- Stage 1 389 0 ------- Stage 2 684 0 ------- Approach WB NB SB HCM Control Delay, s $ 416.8 5.4 0 HCM LOS F Minor Lane/Major Mvmt NBL NBTWBLn1WBLn2 SBT SBR Capacity (veh/h) 1110 - 188 870 - - HCM Lane V/C Ratio 0.228 - 1.862 0.032 - - HCM Control Delay (s) 9.2 -$ 449.6 9.3 - - HCM Lane LOS A - F A - - HCM 95th %tile Q(veh) 0.9 - 25.4 0.1 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th Signalized Intersection Summary LDS Teton River 1: 2nd East & US 20 WB Existing AM_Mitigated Synchro 11 Report Fehr & Peers Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 272 1 22 197 137 0 0 266 81 Future Volume (veh/h) 0 0 0 272 1 22 197 137 0 0 266 81 Initial Q (Qb), veh 000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1885 1885 1885 1856 1856 0 0 1796 1796 Adj Flow Rate, veh/h 349 1 2 253 176 0 0 341 78 Peak Hour Factor 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 Percent Heavy Veh, %111330077 Cap, veh/h 436 1 389 461 887 0 0 676 155 Arrive On Green 0.24 0.24 0.24 0.48 0.48 0.00 0.00 0.48 0.48 Sat Flow, veh/h 1791 5 1598 960 1856 0 0 1414 324 Grp Volume(v), veh/h 350 0 2 253 176 0 0 0 419 Grp Sat Flow(s),veh/h/ln 1796 0 1598 960 1856 0 0 0 1738 Q Serve(g_s), s 8.1 0.0 0.0 10.9 2.4 0.0 0.0 0.0 7.4 Cycle Q Clear(g_c), s 8.1 0.0 0.0 18.3 2.4 0.0 0.0 0.0 7.4 Prop In Lane 1.00 1.00 1.00 0.00 0.00 0.19 Lane Grp Cap(c), veh/h 437 0 389 461 887 0 0 0 831 V/C Ratio(X) 0.80 0.00 0.01 0.55 0.20 0.00 0.00 0.00 0.50 Avail Cap(c_a), veh/h 759 0 676 625 1202 0 0 0 1126 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 15.8 0.0 12.7 14.3 6.7 0.0 0.0 0.0 8.0 Incr Delay (d2), s/veh 1.3 0.0 0.0 0.4 0.0 0.0 0.0 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.7 0.0 0.0 1.7 0.6 0.0 0.0 0.0 1.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 17.1 0.0 12.7 14.7 6.7 0.0 0.0 0.0 8.2 LnGrp LOS BABBAAAAA Approach Vol, veh/h 352 429 419 Approach Delay, s/veh 17.1 11.4 8.2 Approach LOS B B A Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 27.4 27.4 17.0 Change Period (Y+Rc), s * 6.2 * 6.2 6.2 Max Green Setting (Gmax), s * 29 * 29 18.8 Max Q Clear Time (g_c+I1), s 20.3 9.4 10.1 Green Ext Time (p_c), s 0.9 1.4 0.8 Intersection Summary HCM 6th Ctrl Delay 11.9 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC LDS Teton River 2: 2nd East & US 20 EB Existing AM Synchro 11 Report Fehr & Peers Page 2 Intersection Int Delay, s/veh 13.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 41 3 280 0000288114365080 Future Vol, veh/h 41 3 280 0000288114365080 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length --------0100-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 84 84 84 84 84 84 84 84 84 84 84 84 Heavy Vehicles, % 1 11222222333 Mvmt Flow 49 4 333 0000343136436050 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1102 1170 605 - 0 0 479 0 0 Stage 1 691 691 ------- Stage 2 411 479 ------- Critical Hdwy 6.41 6.51 6.21 - - - 4.13 - - Critical Hdwy Stg 1 5.41 5.51 ------- Critical Hdwy Stg 2 5.41 5.51 ------- Follow-up Hdwy 3.509 4.009 3.309 - - - 2.227 - - Pot Cap-1 Maneuver 235 194 500 0 - - 1078 - 0 Stage 1 499 447 - 0 ----0 Stage 2 671 557 - 0 ----0 Platoon blocked, % - - - Mov Cap-1 Maneuver 226 0 500 - - - 1078 - - Mov Cap-2 Maneuver 226 0 ------- Stage 1 499 0 ------- Stage 2 644 0 ------- Approach EB NB SB HCM Control Delay, s 51.5 0 0.6 HCM LOS F Minor Lane/Major Mvmt NBT NBREBLn1 SBL SBT Capacity (veh/h) - - 433 1078 - HCM Lane V/C Ratio - - 0.891 0.04 - HCM Control Delay (s) - - 51.5 8.5 - HCM Lane LOS - - F A - HCM 95th %tile Q(veh) - - 9.4 0.1 - HCM 6th Signalized Intersection Summary LDS Teton River 2: 2nd East & US 20 EB Existing AM_Mitigated Synchro 11 Report Fehr & Peers Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 41 3 280 0000288114365080 Future Volume (veh/h) 41 3 280 0000288114365080 Initial Q (Qb), veh 0 0 0 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1885 1885 1885 0 1870 1870 1856 1856 0 Adj Flow Rate, veh/h 49 4 146 0 343 46 43 605 0 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, % 1 1 1 022330 Cap, veh/h 66 5 195 0 790 669 530 783 0 Arrive On Green 0.16 0.16 0.16 0.00 0.42 0.42 0.42 0.42 0.00 Sat Flow, veh/h 406 33 1209 0 1870 1585 987 1856 0 Grp Volume(v), veh/h 199 0 0 0 343 46 43 605 0 Grp Sat Flow(s),veh/h/ln1647 0 0 0 1870 1585 987 1856 0 Q Serve(g_s), s 3.4 0.0 0.0 0.0 3.9 0.5 1.0 8.3 0.0 Cycle Q Clear(g_c), s 3.4 0.0 0.0 0.0 3.9 0.5 4.8 8.3 0.0 Prop In Lane 0.25 0.73 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 266 0 0 0 790 669 530 783 0 V/C Ratio(X) 0.75 0.00 0.00 0.00 0.43 0.07 0.08 0.77 0.00 Avail Cap(c_a), veh/h 1040 0 0 0 1808 1532 1068 1794 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh11.9 0.0 0.0 0.0 6.1 5.1 7.8 7.4 0.0 Incr Delay (d2), s/veh 1.6 0.0 0.0 0.0 0.1 0.0 0.0 0.6 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.9 0.0 0.0 0.0 0.6 0.1 0.1 1.2 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 13.5 0.0 0.0 0.0 6.2 5.1 7.8 8.0 0.0 LnGrp LOS B A A AAAAAA Approach Vol, veh/h 199 389 648 Approach Delay, s/veh 13.5 6.1 8.0 Approach LOS B A A Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 18.8 11.0 18.8 Change Period (Y+Rc), s * 6.2 * 6.2 * 6.2 Max Green Setting (Gmax), s * 29 * 19 * 29 Max Q Clear Time (g_c+I1), s 5.9 5.4 10.3 Green Ext Time (p_c), s 1.2 0.5 2.2 Intersection Summary HCM 6th Ctrl Delay 8.3 HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary LDS Teton River 3: 2nd East & Moody Rd Existing AM Synchro 11 Report Fehr & Peers Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 4 4 1 119 2 100 1 246 118 62 620 1 Future Volume (veh/h) 4 4 1 119 2 100 1 246 118 62 620 1 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1796 1796 1796 1796 1796 1796 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 5 5 0 142 2 12 1 293 65 74 738 1 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, %777777222222 Cap, veh/h 272 240 0 488 59 354 249 1244 272 618 921 1 Arrive On Green 0.27 0.27 0.00 0.27 0.27 0.27 0.00 0.43 0.43 0.07 0.49 0.49 Sat Flow, veh/h 667 905 0 1355 222 1334 1781 2899 633 1781 1867 3 Grp Volume(v), veh/h 10 0 0 142 0 14 1 178 180 74 0 739 Grp Sat Flow(s),veh/h/ln 1572 0 0 1355 0 1556 1781 1777 1755 1781 0 1870 Q Serve(g_s), s 0.0 0.0 0.0 4.6 0.0 0.4 0.0 3.6 3.7 1.2 0.0 18.7 Cycle Q Clear(g_c), s 0.2 0.0 0.0 4.8 0.0 0.4 0.0 3.6 3.7 1.2 0.0 18.7 Prop In Lane 0.50 0.00 1.00 0.86 1.00 0.36 1.00 0.00 Lane Grp Cap(c), veh/h 513 0 0 488 0 413 249 762 753 618 0 922 V/C Ratio(X) 0.02 0.00 0.00 0.29 0.00 0.03 0.00 0.23 0.24 0.12 0.00 0.80 Avail Cap(c_a), veh/h 798 0 0 740 0 702 732 1116 1102 673 0 1174 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 15.3 0.0 0.0 17.0 0.0 15.4 10.3 10.2 10.3 7.6 0.0 12.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.7 0.0 0.1 0.0 0.3 0.3 0.0 0.0 4.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.0 0.0 1.4 0.0 0.1 0.0 1.1 1.2 0.3 0.0 6.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 15.4 0.0 0.0 17.7 0.0 15.5 10.3 10.6 10.6 7.7 0.0 16.5 LnGrp LOS BAABABBBBAAB Approach Vol, veh/h 10 156 359 813 Approach Delay, s/veh 15.4 17.5 10.6 15.7 Approach LOS BBBB Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 19.5 8.3 28.7 19.5 4.7 32.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 25.5 5.5 35.5 25.5 15.5 35.5 Max Q Clear Time (g_c+I1), s 6.8 3.2 5.7 2.2 2.0 20.7 Green Ext Time (p_c), s 0.9 0.0 3.9 0.0 0.0 7.1 Intersection Summary HCM 6th Ctrl Delay 14.5 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. HCM 6th Signalized Intersection Summary LDS Teton River 4: 2nd East & Stationery Pl Existing AM Synchro 11 Report Fehr & Peers Page 4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 12 35 326 32 91 654 Future Volume (veh/h) 12 35 326 32 91 654 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 14 0 388 27 108 779 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, % 2 22222 Cap, veh/h 33 29 2415 167 893 2545 Arrive On Green 0.02 0.00 0.72 0.72 0.72 0.72 Sat Flow, veh/h 1781 1585 3465 234 971 3647 Grp Volume(v), veh/h 14 0 204 211 108 779 Grp Sat Flow(s),veh/h/ln1781 1585 1777 1828 971 1777 Q Serve(g_s), s 0.2 0.0 1.1 1.1 1.2 2.5 Cycle Q Clear(g_c), s 0.2 0.0 1.1 1.1 2.4 2.5 Prop In Lane 1.00 1.00 0.13 1.00 Lane Grp Cap(c), veh/h 33 29 1273 1310 893 2545 V/C Ratio(X) 0.43 0.00 0.16 0.16 0.12 0.31 Avail Cap(c_a), veh/h 628 559 2064 2124 1325 4129 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh15.0 0.0 1.4 1.4 1.8 1.6 Incr Delay (d2), s/veh 3.3 0.0 0.3 0.3 0.3 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.1 0.0 0.1 0.1 0.1 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.3 0.0 1.7 1.7 2.1 1.9 LnGrp LOS B AAAAA Approach Vol, veh/h 14 415 887 Approach Delay, s/veh 18.3 1.7 1.9 Approach LOS B A A Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 26.2 4.7 26.2 Change Period (Y+Rc), s * 4.1 * 4.1 * 4.1 Max Green Setting (Gmax), s * 36 * 11 * 36 Max Q Clear Time (g_c+I1), s 3.1 2.2 4.5 Green Ext Time (p_c), s 7.7 0.0 17.7 Intersection Summary HCM 6th Ctrl Delay 2.0 HCM 6th LOS A Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary LDS Teton River 5: 2nd East & SH 33 Existing AM Synchro 11 Report Fehr & Peers Page 5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 269 13 410 135 5 638 Future Volume (veh/h) 269 13 410 135 5 638 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 324 2 494 147 6 769 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, % 2 22222 Cap, veh/h 354 315 1889 559 35 2426 Arrive On Green 0.20 0.20 0.70 0.70 0.70 0.70 Sat Flow, veh/h 1781 1585 2797 800 7 3556 Grp Volume(v), veh/h 324 2 324 317 415 360 Grp Sat Flow(s),veh/h/ln1781 1585 1777 1726 1861 1617 Q Serve(g_s), s 21.4 0.1 8.0 8.1 0.0 10.4 Cycle Q Clear(g_c), s 21.4 0.1 8.0 8.1 10.3 10.4 Prop In Lane 1.00 1.00 0.46 0.01 Lane Grp Cap(c), veh/h 354 315 1242 1206 1331 1130 V/C Ratio(X) 0.92 0.01 0.26 0.26 0.31 0.32 Avail Cap(c_a), veh/h 1095 975 1242 1206 1331 1130 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.98 0.98 Uniform Delay (d), s/veh47.1 38.6 6.6 6.7 7.0 7.0 Incr Delay (d2), s/veh 4.0 0.0 0.5 0.5 0.6 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln9.6 0.0 2.9 2.9 3.7 3.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 51.2 38.6 7.2 7.2 7.6 7.7 LnGrp LOS D D AAAA Approach Vol, veh/h 326 641 775 Approach Delay, s/veh 51.1 7.2 7.6 Approach LOS D A A Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 90.0 30.0 90.0 Change Period (Y+Rc), s * 6.1 * 6.2 * 6.1 Max Green Setting (Gmax), s * 34 * 74 * 34 Max Q Clear Time (g_c+I1), s 12.4 23.4 10.1 Green Ext Time (p_c), s 2.6 0.4 2.5 Intersection Summary HCM 6th Ctrl Delay 15.6 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC LDS Teton River 6: SH 33 & Moody Rd Existing AM Synchro 11 Report Fehr & Peers Page 6 Intersection Int Delay, s/veh 4.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 24 22 15 38 53 1 21 79 28 0 185 51 Future Vol, veh/h 24 22 15 38 53 1 21 79 28 0 185 51 Conflicting Peds, #/hr 0 00000400004 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 175 - 175 --------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 94 79 79 79 79 79 79 79 79 79 79 79 Heavy Vehicles, % 7 77888222444 Mvmt Flow 26 28 19 48 67 1 27 100 35 0 234 65 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 477 460 271 462 475 118 303 0 0 135 0 0 Stage 1 271 271 - 172 172 ------- Stage 2 206 189 - 290 303 ------- Critical Hdwy 7.17 6.57 6.27 7.18 6.58 6.28 4.12 - - 4.14 - - Critical Hdwy Stg 1 6.17 5.57 - 6.18 5.58 ------- Critical Hdwy Stg 2 6.17 5.57 - 6.18 5.58 ------- Follow-up Hdwy 3.563 4.063 3.363 3.572 4.072 3.372 2.218 - - 2.236 - - Pot Cap-1 Maneuver 490 491 756 500 480 918 1258 - - 1437 - - Stage 1 724 676 - 816 745 ------- Stage 2 785 734 - 705 653 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 426 478 753 458 467 918 1253 - - 1437 - - Mov Cap-2 Maneuver 426 478 - 458 467 ------- Stage 1 704 673 - 797 728 ------- Stage 2 695 717 - 659 650 ------- Approach EB WB NB SB HCM Control Delay, s 12.5 15.3 1.3 0 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2EBLn3WBLn1 SBL SBT SBR Capacity (veh/h) 1253 - - 426 478 753 466 1437 - - HCM Lane V/C Ratio 0.021 - - 0.06 0.058 0.025 0.25 - - - HCM Control Delay (s) 7.9 0 - 14 13 9.9 15.3 0 - - HCM Lane LOS A A - B B A C A - - HCM 95th %tile Q(veh) 0.1 - - 0.2 0.2 0.1 1 0 - - HCM 6th TWSC LDS Teton River 1: 2nd East & US 20 WB Existing PM Synchro 11 Report Fehr & Peers Page 1 Intersection Int Delay, s/veh 108.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 202 1 13 348 371 0 0 209 66 Future Vol, veh/h 0 0 0 202 1 13 348 371 0 0 209 66 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length -----200150----- Veh in Median Storage, # - 1 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91 Heavy Vehicles, % 2 22111333777 Mvmt Flow 0 0 0 222 1 14 382 408 0 0 230 73 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1439 1475 408 303 0 - - - 0 Stage 1 1172 1172 ------- Stage 2 267 303 ------- Critical Hdwy 6.41 6.51 6.21 4.13 ----- Critical Hdwy Stg 1 5.41 5.51 ------- Critical Hdwy Stg 2 5.41 5.51 ------- Follow-up Hdwy 3.509 4.009 3.309 2.227 ----- Pot Cap-1 Maneuver ~ 147 127 645 1252 - 0 0 - - Stage 1 296 267 - - - 0 0 - - Stage 2 780 665 - - - 0 0 - - Platoon blocked, % - - - Mov Cap-1 Maneuver ~ 102 0 645 1252 ----- Mov Cap-2 Maneuver ~ 102 0 ------- Stage 1 ~ 206 0 ------- Stage 2 780 0 ------- Approach WB NB SB HCM Control Delay, s $ 595.6 4.4 0 HCM LOS F Minor Lane/Major Mvmt NBL NBTWBLn1WBLn2 SBT SBR Capacity (veh/h) 1252 - 102 645 - - HCM Lane V/C Ratio 0.305 - 2.187 0.022 - - HCM Control Delay (s) 9.1 -$ 633.1 10.7 - - HCM Lane LOS A - F B - - HCM 95th %tile Q(veh) 1.3 - 19.4 0.1 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th Signalized Intersection Summary LDS Teton River 1: 2nd East & US 20 WB Existing PM_Mitigated Synchro 11 Report Fehr & Peers Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 202 1 13 348 371 0 0 209 66 Future Volume (veh/h) 0 0 0 202 1 13 348 371 0 0 209 66 Initial Q (Qb), veh 000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1885 1885 1885 1856 1856 0 0 1796 1796 Adj Flow Rate, veh/h 222 1 2 382 408 0 0 230 53 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %111330077 Cap, veh/h 299 1 267 641 952 0 0 724 167 Arrive On Green 0.17 0.17 0.17 0.51 0.51 0.00 0.00 0.51 0.51 Sat Flow, veh/h 1788 8 1598 1087 1856 0 0 1412 325 Grp Volume(v), veh/h 223 0 2 382 408 0 0 0 283 Grp Sat Flow(s),veh/h/ln 1796 0 1598 1087 1856 0 0 0 1738 Q Serve(g_s), s 4.6 0.0 0.0 12.2 5.3 0.0 0.0 0.0 3.7 Cycle Q Clear(g_c), s 4.6 0.0 0.0 15.9 5.3 0.0 0.0 0.0 3.7 Prop In Lane 1.00 1.00 1.00 0.00 0.00 0.19 Lane Grp Cap(c), veh/h 300 0 267 641 952 0 0 0 891 V/C Ratio(X) 0.74 0.00 0.01 0.60 0.43 0.00 0.00 0.00 0.32 Avail Cap(c_a), veh/h 834 0 742 914 1418 0 0 0 1328 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 15.3 0.0 13.5 10.1 5.9 0.0 0.0 0.0 5.5 Incr Delay (d2), s/veh 1.4 0.0 0.0 0.3 0.1 0.0 0.0 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 0.0 0.0 1.7 0.9 0.0 0.0 0.0 0.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 16.7 0.0 13.5 10.4 6.0 0.0 0.0 0.0 5.6 LnGrp LOS BABBAAAAA Approach Vol, veh/h 225 790 283 Approach Delay, s/veh 16.7 8.1 5.6 Approach LOS B A A Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 26.1 26.1 12.7 Change Period (Y+Rc), s * 6.2 * 6.2 6.2 Max Green Setting (Gmax), s * 30 * 30 18.0 Max Q Clear Time (g_c+I1), s 17.9 5.7 6.6 Green Ext Time (p_c), s 2.0 0.9 0.5 Intersection Summary HCM 6th Ctrl Delay 9.1 HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC LDS Teton River 2: 2nd East & US 20 EB Existing PM Synchro 11 Report Fehr & Peers Page 2 Intersection Int Delay, s/veh 26 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 104 1 269 0000612354293790 Future Vol, veh/h 104 1 269 0000612354293790 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length --------0100-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 1 11222222333 Mvmt Flow 112 1 289 0000658381314080 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1319 1509 408 - 0 0 1039 0 0 Stage 1 470 470 ------- Stage 2 849 1039 ------- Critical Hdwy 6.41 6.51 6.21 - - - 4.13 - - Critical Hdwy Stg 1 5.41 5.51 ------- Critical Hdwy Stg 2 5.41 5.51 ------- Follow-up Hdwy 3.509 4.009 3.309 - - - 2.227 - - Pot Cap-1 Maneuver 174 121 645 0 - - 665 - 0 Stage 1 631 562 - 0 ----0 Stage 2 421 309 - 0 ----0 Platoon blocked, % - - - Mov Cap-1 Maneuver 166 0 645 - - - 665 - - Mov Cap-2 Maneuver 166 0 ------- Stage 1 631 0 ------- Stage 2 401 0 ------- Approach EB NB SB HCM Control Delay, s 120.5 0 0.8 HCM LOS F Minor Lane/Major Mvmt NBT NBREBLn1 SBL SBT Capacity (veh/h) - - 357 665 - HCM Lane V/C Ratio - - 1.126 0.047 - HCM Control Delay (s) - - 120.5 10.7 - HCM Lane LOS - - F B - HCM 95th %tile Q(veh) - - 15.4 0.1 - HCM 6th Signalized Intersection Summary LDS Teton River 2: 2nd East & US 20 EB Existing PM_Mitigated Synchro 11 Report Fehr & Peers Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 104 1 269 0000612354293790 Future Volume (veh/h) 104 1 269 0000612354293790 Initial Q (Qb), veh 0 0 0 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1885 1885 1885 0 1870 1870 1856 1856 0 Adj Flow Rate, veh/h 112 1 111 0 658 163 31 408 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 1 1 1 022330 Cap, veh/h 150 1 149 0 835 707 315 828 0 Arrive On Green 0.18 0.18 0.18 0.00 0.45 0.45 0.45 0.45 0.00 Sat Flow, veh/h 846 8 838 0 1870 1585 661 1856 0 Grp Volume(v), veh/h 224 0 0 0 658 163 31 408 0 Grp Sat Flow(s),veh/h/ln1692 0 0 0 1870 1585 661 1856 0 Q Serve(g_s), s 4.1 0.0 0.0 0.0 9.9 2.1 1.4 5.1 0.0 Cycle Q Clear(g_c), s 4.1 0.0 0.0 0.0 9.9 2.1 11.3 5.1 0.0 Prop In Lane 0.50 0.50 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 300 0 0 0 835 707 315 828 0 V/C Ratio(X) 0.75 0.00 0.00 0.00 0.79 0.23 0.10 0.49 0.00 Avail Cap(c_a), veh/h 925 0 0 0 1681 1424 614 1667 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh12.8 0.0 0.0 0.0 7.8 5.6 12.6 6.5 0.0 Incr Delay (d2), s/veh 1.4 0.0 0.0 0.0 0.6 0.1 0.1 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.1 0.0 0.0 0.0 1.7 0.3 0.1 0.8 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 14.2 0.0 0.0 0.0 8.4 5.7 12.7 6.6 0.0 LnGrp LOS B A A AAABAA Approach Vol, veh/h 224 821 439 Approach Delay, s/veh 14.2 7.9 7.1 Approach LOS B A A Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 20.9 12.0 20.9 Change Period (Y+Rc), s * 6.2 * 6.2 * 6.2 Max Green Setting (Gmax), s * 30 * 18 * 30 Max Q Clear Time (g_c+I1), s 11.9 6.1 13.3 Green Ext Time (p_c), s 2.6 0.6 1.4 Intersection Summary HCM 6th Ctrl Delay 8.6 HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary LDS Teton River 3: 2nd East & Moody Rd Existing PM Synchro 11 Report Fehr & Peers Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 4 7 2 260 2 138 3 685 353 81 419 6 Future Volume (veh/h) 4 7 2 260 2 138 3 685 353 81 419 6 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1796 1796 1796 1796 1796 1796 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 4 8 1 280 2 36 3 737 295 87 451 5 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %777777222222 Cap, veh/h 170 298 32 468 21 373 464 1110 444 362 942 10 Arrive On Green 0.26 0.26 0.26 0.26 0.26 0.26 0.01 0.45 0.45 0.07 0.51 0.51 Sat Flow, veh/h 356 1162 126 1350 81 1454 1781 2476 991 1781 1846 20 Grp Volume(v), veh/h 13 0 0 280 0 38 3 529 503 87 0 456 Grp Sat Flow(s),veh/h/ln 1644 0 0 1350 0 1535 1781 1777 1691 1781 0 1867 Q Serve(g_s), s 0.0 0.0 0.0 11.2 0.0 1.1 0.0 14.0 14.0 1.5 0.0 9.5 Cycle Q Clear(g_c), s 0.3 0.0 0.0 11.6 0.0 1.1 0.0 14.0 14.0 1.5 0.0 9.5 Prop In Lane 0.31 0.08 1.00 0.95 1.00 0.59 1.00 0.01 Lane Grp Cap(c), veh/h 500 0 0 468 0 393 464 797 758 362 0 953 V/C Ratio(X) 0.03 0.00 0.00 0.60 0.00 0.10 0.01 0.66 0.66 0.24 0.00 0.48 Avail Cap(c_a), veh/h 769 0 0 696 0 653 910 1052 1001 401 0 1105 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 16.7 0.0 0.0 20.8 0.0 17.0 7.7 13.0 13.0 9.3 0.0 9.5 Incr Delay (d2), s/veh 0.0 0.0 0.0 2.6 0.0 0.2 0.0 2.0 2.2 0.1 0.0 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.0 0.0 3.6 0.0 0.4 0.0 4.7 4.5 0.4 0.0 3.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 16.8 0.0 0.0 23.5 0.0 17.2 7.7 15.0 15.1 9.4 0.0 10.3 LnGrp LOS B A A C ABABBAAB Approach Vol, veh/h 13 318 1035 543 Approach Delay, s/veh 16.8 22.7 15.1 10.2 Approach LOS B C B B Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 19.9 8.7 31.4 19.9 5.0 35.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 25.5 5.5 35.5 25.5 15.5 35.5 Max Q Clear Time (g_c+I1), s 13.6 3.5 16.0 2.3 2.0 11.5 Green Ext Time (p_c), s 1.8 0.0 10.9 0.0 0.0 5.1 Intersection Summary HCM 6th Ctrl Delay 15.0 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. HCM 6th Signalized Intersection Summary LDS Teton River 4: 2nd East & Stationery Pl Existing PM Synchro 11 Report Fehr & Peers Page 4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 47 110 925 10 28 654 Future Volume (veh/h) 47 110 925 10 28 654 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 51 4 995 10 30 703 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 22222 Cap, veh/h 105 93 2560 26 539 2524 Arrive On Green 0.06 0.06 0.71 0.71 0.71 0.71 Sat Flow, veh/h 1781 1585 3698 36 561 3647 Grp Volume(v), veh/h 51 4 490 515 30 703 Grp Sat Flow(s),veh/h/ln1781 1585 1777 1864 561 1777 Q Serve(g_s), s 1.0 0.1 3.9 3.9 0.8 2.5 Cycle Q Clear(g_c), s 1.0 0.1 3.9 3.9 4.7 2.5 Prop In Lane 1.00 1.00 0.02 1.00 Lane Grp Cap(c), veh/h 105 93 1262 1324 539 2524 V/C Ratio(X) 0.49 0.04 0.39 0.39 0.06 0.28 Avail Cap(c_a), veh/h 546 486 1795 1883 707 3591 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh16.2 15.8 2.1 2.1 3.0 1.9 Incr Delay (d2), s/veh 1.3 0.1 0.9 0.9 0.2 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.4 0.0 0.3 0.3 0.0 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 17.5 15.8 3.0 2.9 3.2 2.1 LnGrp LOS B BAAAA Approach Vol, veh/h 55 1005 733 Approach Delay, s/veh 17.4 2.9 2.2 Approach LOS B A A Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 29.3 6.2 29.3 Change Period (Y+Rc), s * 4.1 * 4.1 * 4.1 Max Green Setting (Gmax), s * 36 * 11 * 36 Max Q Clear Time (g_c+I1), s 5.9 3.0 6.7 Green Ext Time (p_c), s 19.3 0.0 14.4 Intersection Summary HCM 6th Ctrl Delay 3.1 HCM 6th LOS A Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary LDS Teton River 5: 2nd East & SH 33 Existing PM Synchro 11 Report Fehr & Peers Page 5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 231 11 893 310 13 712 Future Volume (veh/h) 231 11 893 310 13 712 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 241 2 930 307 14 742 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 22222 Cap, veh/h 271 241 1957 643 54 2506 Arrive On Green 0.15 0.15 0.75 0.75 0.75 0.75 Sat Flow, veh/h 1781 1585 2719 863 30 3446 Grp Volume(v), veh/h 241 2 628 609 396 360 Grp Sat Flow(s),veh/h/ln1781 1585 1777 1712 1774 1617 Q Serve(g_s), s 15.9 0.1 16.7 16.9 0.0 8.7 Cycle Q Clear(g_c), s 15.9 0.1 16.7 16.9 8.2 8.7 Prop In Lane 1.00 1.00 0.50 0.04 Lane Grp Cap(c), veh/h 271 241 1325 1276 1354 1206 V/C Ratio(X) 0.89 0.01 0.47 0.48 0.29 0.30 Avail Cap(c_a), veh/h 799 711 1325 1276 1354 1206 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.98 0.98 Uniform Delay (d), s/veh49.9 43.2 6.0 6.0 4.9 5.0 Incr Delay (d2), s/veh 4.0 0.0 1.2 1.3 0.5 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln7.2 0.0 5.7 5.5 2.7 2.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 53.9 43.2 7.2 7.3 5.5 5.6 LnGrp LOS D D AAAA Approach Vol, veh/h 243 1237 756 Approach Delay, s/veh 53.8 7.3 5.5 Approach LOS D A A Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 95.6 24.4 95.6 Change Period (Y+Rc), s * 6.1 * 6.2 * 6.1 Max Green Setting (Gmax), s * 54 * 54 * 54 Max Q Clear Time (g_c+I1), s 10.7 17.9 18.9 Green Ext Time (p_c), s 2.8 0.3 6.3 Intersection Summary HCM 6th Ctrl Delay 11.7 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC LDS Teton River 6: SH 33 & Moody Rd Existing PM Synchro 11 Report Fehr & Peers Page 6 Intersection Int Delay, s/veh 5.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 70 61 35 36 45 4 36 201 52 2 154 48 Future Vol, veh/h 70 61 35 36 45 4 36 201 52 2 154 48 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 175 - 175 --------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, % 7 77888222444 Mvmt Flow 74 65 37 38 48 4 38 214 55 2 164 51 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 538 539 190 563 537 242 215 0 0 269 0 0 Stage 1 194 194 - 318 318 ------- Stage 2 344 345 - 245 219 ------- Critical Hdwy 7.17 6.57 6.27 7.18 6.58 6.28 4.12 - - 4.14 - - Critical Hdwy Stg 1 6.17 5.57 - 6.18 5.58 ------- Critical Hdwy Stg 2 6.17 5.57 - 6.18 5.58 ------- Follow-up Hdwy 3.563 4.063 3.363 3.572 4.072 3.372 2.218 - - 2.236 - - Pot Cap-1 Maneuver 446 442 839 428 442 782 1355 - - 1283 - - Stage 1 796 731 - 681 643 ------- Stage 2 661 627 - 746 711 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 395 427 839 352 427 782 1355 - - 1283 - - Mov Cap-2 Maneuver 395 427 - 352 427 ------- Stage 1 770 730 - 659 622 ------- Stage 2 587 606 - 648 710 ------- Approach EB WB NB SB HCM Control Delay, s 14.3 16.6 1 0.1 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2EBLn3WBLn1 SBL SBT SBR Capacity (veh/h) 1355 - - 395 427 839 399 1283 - - HCM Lane V/C Ratio 0.028 - - 0.189 0.152 0.044 0.227 0.002 - - HCM Control Delay (s) 7.7 0 - 16.2 14.9 9.5 16.6 7.8 0 - HCM Lane LOS A A - C B A C A A - HCM 95th %tile Q(veh) 0.1 - - 0.7 0.5 0.1 0.9 0 - - HCM 6th TWSC LDS Teton River 1: 2nd East & US 20 WB Existing+P AM Synchro 11 Report Fehr & Peers Page 1 Intersection Int Delay, s/veh 230.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 334 1 22 204 144 0 0 287 81 Future Vol, veh/h 0 0 0 334 1 22 204 144 0 0 287 81 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length -----200150----- Veh in Median Storage, # - 1 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 78 78 78 78 78 78 78 78 78 78 78 78 Heavy Vehicles, % 2 22111333777 Mvmt Flow 0 0 0 428 1 28 262 185 0 0 368 104 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1129 1181 185 472 0 - - - 0 Stage 1 709 709 ------- Stage 2 420 472 ------- Critical Hdwy 6.41 6.51 6.21 4.13 ----- Critical Hdwy Stg 1 5.41 5.51 ------- Critical Hdwy Stg 2 5.41 5.51 ------- Follow-up Hdwy 3.509 4.009 3.309 2.227 ----- Pot Cap-1 Maneuver ~ 227 191 860 1085 - 0 0 - - Stage 1 490 439 - - - 0 0 - - Stage 2 665 561 - - - 0 0 - - Platoon blocked, % - - - Mov Cap-1 Maneuver ~ 172 0 860 1085 ----- Mov Cap-2 Maneuver ~ 172 0 ------- Stage 1 ~ 372 0 ------- Stage 2 665 0 ------- Approach WB NB SB HCM Control Delay, s $ 688.3 5.5 0 HCM LOS F Minor Lane/Major Mvmt NBL NBTWBLn1WBLn2 SBT SBR Capacity (veh/h) 1085 - 172 860 - - HCM Lane V/C Ratio 0.241 - 2.497 0.033 - - HCM Control Delay (s) 9.4 -$ 732.9 9.3 - - HCM Lane LOS A - F A - - HCM 95th %tile Q(veh) 0.9 - 36.6 0.1 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th Signalized Intersection Summary LDS Teton River 1: 2nd East & US 20 WB Existing+P AM_mitigated Synchro 11 Report Fehr & Peers Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 334 1 22 204 144 0 0 287 81 Future Volume (veh/h) 0 0 0 334 1 22 204 144 0 0 287 81 Initial Q (Qb), veh 000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1885 1885 1885 1856 1856 0 0 1796 1796 Adj Flow Rate, veh/h 428 1 4 262 185 0 0 368 80 Peak Hour Factor 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 Percent Heavy Veh, %111330077 Cap, veh/h 497 1 443 428 910 0 0 701 152 Arrive On Green 0.28 0.28 0.28 0.49 0.49 0.00 0.00 0.49 0.49 Sat Flow, veh/h 1791 4 1598 935 1856 0 0 1430 311 Grp Volume(v), veh/h 429 0 4 262 185 0 0 0 448 Grp Sat Flow(s),veh/h/ln 1796 0 1598 935 1856 0 0 0 1740 Q Serve(g_s), s 12.1 0.0 0.1 14.3 3.0 0.0 0.0 0.0 9.4 Cycle Q Clear(g_c), s 12.1 0.0 0.1 23.7 3.0 0.0 0.0 0.0 9.4 Prop In Lane 1.00 1.00 1.00 0.00 0.00 0.18 Lane Grp Cap(c), veh/h 498 0 443 428 910 0 0 0 854 V/C Ratio(X) 0.86 0.00 0.01 0.61 0.20 0.00 0.00 0.00 0.52 Avail Cap(c_a), veh/h 632 0 562 474 1001 0 0 0 939 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 18.3 0.0 14.0 17.5 7.7 0.0 0.0 0.0 9.3 Incr Delay (d2), s/veh 8.2 0.0 0.0 1.2 0.0 0.0 0.0 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.2 0.0 0.0 2.6 0.8 0.0 0.0 0.0 2.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 26.5 0.0 14.0 18.6 7.7 0.0 0.0 0.0 9.5 LnGrp LOS C ABBAAAAA Approach Vol, veh/h 433 447 448 Approach Delay, s/veh 26.4 14.1 9.5 Approach LOS C B A Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 32.4 32.4 21.0 Change Period (Y+Rc), s * 6.2 * 6.2 6.2 Max Green Setting (Gmax), s * 29 * 29 18.8 Max Q Clear Time (g_c+I1), s 25.7 11.4 14.1 Green Ext Time (p_c), s 0.5 1.5 0.7 Intersection Summary HCM 6th Ctrl Delay 16.6 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC LDS Teton River 2: 2nd East & US 20 EB Existing+P AM Synchro 11 Report Fehr & Peers Page 2 Intersection Int Delay, s/veh 25.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 41 3 301 0000302135365910 Future Vol, veh/h 41 3 301 0000302135365910 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length --------0100-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 84 84 84 84 84 84 84 84 84 84 84 84 Heavy Vehicles, % 1 11222222333 Mvmt Flow 49 4 358 0000360161437040 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1231 1311 704 - 0 0 521 0 0 Stage 1 790 790 ------- Stage 2 441 521 ------- Critical Hdwy 6.41 6.51 6.21 - - - 4.13 - - Critical Hdwy Stg 1 5.41 5.51 ------- Critical Hdwy Stg 2 5.41 5.51 ------- Follow-up Hdwy 3.509 4.009 3.309 - - - 2.227 - - Pot Cap-1 Maneuver 197 160 439 0 - - 1040 - 0 Stage 1 449 403 - 0 ----0 Stage 2 651 533 - 0 ----0 Platoon blocked, % - - - Mov Cap-1 Maneuver 189 0 439 - - - 1040 - - Mov Cap-2 Maneuver 189 0 ------- Stage 1 449 0 ------- Stage 2 624 0 ------- Approach EB NB SB HCM Control Delay, s 103.9 0 0.5 HCM LOS F Minor Lane/Major Mvmt NBT NBREBLn1 SBL SBT Capacity (veh/h) - - 379 1040 - HCM Lane V/C Ratio - - 1.084 0.041 - HCM Control Delay (s) - - 103.9 8.6 - HCM Lane LOS - - F A - HCM 95th %tile Q(veh) - - 14.6 0.1 - HCM 6th Signalized Intersection Summary LDS Teton River 2: 2nd East & US 20 EB Existing+P AM_mitigated Synchro 11 Report Fehr & Peers Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 41 3 301 0000302135365910 Future Volume (veh/h) 41 3 301 0000302135365910 Initial Q (Qb), veh 0 0 0 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1885 1885 1885 0 1870 1870 1856 1856 0 Adj Flow Rate, veh/h 49 4 220 0 360 59 43 704 0 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, % 1 1 1 022330 Cap, veh/h 63 5 285 0 850 720 502 843 0 Arrive On Green 0.22 0.22 0.22 0.00 0.45 0.45 0.45 0.45 0.00 Sat Flow, veh/h 293 24 1316 0 1870 1585 960 1856 0 Grp Volume(v), veh/h 273 0 0 0 360 59 43 704 0 Grp Sat Flow(s),veh/h/ln1634 0 0 0 1870 1585 960 1856 0 Q Serve(g_s), s 5.9 0.0 0.0 0.0 4.9 0.8 1.2 12.6 0.0 Cycle Q Clear(g_c), s 5.9 0.0 0.0 0.0 4.9 0.8 6.1 12.6 0.0 Prop In Lane 0.18 0.81 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 354 0 0 0 850 720 502 843 0 V/C Ratio(X) 0.77 0.00 0.00 0.00 0.42 0.08 0.09 0.84 0.00 Avail Cap(c_a), veh/h 815 0 0 0 1430 1212 800 1419 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh13.9 0.0 0.0 0.0 6.9 5.8 9.0 9.0 0.0 Incr Delay (d2), s/veh 1.4 0.0 0.0 0.0 0.1 0.0 0.0 0.9 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.7 0.0 0.0 0.0 1.0 0.1 0.2 2.6 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 15.2 0.0 0.0 0.0 7.1 5.8 9.0 9.9 0.0 LnGrp LOS B A A AAAAAA Approach Vol, veh/h 273 419 747 Approach Delay, s/veh 15.2 6.9 9.8 Approach LOS B A A Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 23.3 14.4 23.3 Change Period (Y+Rc), s * 6.2 * 6.2 * 6.2 Max Green Setting (Gmax), s * 29 * 19 * 29 Max Q Clear Time (g_c+I1), s 6.9 7.9 14.6 Green Ext Time (p_c), s 1.2 0.7 2.5 Intersection Summary HCM 6th Ctrl Delay 10.0 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary LDS Teton River 3: 2nd East & Moody Rd Existing+P AM Synchro 11 Report Fehr & Peers Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 11 10 18 119 18 104 50 279 118 64 631 22 Future Volume (veh/h) 11 10 18 119 18 104 50 279 118 64 631 22 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1796 1796 1796 1796 1796 1796 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 13 12 2 142 21 12 60 332 79 76 751 25 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, %777777222222 Cap, veh/h 218 181 26 411 239 136 356 1471 345 656 858 29 Arrive On Green 0.22 0.22 0.22 0.22 0.22 0.22 0.10 0.52 0.52 0.06 0.48 0.48 Sat Flow, veh/h 625 811 115 1344 1073 613 1781 2855 670 1781 1800 60 Grp Volume(v), veh/h 27 0 0 142 0 33 60 205 206 76 0 776 Grp Sat Flow(s),veh/h/ln 1551 0 0 1344 0 1686 1781 1777 1749 1781 0 1860 Q Serve(g_s), s 0.0 0.0 0.0 5.1 0.0 1.0 1.0 4.3 4.4 1.3 0.0 25.2 Cycle Q Clear(g_c), s 0.8 0.0 0.0 5.9 0.0 1.0 1.0 4.3 4.4 1.3 0.0 25.2 Prop In Lane 0.48 0.07 1.00 0.36 1.00 0.38 1.00 0.03 Lane Grp Cap(c), veh/h 424 0 0 411 0 375 356 915 901 656 0 887 V/C Ratio(X) 0.06 0.00 0.00 0.35 0.00 0.09 0.17 0.22 0.23 0.12 0.00 0.88 Avail Cap(c_a), veh/h 660 0 0 620 0 638 588 936 922 691 0 980 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 20.7 0.0 0.0 22.6 0.0 20.8 11.4 9.0 9.0 6.5 0.0 15.8 Incr Delay (d2), s/veh 0.1 0.0 0.0 1.1 0.0 0.2 0.3 0.3 0.3 0.0 0.0 9.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.0 0.0 1.9 0.0 0.4 0.3 1.3 1.4 0.3 0.0 10.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 20.8 0.0 0.0 23.7 0.0 21.0 11.7 9.2 9.3 6.5 0.0 25.3 LnGrp LOS C A A C A C BAAAAC Approach Vol, veh/h 27 175 471 852 Approach Delay, s/veh 20.8 23.1 9.6 23.6 Approach LOS C C A C Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 19.5 8.7 39.2 19.5 11.2 36.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 25.5 5.5 35.5 25.5 15.5 35.5 Max Q Clear Time (g_c+I1), s 7.9 3.3 6.4 2.8 3.0 27.2 Green Ext Time (p_c), s 1.1 0.0 4.6 0.1 0.1 4.9 Intersection Summary HCM 6th Ctrl Delay 19.2 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. HCM 6th Signalized Intersection Summary LDS Teton River 4: 2nd East & Stationery Pl Existing+P AM Synchro 11 Report Fehr & Peers Page 4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 12 35 408 32 91 682 Future Volume (veh/h) 12 35 408 32 91 682 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 14 0 486 30 108 812 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, % 2 22222 Cap, veh/h 33 29 2465 152 826 2577 Arrive On Green 0.02 0.00 0.73 0.73 0.73 0.73 Sat Flow, veh/h 1781 1585 3494 209 885 3647 Grp Volume(v), veh/h 14 0 253 263 108 812 Grp Sat Flow(s),veh/h/ln1781 1585 1777 1833 885 1777 Q Serve(g_s), s 0.2 0.0 1.5 1.5 1.4 2.6 Cycle Q Clear(g_c), s 0.2 0.0 1.5 1.5 2.9 2.6 Prop In Lane 1.00 1.00 0.11 1.00 Lane Grp Cap(c), veh/h 33 29 1288 1329 826 2577 V/C Ratio(X) 0.43 0.00 0.20 0.20 0.13 0.32 Avail Cap(c_a), veh/h 608 541 1996 2059 1179 3992 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh15.5 0.0 1.4 1.4 1.9 1.6 Incr Delay (d2), s/veh 3.3 0.0 0.3 0.3 0.3 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.1 0.0 0.1 0.1 0.1 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.8 0.0 1.7 1.7 2.2 1.9 LnGrp LOS B AAAAA Approach Vol, veh/h 14 516 920 Approach Delay, s/veh 18.8 1.7 1.9 Approach LOS B A A Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 27.3 4.7 27.3 Change Period (Y+Rc), s * 4.1 * 4.1 * 4.1 Max Green Setting (Gmax), s * 36 * 11 * 36 Max Q Clear Time (g_c+I1), s 3.5 2.2 4.9 Green Ext Time (p_c), s 9.8 0.0 18.3 Intersection Summary HCM 6th Ctrl Delay 2.0 HCM 6th LOS A Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary LDS Teton River 5: 2nd East & SH 33 Existing+P AM Synchro 11 Report Fehr & Peers Page 5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 269 13 492 135 5 666 Future Volume (veh/h) 269 13 492 135 5 666 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 324 2 593 151 6 802 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, % 2 22222 Cap, veh/h 354 315 1961 498 35 2425 Arrive On Green 0.20 0.20 0.70 0.70 0.70 0.70 Sat Flow, veh/h 1781 1585 2899 713 7 3555 Grp Volume(v), veh/h 324 2 375 369 432 376 Grp Sat Flow(s),veh/h/ln1781 1585 1777 1741 1859 1617 Q Serve(g_s), s 21.4 0.1 9.7 9.7 0.0 10.9 Cycle Q Clear(g_c), s 21.4 0.1 9.7 9.7 10.9 10.9 Prop In Lane 1.00 1.00 0.41 0.01 Lane Grp Cap(c), veh/h 354 315 1242 1217 1330 1130 V/C Ratio(X) 0.92 0.01 0.30 0.30 0.32 0.33 Avail Cap(c_a), veh/h 1095 975 1242 1217 1330 1130 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.97 0.97 Uniform Delay (d), s/veh47.1 38.6 6.9 6.9 7.1 7.1 Incr Delay (d2), s/veh 4.0 0.0 0.6 0.6 0.6 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln9.6 0.0 3.5 3.5 3.9 3.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 51.2 38.6 7.5 7.5 7.7 7.8 LnGrp LOS D D AAAA Approach Vol, veh/h 326 744 808 Approach Delay, s/veh 51.1 7.5 7.8 Approach LOS D A A Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 90.0 30.0 90.0 Change Period (Y+Rc), s * 6.1 * 6.2 * 6.1 Max Green Setting (Gmax), s * 34 * 74 * 34 Max Q Clear Time (g_c+I1), s 12.9 23.4 11.7 Green Ext Time (p_c), s 2.8 0.4 2.9 Intersection Summary HCM 6th Ctrl Delay 15.2 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC LDS Teton River 6: SH 33 & Moody Rd Existing+P AM Synchro 11 Report Fehr & Peers Page 6 Intersection Int Delay, s/veh 4.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 28 26 15 38 63 1 21 79 28 0 185 61 Future Vol, veh/h 28 26 15 38 63 1 21 79 28 0 185 61 Conflicting Peds, #/hr 0 00000400004 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 175 - 175 --------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 94 79 79 79 79 79 79 79 79 79 79 79 Heavy Vehicles, % 7 77888222444 Mvmt Flow 30 33 19 48 80 1 27 100 35 0 234 77 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 489 466 277 471 487 118 315 0 0 135 0 0 Stage 1 277 277 - 172 172 ------- Stage 2 212 189 - 299 315 ------- Critical Hdwy 7.17 6.57 6.27 7.18 6.58 6.28 4.12 - - 4.14 - - Critical Hdwy Stg 1 6.17 5.57 - 6.18 5.58 ------- Critical Hdwy Stg 2 6.17 5.57 - 6.18 5.58 ------- Follow-up Hdwy 3.563 4.063 3.363 3.572 4.072 3.372 2.218 - - 2.236 - - Pot Cap-1 Maneuver 481 487 750 493 472 918 1245 - - 1437 - - Stage 1 719 672 - 816 745 ------- Stage 2 779 734 - 697 645 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 407 473 747 447 459 918 1240 - - 1437 - - Mov Cap-2 Maneuver 407 473 - 447 459 ------- Stage 1 699 669 - 796 727 ------- Stage 2 676 716 - 646 642 ------- Approach EB WB NB SB HCM Control Delay, s 12.9 16 1.3 0 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2EBLn3WBLn1 SBL SBT SBR Capacity (veh/h) 1240 - - 407 473 747 457 1437 - - HCM Lane V/C Ratio 0.021 - - 0.073 0.07 0.025 0.283 - - - HCM Control Delay (s) 8 0 - 14.5 13.2 9.9 16 0 - - HCM Lane LOS A A - B B A C A - - HCM 95th %tile Q(veh) 0.1 - - 0.2 0.2 0.1 1.1 0 - - HCM 6th TWSC LDS Teton River 101: 2nd East & East Access Existing+P AM Synchro 11 Report Fehr & Peers Page 7 Intersection Int Delay, s/veh 1.5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 28 13 37 409 809 83 Future Vol, veh/h 28 13 37 409 809 83 Conflicting Peds, #/hr 0 00000 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 84 84 84 84 84 84 Heavy Vehicles, % 2 22222 Mvmt Flow 33 15 44 487 963 99 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1345 1013 1062 0 - 0 Stage 1 1013 ----- Stage 2 332 ----- Critical Hdwy 6.63 6.23 4.13 - - - Critical Hdwy Stg 1 5.43 ----- Critical Hdwy Stg 2 5.83 ----- Follow-up Hdwy 3.519 3.319 2.219 - - - Pot Cap-1 Maneuver 154 289 654 - - - Stage 1 350 ----- Stage 2 700 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 140 289 654 - - - Mov Cap-2 Maneuver 140 ----- Stage 1 318 ----- Stage 2 700 ----- Approach EB NB SB HCM Control Delay, s 35.2 1.3 0 HCM LOS E Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 654 - 167 - - HCM Lane V/C Ratio 0.067 - 0.292 - - HCM Control Delay (s) 10.9 0.4 35.2 - - HCM Lane LOS B A E - - HCM 95th %tile Q(veh) 0.2 - 1.1 - - HCM 6th TWSC LDS Teton River 101: 2nd East & East Access Existing+P AM_mitigated Synchro 11 Report Fehr & Peers Page 7 Intersection Int Delay, s/veh 1.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 28 13 37 409 809 83 Future Vol, veh/h 28 13 37 409 809 83 Conflicting Peds, #/hr 0 00000 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 84 84 84 84 84 84 Heavy Vehicles, % 2 22222 Mvmt Flow 33 15 44 487 963 99 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1345 1013 1062 0 - 0 Stage 1 1013 ----- Stage 2 332 ----- Critical Hdwy 6.63 6.23 4.13 - - - Critical Hdwy Stg 1 5.43 ----- Critical Hdwy Stg 2 5.83 ----- Follow-up Hdwy 3.519 3.319 2.219 - - - Pot Cap-1 Maneuver 154 289 654 - - - Stage 1 350 ----- Stage 2 700 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 140 289 654 - - - Mov Cap-2 Maneuver 251 ----- Stage 1 318 ----- Stage 2 700 ----- Approach EB NB SB HCM Control Delay, s 21.9 1.3 0 HCM LOS C Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 654 - 262 - - HCM Lane V/C Ratio 0.067 - 0.186 - - HCM Control Delay (s) 10.9 0.4 21.9 - - HCM Lane LOS B A C - - HCM 95th %tile Q(veh) 0.2 - 0.7 - - HCM 6th TWSC LDS Teton River 102: Moody Rd & Southeast Access Existing+P AM Synchro 11 Report Fehr & Peers Page 8 Intersection Int Delay, s/veh 1.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 24 47 43 15 0 Future Vol, veh/h 0 24 47 43 15 0 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 84 84 84 84 84 84 Heavy Vehicles, % 7 77722 Mvmt Flow 0 29 56 51 18 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 107 0 - 0 111 82 Stage 1 - - - - 82 - Stage 2 - - - - 29 - Critical Hdwy 4.17 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.263 - - - 3.518 3.318 Pot Cap-1 Maneuver 1453 - - - 886 978 Stage 1 - - - - 941 - Stage 2 - - - - 994 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1453 - - - 886 978 Mov Cap-2 Maneuver - - - - 886 - Stage 1 - - - - 941 - Stage 2 - - - - 994 - Approach EB WB SB HCM Control Delay, s 0 0 9.1 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1453 - - - 886 HCM Lane V/C Ratio ----0.02 HCM Control Delay (s) 0 - - - 9.1 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - 0.1 HCM 6th TWSC LDS Teton River 103: Moody Rd & Southwest Access Existing+P AM Synchro 11 Report Fehr & Peers Page 9 Intersection Int Delay, s/veh 1.9 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 9 4 43 15 0 Future Vol, veh/h 0 9 4 43 15 0 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 84 84 84 84 84 84 Heavy Vehicles, % 7 77722 Mvmt Flow 0 11 5 51 18 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 56 0 - 0 42 31 Stage 1 - - - - 31 - Stage 2 - - - - 11 - Critical Hdwy 4.17 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.263 - - - 3.518 3.318 Pot Cap-1 Maneuver 1517 - - - 969 1043 Stage 1 - - - - 992 - Stage 2 - - - - 1012 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1517 - - - 969 1043 Mov Cap-2 Maneuver - - - - 969 - Stage 1 - - - - 992 - Stage 2 - - - - 1012 - Approach EB WB SB HCM Control Delay, s 0 0 8.8 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1517 - - - 969 HCM Lane V/C Ratio ----0.018 HCM Control Delay (s) 0 - - - 8.8 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - 0.1 HCM 6th TWSC LDS Teton River 1: 2nd East & US 20 WB Existing+P PM Synchro 11 Report Fehr & Peers Page 1 Intersection Int Delay, s/veh 183 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 242 1 13 361 384 0 0 222 66 Future Vol, veh/h 0 0 0 242 1 13 361 384 0 0 222 66 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length -----200150----- Veh in Median Storage, # - 1 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91 Heavy Vehicles, % 2 22111333777 Mvmt Flow 0 0 0 266 1 14 397 422 0 0 244 73 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1497 1533 422 317 0 - - - 0 Stage 1 1216 1216 ------- Stage 2 281 317 ------- Critical Hdwy 6.41 6.51 6.21 4.13 ----- Critical Hdwy Stg 1 5.41 5.51 ------- Critical Hdwy Stg 2 5.41 5.51 ------- Follow-up Hdwy 3.509 4.009 3.309 2.227 ----- Pot Cap-1 Maneuver ~ 136 117 634 1237 - 0 0 - - Stage 1 282 255 - - - 0 0 - - Stage 2 769 656 - - - 0 0 - - Platoon blocked, % - - - Mov Cap-1 Maneuver ~ 92 0 634 1237 ----- Mov Cap-2 Maneuver ~ 92 0 ------- Stage 1 ~ 191 0 ------- Stage 2 769 0 ------- Approach WB NB SB HCM Control Delay, s $ 908.3 4.5 0 HCM LOS F Minor Lane/Major Mvmt NBL NBTWBLn1WBLn2 SBT SBR Capacity (veh/h) 1237 - 92 634 - - HCM Lane V/C Ratio 0.321 - 2.903 0.023 - - HCM Control Delay (s) 9.3 -$ 956.3 10.8 - - HCM Lane LOS A - F B - - HCM 95th %tile Q(veh) 1.4 - 25.8 0.1 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th Signalized Intersection Summary LDS Teton River 1: 2nd East & US 20 WB Existing+P PM_mitigated Synchro 11 Report Fehr & Peers Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 242 1 13 361 384 0 0 222 66 Future Volume (veh/h) 0 0 0 242 1 13 361 384 0 0 222 66 Initial Q (Qb), veh 000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1885 1885 1885 1856 1856 0 0 1796 1796 Adj Flow Rate, veh/h 266 1 2 397 422 0 0 244 54 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %111330077 Cap, veh/h 345 1 308 621 972 0 0 746 165 Arrive On Green 0.19 0.19 0.19 0.52 0.52 0.00 0.00 0.52 0.52 Sat Flow, veh/h 1789 7 1598 1073 1856 0 0 1424 315 Grp Volume(v), veh/h 267 0 2 397 422 0 0 0 298 Grp Sat Flow(s),veh/h/ln 1796 0 1598 1073 1856 0 0 0 1740 Q Serve(g_s), s 6.2 0.0 0.0 14.8 6.1 0.0 0.0 0.0 4.3 Cycle Q Clear(g_c), s 6.2 0.0 0.0 19.1 6.1 0.0 0.0 0.0 4.3 Prop In Lane 1.00 1.00 1.00 0.00 0.00 0.18 Lane Grp Cap(c), veh/h 347 0 308 621 972 0 0 0 911 V/C Ratio(X) 0.77 0.00 0.01 0.64 0.43 0.00 0.00 0.00 0.33 Avail Cap(c_a), veh/h 738 0 657 784 1255 0 0 0 1176 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 16.7 0.0 14.3 11.5 6.4 0.0 0.0 0.0 6.0 Incr Delay (d2), s/veh 1.4 0.0 0.0 0.5 0.1 0.0 0.0 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 0.0 0.0 2.2 1.2 0.0 0.0 0.0 0.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.1 0.0 14.3 11.9 6.5 0.0 0.0 0.0 6.1 LnGrp LOS BABBAAAAA Approach Vol, veh/h 269 819 298 Approach Delay, s/veh 18.1 9.2 6.1 Approach LOS B A A Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 29.1 29.1 14.6 Change Period (Y+Rc), s * 6.2 * 6.2 6.2 Max Green Setting (Gmax), s * 30 * 30 18.0 Max Q Clear Time (g_c+I1), s 21.1 6.3 8.2 Green Ext Time (p_c), s 1.8 1.0 0.6 Intersection Summary HCM 6th Ctrl Delay 10.2 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC LDS Teton River 2: 2nd East & US 20 EB Existing+P PM Synchro 11 Report Fehr & Peers Page 2 Intersection Int Delay, s/veh 38.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 104 1 282 0000638392294320 Future Vol, veh/h 104 1 282 0000638392294320 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length --------0100-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 1 11222222333 Mvmt Flow 112 1 303 0000686422314650 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1424 1635 465 - 0 0 1108 0 0 Stage 1 527 527 ------- Stage 2 897 1108 ------- Critical Hdwy 6.41 6.51 6.21 - - - 4.13 - - Critical Hdwy Stg 1 5.41 5.51 ------- Critical Hdwy Stg 2 5.41 5.51 ------- Follow-up Hdwy 3.509 4.009 3.309 - - - 2.227 - - Pot Cap-1 Maneuver 150 101 599 0 - - 626 - 0 Stage 1 594 530 - 0 ----0 Stage 2 400 287 - 0 ----0 Platoon blocked, % - - - Mov Cap-1 Maneuver 143 0 599 - - - 626 - - Mov Cap-2 Maneuver 143 0 ------- Stage 1 594 0 ------- Stage 2 380 0 ------- Approach EB NB SB HCM Control Delay, s 186 0 0.7 HCM LOS F Minor Lane/Major Mvmt NBT NBREBLn1 SBL SBT Capacity (veh/h) - - 322 626 - HCM Lane V/C Ratio - - 1.292 0.05 - HCM Control Delay (s) - - 186 11.1 - HCM Lane LOS - - F B - HCM 95th %tile Q(veh) - - 19.7 0.2 - HCM 6th Signalized Intersection Summary LDS Teton River 2: 2nd East & US 20 EB Existing+P PM_mitigated Synchro 11 Report Fehr & Peers Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 104 1 282 0000638392294320 Future Volume (veh/h) 104 1 282 0000638392294320 Initial Q (Qb), veh 0 0 0 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1885 1885 1885 0 1870 1870 1856 1856 0 Adj Flow Rate, veh/h 112 1 115 0 686 184 31 465 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 1 1 1 022330 Cap, veh/h 149 1 153 0 862 731 303 855 0 Arrive On Green 0.18 0.18 0.18 0.00 0.46 0.46 0.46 0.46 0.00 Sat Flow, veh/h 830 7 853 0 1870 1585 632 1856 0 Grp Volume(v), veh/h 228 0 0 0 686 184 31 465 0 Grp Sat Flow(s),veh/h/ln1690 0 0 0 1870 1585 632 1856 0 Q Serve(g_s), s 4.4 0.0 0.0 0.0 10.8 2.4 1.5 6.2 0.0 Cycle Q Clear(g_c), s 4.4 0.0 0.0 0.0 10.8 2.4 12.3 6.2 0.0 Prop In Lane 0.49 0.50 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 304 0 0 0 862 731 303 855 0 V/C Ratio(X) 0.75 0.00 0.00 0.00 0.80 0.25 0.10 0.54 0.00 Avail Cap(c_a), veh/h 881 0 0 0 1604 1359 553 1591 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh13.4 0.0 0.0 0.0 7.9 5.7 13.2 6.7 0.0 Incr Delay (d2), s/veh 1.4 0.0 0.0 0.0 0.6 0.1 0.1 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.3 0.0 0.0 0.0 1.9 0.3 0.2 1.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 14.8 0.0 0.0 0.0 8.6 5.7 13.2 6.9 0.0 LnGrp LOS B A A AAABAA Approach Vol, veh/h 228 870 496 Approach Delay, s/veh 14.8 8.0 7.3 Approach LOS B A A Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 22.1 12.4 22.1 Change Period (Y+Rc), s * 6.2 * 6.2 * 6.2 Max Green Setting (Gmax), s * 30 * 18 * 30 Max Q Clear Time (g_c+I1), s 12.8 6.4 14.3 Green Ext Time (p_c), s 2.7 0.6 1.6 Intersection Summary HCM 6th Ctrl Delay 8.7 HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary LDS Teton River 3: 2nd East & Moody Rd Existing+P PM Synchro 11 Report Fehr & Peers Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 17 17 33 260 13 141 35 706 353 83 439 19 Future Volume (veh/h) 17 17 33 260 13 141 35 706 353 83 439 19 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1796 1796 1796 1796 1796 1796 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 18 18 9 280 14 38 38 759 298 89 472 18 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %777777222222 Cap, veh/h 208 193 80 466 109 297 479 1126 442 356 795 30 Arrive On Green 0.26 0.26 0.26 0.26 0.26 0.26 0.08 0.45 0.45 0.07 0.44 0.44 Sat Flow, veh/h 490 752 311 1329 427 1160 1781 2492 978 1781 1790 68 Grp Volume(v), veh/h 45 0 0 280 0 52 38 541 516 89 0 490 Grp Sat Flow(s),veh/h/ln 1553 0 0 1329 0 1587 1781 1777 1693 1781 0 1858 Q Serve(g_s), s 0.0 0.0 0.0 10.5 0.0 1.5 0.6 14.6 14.6 1.5 0.0 12.1 Cycle Q Clear(g_c), s 1.2 0.0 0.0 11.7 0.0 1.5 0.6 14.6 14.6 1.5 0.0 12.1 Prop In Lane 0.40 0.20 1.00 0.73 1.00 0.58 1.00 0.04 Lane Grp Cap(c), veh/h 480 0 0 466 0 406 479 803 765 356 0 826 V/C Ratio(X) 0.09 0.00 0.00 0.60 0.00 0.13 0.08 0.67 0.67 0.25 0.00 0.59 Avail Cap(c_a), veh/h 726 0 0 682 0 665 794 1036 987 392 0 1083 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 17.3 0.0 0.0 21.0 0.0 17.4 8.4 13.1 13.2 9.4 0.0 12.8 Incr Delay (d2), s/veh 0.2 0.0 0.0 2.7 0.0 0.3 0.1 2.2 2.3 0.1 0.0 1.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 0.0 0.0 3.7 0.0 0.5 0.2 4.9 4.7 0.4 0.0 4.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 17.5 0.0 0.0 23.7 0.0 17.7 8.5 15.4 15.5 9.6 0.0 14.2 LnGrp LOS B A A C ABABBAAB Approach Vol, veh/h 45 332 1095 579 Approach Delay, s/veh 17.5 22.8 15.2 13.5 Approach LOS B C B B Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 20.1 8.8 32.0 20.1 9.2 31.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 25.5 5.5 35.5 25.5 15.5 35.5 Max Q Clear Time (g_c+I1), s 13.7 3.5 16.6 3.2 2.6 14.1 Green Ext Time (p_c), s 1.9 0.0 10.9 0.3 0.1 5.3 Intersection Summary HCM 6th Ctrl Delay 16.0 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. HCM 6th Signalized Intersection Summary LDS Teton River 4: 2nd East & Stationery Pl Existing+P PM Synchro 11 Report Fehr & Peers Page 4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 47 110 978 10 28 705 Future Volume (veh/h) 47 110 978 10 28 705 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 51 4 1052 10 30 758 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 22222 Cap, veh/h 104 93 2592 25 516 2554 Arrive On Green 0.06 0.06 0.72 0.72 0.72 0.72 Sat Flow, veh/h 1781 1585 3700 34 531 3647 Grp Volume(v), veh/h 51 4 518 544 30 758 Grp Sat Flow(s),veh/h/ln1781 1585 1777 1864 531 1777 Q Serve(g_s), s 1.0 0.1 4.3 4.3 0.9 2.8 Cycle Q Clear(g_c), s 1.0 0.1 4.3 4.3 5.1 2.8 Prop In Lane 1.00 1.00 0.02 1.00 Lane Grp Cap(c), veh/h 104 93 1277 1340 516 2554 V/C Ratio(X) 0.49 0.04 0.41 0.41 0.06 0.30 Avail Cap(c_a), veh/h 528 470 1734 1819 653 3468 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh16.8 16.3 2.1 2.1 3.1 1.9 Incr Delay (d2), s/veh 1.3 0.1 1.0 0.9 0.2 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.4 0.0 0.3 0.3 0.0 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.1 16.4 3.0 3.0 3.3 2.1 LnGrp LOS B BAAAA Approach Vol, veh/h 55 1062 788 Approach Delay, s/veh 18.0 3.0 2.2 Approach LOS B A A Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 30.5 6.2 30.5 Change Period (Y+Rc), s * 4.1 * 4.1 * 4.1 Max Green Setting (Gmax), s * 36 * 11 * 36 Max Q Clear Time (g_c+I1), s 6.3 3.0 7.1 Green Ext Time (p_c), s 20.2 0.0 15.4 Intersection Summary HCM 6th Ctrl Delay 3.1 HCM 6th LOS A Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary LDS Teton River 5: 2nd East & SH 33 Existing+P PM Synchro 11 Report Fehr & Peers Page 5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 231 11 492 310 13 763 Future Volume (veh/h) 231 11 492 310 13 763 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 241 2 512 279 14 795 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 22222 Cap, veh/h 271 241 1655 899 52 2543 Arrive On Green 0.15 0.15 0.75 0.75 0.75 0.75 Sat Flow, veh/h 1781 1585 2313 1206 28 3495 Grp Volume(v), veh/h 241 2 409 382 429 380 Grp Sat Flow(s),veh/h/ln1781 1585 1777 1649 1822 1617 Q Serve(g_s), s 15.9 0.1 9.1 9.2 0.0 9.4 Cycle Q Clear(g_c), s 15.9 0.1 9.1 9.2 9.1 9.4 Prop In Lane 1.00 1.00 0.73 0.03 Lane Grp Cap(c), veh/h 271 241 1325 1229 1389 1206 V/C Ratio(X) 0.89 0.01 0.31 0.31 0.31 0.32 Avail Cap(c_a), veh/h 799 711 1325 1229 1389 1206 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.97 0.97 Uniform Delay (d), s/veh49.9 43.2 5.0 5.1 5.0 5.1 Incr Delay (d2), s/veh 4.0 0.0 0.6 0.7 0.6 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln7.2 0.0 3.1 2.9 3.0 2.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 53.9 43.2 5.7 5.7 5.6 5.7 LnGrp LOS D D AAAA Approach Vol, veh/h 243 791 809 Approach Delay, s/veh 53.8 5.7 5.7 Approach LOS D A A Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 95.6 24.4 95.6 Change Period (Y+Rc), s * 6.1 * 6.2 * 6.1 Max Green Setting (Gmax), s * 54 * 54 * 54 Max Q Clear Time (g_c+I1), s 11.4 17.9 11.2 Green Ext Time (p_c), s 3.0 0.3 3.5 Intersection Summary HCM 6th Ctrl Delay 12.0 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC LDS Teton River 6: SH 33 & Moody Rd Existing+P PM Synchro 11 Report Fehr & Peers Page 6 Intersection Int Delay, s/veh 5.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 76 67 35 36 52 4 36 201 52 2 154 55 Future Vol, veh/h 76 67 35 36 52 4 36 201 52 2 154 55 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 175 - 175 --------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, % 7 77888222444 Mvmt Flow 81 71 37 38 55 4 38 214 55 2 164 59 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 545 543 194 570 545 242 223 0 0 269 0 0 Stage 1 198 198 - 318 318 ------- Stage 2 347 345 - 252 227 ------- Critical Hdwy 7.17 6.57 6.27 7.18 6.58 6.28 4.12 - - 4.14 - - Critical Hdwy Stg 1 6.17 5.57 - 6.18 5.58 ------- Critical Hdwy Stg 2 6.17 5.57 - 6.18 5.58 ------- Follow-up Hdwy 3.563 4.063 3.363 3.572 4.072 3.372 2.218 - - 2.236 - - Pot Cap-1 Maneuver 442 440 835 423 437 782 1346 - - 1283 - - Stage 1 792 728 - 681 643 ------- Stage 2 659 627 - 739 705 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 385 425 835 343 422 782 1346 - - 1283 - - Mov Cap-2 Maneuver 385 425 - 343 422 ------- Stage 1 766 727 - 659 622 ------- Stage 2 577 606 - 636 704 ------- Approach EB WB NB SB HCM Control Delay, s 14.8 17.1 1 0.1 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2EBLn3WBLn1 SBL SBT SBR Capacity (veh/h) 1346 - - 385 425 835 394 1283 - - HCM Lane V/C Ratio 0.028 - - 0.21 0.168 0.045 0.248 0.002 - - HCM Control Delay (s) 7.8 0 - 16.8 15.2 9.5 17.1 7.8 0 - HCM Lane LOS A A - C C A C A A - HCM 95th %tile Q(veh) 0.1 - - 0.8 0.6 0.1 1 0 - - HCM 6th TWSC LDS Teton River 101: 2nd East & East Access Existing+P PM Synchro 11 Report Fehr & Peers Page 7 Intersection Int Delay, s/veh 1.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 51 22 24 979 661 53 Future Vol, veh/h 51 22 24 979 661 53 Conflicting Peds, #/hr 0 00000 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 93 93 93 93 93 93 Heavy Vehicles, % 2 22222 Mvmt Flow 55 24 26 1053 711 57 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1319 740 768 0 - 0 Stage 1 740 ----- Stage 2 579 ----- Critical Hdwy 6.63 6.23 4.13 - - - Critical Hdwy Stg 1 5.43 ----- Critical Hdwy Stg 2 5.83 ----- Follow-up Hdwy 3.519 3.319 2.219 - - - Pot Cap-1 Maneuver 160 416 844 - - - Stage 1 471 ----- Stage 2 525 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 148 416 844 - - - Mov Cap-2 Maneuver 148 ----- Stage 1 436 ----- Stage 2 525 ----- Approach EB NB SB HCM Control Delay, s 38.4 0.5 0 HCM LOS E Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 844 - 184 - - HCM Lane V/C Ratio 0.031 - 0.427 - - HCM Control Delay (s) 9.4 0.3 38.4 - - HCM Lane LOS A A E - - HCM 95th %tile Q(veh) 0.1 - 1.9 - - HCM 6th TWSC LDS Teton River 101: 2nd East & East Access Existing+P PM_mitigated Synchro 11 Report Fehr & Peers Page 7 Intersection Int Delay, s/veh 1.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 51 22 24 979 661 53 Future Vol, veh/h 51 22 24 979 661 53 Conflicting Peds, #/hr 0 00000 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 93 93 93 93 93 93 Heavy Vehicles, % 2 22222 Mvmt Flow 55 24 26 1053 711 57 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1319 740 768 0 - 0 Stage 1 740 ----- Stage 2 579 ----- Critical Hdwy 6.63 6.23 4.13 - - - Critical Hdwy Stg 1 5.43 ----- Critical Hdwy Stg 2 5.83 ----- Follow-up Hdwy 3.519 3.319 2.219 - - - Pot Cap-1 Maneuver 160 416 844 - - - Stage 1 471 ----- Stage 2 525 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 148 416 844 - - - Mov Cap-2 Maneuver 284 ----- Stage 1 436 ----- Stage 2 525 ----- Approach EB NB SB HCM Control Delay, s 20.2 0.5 0 HCM LOS C Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 844 - 314 - - HCM Lane V/C Ratio 0.031 - 0.25 - - HCM Control Delay (s) 9.4 0.3 20.2 - - HCM Lane LOS A A C - - HCM 95th %tile Q(veh) 0.1 - 1 - - HCM 6th TWSC LDS Teton River 102: Moody Rd & Southeast Access Existing+P PM Synchro 11 Report Fehr & Peers Page 8 Intersection Int Delay, s/veh 1.8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 40 39 28 27 0 Future Vol, veh/h 0 40 39 28 27 0 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 7 77722 Mvmt Flow 0 43 42 30 29 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 72 0 - 0 100 57 Stage 1 - - - - 57 - Stage 2 - - - - 43 - Critical Hdwy 4.17 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.263 - - - 3.518 3.318 Pot Cap-1 Maneuver 1497 - - - 899 1009 Stage 1 - - - - 966 - Stage 2 - - - - 979 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1497 - - - 899 1009 Mov Cap-2 Maneuver - - - - 899 - Stage 1 - - - - 966 - Stage 2 - - - - 979 - Approach EB WB SB HCM Control Delay, s 0 0 9.1 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1497 - - - 899 HCM Lane V/C Ratio ----0.032 HCM Control Delay (s) 0 - - - 9.1 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - 0.1 HCM 6th TWSC LDS Teton River 103: Moody Rd & Southwest Access Existing+P PM Synchro 11 Report Fehr & Peers Page 9 Intersection Int Delay, s/veh 3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 13 11 28 27 0 Future Vol, veh/h 0 13 11 28 27 0 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 7 77722 Mvmt Flow 0 14 12 30 29 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 42 0 - 0 41 27 Stage 1 - - - - 27 - Stage 2 - - - - 14 - Critical Hdwy 4.17 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.263 - - - 3.518 3.318 Pot Cap-1 Maneuver 1535 - - - 970 1048 Stage 1 - - - - 996 - Stage 2 - - - - 1009 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1535 - - - 970 1048 Mov Cap-2 Maneuver - - - - 970 - Stage 1 - - - - 996 - Stage 2 - - - - 1009 - Approach EB WB SB HCM Control Delay, s 0 0 8.8 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1535 - - - 970 HCM Lane V/C Ratio ----0.03 HCM Control Delay (s) 0 - - - 8.8 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - 0.1 HCM 6th TWSC LDS Teton River 1: 2nd East & US 20 WB 2027 AM Synchro 11 Report Fehr & Peers Page 1 Intersection Int Delay, s/veh 272.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 315 5 30 230 160 0 0 310 95 Future Vol, veh/h 0 0 0 315 5 30 230 160 0 0 310 95 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length -----200150----- Veh in Median Storage, # - 1 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 78 78 78 78 78 78 78 78 78 78 78 78 Heavy Vehicles, % 2 22111333777 Mvmt Flow 0 0 0 404 6 38 295 205 0 0 397 122 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1253 1314 205 519 0 - - - 0 Stage 1 795 795 ------- Stage 2 458 519 ------- Critical Hdwy 6.41 6.51 6.21 4.13 ----- Critical Hdwy Stg 1 5.41 5.51 ------- Critical Hdwy Stg 2 5.41 5.51 ------- Follow-up Hdwy 3.509 4.009 3.309 2.227 ----- Pot Cap-1 Maneuver ~ 191 159 838 1042 - 0 0 - - Stage 1 446 401 - - - 0 0 - - Stage 2 639 534 - - - 0 0 - - Platoon blocked, % - - - Mov Cap-1 Maneuver ~ 137 0 838 1042 ----- Mov Cap-2 Maneuver ~ 137 0 ------- Stage 1 ~ 320 0 ------- Stage 2 639 0 ------- Approach WB NB SB HCM Control Delay, s $ 884.7 5.8 0 HCM LOS F Minor Lane/Major Mvmt NBL NBTWBLn1WBLn2 SBT SBR Capacity (veh/h) 1042 - 137 838 - - HCM Lane V/C Ratio 0.283 - 2.995 0.046 - - HCM Control Delay (s) 9.8 -$ 966.7 9.5 - - HCM Lane LOS A - F A - - HCM 95th %tile Q(veh) 1.2 - 38.2 0.1 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th Signalized Intersection Summary LDS Teton River 1: 2nd East & US 20 WB 2027 AM_Mitigated Synchro 11 Report Fehr & Peers Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 315 5 30 230 160 0 0 310 95 Future Volume (veh/h) 0 0 0 315 5 30 230 160 0 0 310 95 Initial Q (Qb), veh 000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1885 1885 1885 1856 1856 0 0 1796 1796 Adj Flow Rate, veh/h 404 6 3 295 205 0 0 397 99 Peak Hour Factor 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 Percent Heavy Veh, %111330077 Cap, veh/h 468 7 423 414 954 0 0 714 178 Arrive On Green 0.26 0.26 0.26 0.51 0.51 0.00 0.00 0.51 0.51 Sat Flow, veh/h 1770 26 1598 894 1856 0 0 1388 346 Grp Volume(v), veh/h 410 0 3 295 205 0 0 0 496 Grp Sat Flow(s),veh/h/ln 1797 0 1598 894 1856 0 0 0 1734 Q Serve(g_s), s 12.2 0.0 0.1 17.9 3.4 0.0 0.0 0.0 10.9 Cycle Q Clear(g_c), s 12.2 0.0 0.1 28.8 3.4 0.0 0.0 0.0 10.9 Prop In Lane 0.99 1.00 1.00 0.00 0.00 0.20 Lane Grp Cap(c), veh/h 475 0 423 414 954 0 0 0 891 V/C Ratio(X) 0.86 0.00 0.01 0.71 0.21 0.00 0.00 0.00 0.56 Avail Cap(c_a), veh/h 603 0 536 414 954 0 0 0 891 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 19.6 0.0 15.2 19.3 7.4 0.0 0.0 0.0 9.3 Incr Delay (d2), s/veh 8.6 0.0 0.0 4.9 0.0 0.0 0.0 0.0 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.3 0.0 0.0 3.7 0.9 0.0 0.0 0.0 2.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 28.2 0.0 15.2 24.2 7.5 0.0 0.0 0.0 9.7 LnGrp LOS C A B C AAAAA Approach Vol, veh/h 413 500 496 Approach Delay, s/veh 28.1 17.4 9.7 Approach LOS C B A Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 35.0 35.0 21.0 Change Period (Y+Rc), s * 6.2 * 6.2 6.2 Max Green Setting (Gmax), s * 29 * 29 18.8 Max Q Clear Time (g_c+I1), s 30.8 12.9 14.2 Green Ext Time (p_c), s 0.0 1.6 0.7 Intersection Summary HCM 6th Ctrl Delay 17.8 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC LDS Teton River 2: 2nd East & US 20 EB 2027 AM Synchro 11 Report Fehr & Peers Page 2 Intersection Int Delay, s/veh 40.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 50 5 325 0000335135455850 Future Vol, veh/h 50 5 325 0000335135455850 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length --------0100-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 84 84 84 84 84 84 84 84 84 84 84 84 Heavy Vehicles, % 1 11222222333 Mvmt Flow 60 6 387 0000399161546960 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1284 1364 696 - 0 0 560 0 0 Stage 1 804 804 ------- Stage 2 480 560 ------- Critical Hdwy 6.41 6.51 6.21 - - - 4.13 - - Critical Hdwy Stg 1 5.41 5.51 ------- Critical Hdwy Stg 2 5.41 5.51 ------- Follow-up Hdwy 3.509 4.009 3.309 - - - 2.227 - - Pot Cap-1 Maneuver 183 148 443 0 - - 1006 - 0 Stage 1 442 397 - 0 ----0 Stage 2 624 512 - 0 ----0 Platoon blocked, % - - - Mov Cap-1 Maneuver 173 0 443 - - - 1006 - - Mov Cap-2 Maneuver 173 0 ------- Stage 1 442 0 ------- Stage 2 590 0 ------- Approach EB NB SB HCM Control Delay, s 157.6 0 0.6 HCM LOS F Minor Lane/Major Mvmt NBT NBREBLn1 SBL SBT Capacity (veh/h) - - 367 1006 - HCM Lane V/C Ratio - - 1.233 0.053 - HCM Control Delay (s) - - 157.6 8.8 - HCM Lane LOS - - F A - HCM 95th %tile Q(veh) - - 19.4 0.2 - HCM 6th Signalized Intersection Summary LDS Teton River 2: 2nd East & US 20 EB 2027 AM_Mitigated Synchro 11 Report Fehr & Peers Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 50 5 325 0000335135455850 Future Volume (veh/h) 50 5 325 0000335135455850 Initial Q (Qb), veh 0 0 0 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1885 1885 1885 0 1870 1870 1856 1856 0 Adj Flow Rate, veh/h 60 6 249 0 399 57 54 696 0 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, % 1 1 1 022330 Cap, veh/h 76 8 315 0 834 706 455 827 0 Arrive On Green 0.24 0.24 0.24 0.00 0.45 0.45 0.45 0.45 0.00 Sat Flow, veh/h 312 31 1294 0 1870 1585 928 1856 0 Grp Volume(v), veh/h 315 0 0 0 399 57 54 696 0 Grp Sat Flow(s),veh/h/ln1637 0 0 0 1870 1585 928 1856 0 Q Serve(g_s), s 7.2 0.0 0.0 0.0 6.0 0.8 1.7 13.3 0.0 Cycle Q Clear(g_c), s 7.2 0.0 0.0 0.0 6.0 0.8 7.7 13.3 0.0 Prop In Lane 0.19 0.79 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 398 0 0 0 834 706 455 827 0 V/C Ratio(X) 0.79 0.00 0.00 0.00 0.48 0.08 0.12 0.84 0.00 Avail Cap(c_a), veh/h 772 0 0 0 1351 1145 711 1340 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh14.1 0.0 0.0 0.0 7.8 6.4 10.5 9.8 0.0 Incr Delay (d2), s/veh 1.4 0.0 0.0 0.0 0.2 0.0 0.0 1.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.0 0.0 0.0 0.0 1.4 0.2 0.2 3.2 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 15.5 0.0 0.0 0.0 7.9 6.4 10.6 11.1 0.0 LnGrp LOS B A A AAABBA Approach Vol, veh/h 315 456 750 Approach Delay, s/veh 15.5 7.8 11.1 Approach LOS B A B Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 24.0 15.9 24.0 Change Period (Y+Rc), s * 6.2 * 6.2 * 6.2 Max Green Setting (Gmax), s * 29 * 19 * 29 Max Q Clear Time (g_c+I1), s 8.0 9.2 15.3 Green Ext Time (p_c), s 1.4 0.8 2.5 Intersection Summary HCM 6th Ctrl Delay 11.0 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary LDS Teton River 3: 2nd East & Moody Rd 2027 AM Synchro 11 Report Fehr & Peers Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 5 5 5 140 5 115 5 285 140 75 715 5 Future Volume (veh/h) 5 5 5 140 5 115 5 285 140 75 715 5 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1796 1796 1796 1796 1796 1796 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 6 6 1 167 6 16 6 339 84 89 851 6 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, %777777222222 Cap, veh/h 230 206 29 446 105 280 222 1332 326 623 973 7 Arrive On Green 0.24 0.24 0.24 0.24 0.24 0.24 0.02 0.47 0.47 0.07 0.52 0.52 Sat Flow, veh/h 598 850 121 1353 433 1155 1781 2830 692 1781 1855 13 Grp Volume(v), veh/h 13 0 0 167 0 22 6 211 212 89 0 857 Grp Sat Flow(s),veh/h/ln 1568 0 0 1353 0 1588 1781 1777 1745 1781 0 1868 Q Serve(g_s), s 0.0 0.0 0.0 6.2 0.0 0.7 0.1 4.4 4.5 1.5 0.0 25.0 Cycle Q Clear(g_c), s 0.3 0.0 0.0 6.5 0.0 0.7 0.1 4.4 4.5 1.5 0.0 25.0 Prop In Lane 0.46 0.08 1.00 0.73 1.00 0.40 1.00 0.01 Lane Grp Cap(c), veh/h 464 0 0 446 0 384 222 836 821 623 0 979 V/C Ratio(X) 0.03 0.00 0.00 0.37 0.00 0.06 0.03 0.25 0.26 0.14 0.00 0.88 Avail Cap(c_a), veh/h 724 0 0 675 0 654 640 1018 1000 657 0 1070 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 17.9 0.0 0.0 20.2 0.0 18.1 11.7 9.9 9.9 7.1 0.0 13.0 Incr Delay (d2), s/veh 0.1 0.0 0.0 1.1 0.0 0.1 0.1 0.3 0.4 0.0 0.0 8.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.0 0.0 2.0 0.0 0.2 0.0 1.4 1.4 0.4 0.0 9.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.0 0.0 0.0 21.3 0.0 18.2 11.7 10.2 10.2 7.1 0.0 21.7 LnGrp LOS B A A C ABBBBAAC Approach Vol, veh/h 13 189 429 946 Approach Delay, s/veh 18.0 21.0 10.2 20.3 Approach LOS B C B C Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 19.5 8.8 33.7 19.5 5.5 37.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 25.5 5.5 35.5 25.5 15.5 35.5 Max Q Clear Time (g_c+I1), s 8.5 3.5 6.5 2.3 2.1 27.0 Green Ext Time (p_c), s 1.2 0.0 4.7 0.0 0.0 5.5 Intersection Summary HCM 6th Ctrl Delay 17.6 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. HCM 6th Signalized Intersection Summary LDS Teton River 4: 2nd East & Stationery Pl 2027 AM Synchro 11 Report Fehr & Peers Page 4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 15 45 375 40 105 755 Future Volume (veh/h) 15 45 375 40 105 755 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 18 2 446 36 125 899 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, % 2 22222 Cap, veh/h 45 40 2448 197 844 2612 Arrive On Green 0.03 0.03 0.73 0.73 0.73 0.73 Sat Flow, veh/h 1781 1585 3425 268 913 3647 Grp Volume(v), veh/h 18 2 237 245 125 899 Grp Sat Flow(s),veh/h/ln1781 1585 1777 1822 913 1777 Q Serve(g_s), s 0.3 0.0 1.4 1.4 1.7 3.1 Cycle Q Clear(g_c), s 0.3 0.0 1.4 1.4 3.1 3.1 Prop In Lane 1.00 1.00 0.15 1.00 Lane Grp Cap(c), veh/h 45 40 1306 1339 844 2612 V/C Ratio(X) 0.40 0.05 0.18 0.18 0.15 0.34 Avail Cap(c_a), veh/h 568 505 1865 1912 1131 3730 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh16.4 16.3 1.4 1.4 1.9 1.6 Incr Delay (d2), s/veh 2.1 0.2 0.3 0.3 0.4 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.1 0.0 0.1 0.1 0.1 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.5 16.5 1.7 1.7 2.2 2.0 LnGrp LOS B BAAAA Approach Vol, veh/h 20 482 1024 Approach Delay, s/veh 18.3 1.7 2.0 Approach LOS B A A Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 29.2 5.0 29.2 Change Period (Y+Rc), s * 4.1 * 4.1 * 4.1 Max Green Setting (Gmax), s * 36 * 11 * 36 Max Q Clear Time (g_c+I1), s 3.4 2.3 5.1 Green Ext Time (p_c), s 9.1 0.0 20.1 Intersection Summary HCM 6th Ctrl Delay 2.1 HCM 6th LOS A Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary LDS Teton River 5: 2nd East & SH 33 2027 AM Synchro 11 Report Fehr & Peers Page 5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 310 15 475 160 10 735 Future Volume (veh/h) 310 15 475 160 10 735 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 373 2 572 176 12 886 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, % 2 22222 Cap, veh/h 402 358 1798 552 43 2311 Arrive On Green 0.23 0.23 0.67 0.67 0.67 0.67 Sat Flow, veh/h 1781 1585 2771 821 18 3526 Grp Volume(v), veh/h 373 2 379 369 478 420 Grp Sat Flow(s),veh/h/ln1781 1585 1777 1722 1842 1617 Q Serve(g_s), s 24.6 0.1 10.7 10.7 0.0 13.8 Cycle Q Clear(g_c), s 24.6 0.1 10.7 10.7 13.5 13.8 Prop In Lane 1.00 1.00 0.48 0.03 Lane Grp Cap(c), veh/h 402 358 1193 1156 1268 1086 V/C Ratio(X) 0.93 0.01 0.32 0.32 0.38 0.39 Avail Cap(c_a), veh/h 1095 975 1193 1156 1268 1086 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.97 0.97 Uniform Delay (d), s/veh45.5 36.0 8.2 8.2 8.7 8.7 Incr Delay (d2), s/veh 4.1 0.0 0.7 0.7 0.8 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln10.9 0.0 4.0 3.9 5.0 4.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 49.5 36.0 8.9 9.0 9.5 9.7 LnGrp LOS D D AAAA Approach Vol, veh/h 375 748 898 Approach Delay, s/veh 49.5 8.9 9.6 Approach LOS D A A Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 86.7 33.3 86.7 Change Period (Y+Rc), s * 6.1 * 6.2 * 6.1 Max Green Setting (Gmax), s * 34 * 74 * 34 Max Q Clear Time (g_c+I1), s 15.8 26.6 12.7 Green Ext Time (p_c), s 3.1 0.5 3.0 Intersection Summary HCM 6th Ctrl Delay 16.8 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC LDS Teton River 6: SH 33 & Moody Rd 2027 AM Synchro 11 Report Fehr & Peers Page 6 Intersection Int Delay, s/veh 5.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 30 30 20 45 65 5 25 95 35 0 215 60 Future Vol, veh/h 30 30 20 45 65 5 25 95 35 0 215 60 Conflicting Peds, #/hr 0 00000400004 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 175 - 175 --------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 94 79 79 79 79 79 79 79 79 79 79 79 Heavy Vehicles, % 7 77888222444 Mvmt Flow 32 38 25 57 82 6 32 120 44 0 272 76 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 564 542 314 548 558 142 352 0 0 164 0 0 Stage 1 314 314 - 206 206 ------- Stage 2 250 228 - 342 352 ------- Critical Hdwy 7.17 6.57 6.27 7.18 6.58 6.28 4.12 - - 4.14 - - Critical Hdwy Stg 1 6.17 5.57 - 6.18 5.58 ------- Critical Hdwy Stg 2 6.17 5.57 - 6.18 5.58 ------- Follow-up Hdwy 3.563 4.063 3.363 3.572 4.072 3.372 2.218 - - 2.236 - - Pot Cap-1 Maneuver 429 441 715 438 430 890 1207 - - 1402 - - Stage 1 686 647 - 782 720 ------- Stage 2 743 706 - 661 621 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 352 426 712 385 416 890 1202 - - 1402 - - Mov Cap-2 Maneuver 352 426 - 385 416 ------- Stage 1 663 644 - 759 699 ------- Stage 2 632 686 - 600 619 ------- Approach EB WB NB SB HCM Control Delay, s 13.8 18.4 1.3 0 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2EBLn3WBLn1 SBL SBT SBR Capacity (veh/h) 1202 - - 352 426 712 413 1402 - - HCM Lane V/C Ratio 0.026 - - 0.091 0.089 0.036 0.352 - - - HCM Control Delay (s) 8.1 0 - 16.2 14.3 10.2 18.4 0 - - HCM Lane LOS A A - C B B C A - - HCM 95th %tile Q(veh) 0.1 - - 0.3 0.3 0.1 1.6 0 - - HCM 6th TWSC LDS Teton River 1: 2nd East & US 20 WB 2027 PM Synchro 11 Report Fehr & Peers Page 1 Intersection Int Delay, s/veh 253.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 235 5 15 405 430 0 0 245 80 Future Vol, veh/h 0 0 0 235 5 15 405 430 0 0 245 80 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length -----200150----- Veh in Median Storage, # - 1 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91 Heavy Vehicles, % 2 22111333777 Mvmt Flow 0 0 0 258 5 16 445 473 0 0 269 88 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1676 1720 473 357 0 - - - 0 Stage 1 1363 1363 ------- Stage 2 313 357 ------- Critical Hdwy 6.41 6.51 6.21 4.13 ----- Critical Hdwy Stg 1 5.41 5.51 ------- Critical Hdwy Stg 2 5.41 5.51 ------- Follow-up Hdwy 3.509 4.009 3.309 2.227 ----- Pot Cap-1 Maneuver ~ 105 90 593 1196 - 0 0 - - Stage 1 ~ 239 217 - - - 0 0 - - Stage 2 744 630 - - - 0 0 - - Platoon blocked, % - - - Mov Cap-1 Maneuver ~ 66 0 593 1196 ----- Mov Cap-2 Maneuver ~ 66 0 ------- Stage 1 ~ 150 0 ------- Stage 2 744 0 ------- Approach WB NB SB HCM Control Delay, s $ 1390.7 4.7 0 HCM LOS F Minor Lane/Major Mvmt NBL NBTWBLn1WBLn2 SBT SBR Capacity (veh/h) 1196 - 66 593 - - HCM Lane V/C Ratio 0.372 - 3.996 0.028 - - HCM Control Delay (s) 9.8 -$ 1476.9 11.2 - - HCM Lane LOS A - F B - - HCM 95th %tile Q(veh) 1.7 - 28.2 0.1 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th Signalized Intersection Summary LDS Teton River 1: 2nd East & US 20 WB 2027 PM_Mitigated Synchro 11 Report Fehr & Peers Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 235 5 15 405 430 0 0 245 80 Future Volume (veh/h) 0 0 0 235 5 15 405 430 0 0 245 80 Initial Q (Qb), veh 000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1885 1885 1885 1856 1856 0 0 1796 1796 Adj Flow Rate, veh/h 258 5 3 445 473 0 0 269 68 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %111330077 Cap, veh/h 328 6 297 621 1050 0 0 783 198 Arrive On Green 0.19 0.19 0.19 0.57 0.57 0.00 0.00 0.57 0.57 Sat Flow, veh/h 1763 34 1598 1035 1856 0 0 1384 350 Grp Volume(v), veh/h 263 0 3 445 473 0 0 0 337 Grp Sat Flow(s),veh/h/ln 1797 0 1598 1035 1856 0 0 0 1733 Q Serve(g_s), s 7.0 0.0 0.1 20.3 7.4 0.0 0.0 0.0 5.2 Cycle Q Clear(g_c), s 7.0 0.0 0.1 25.6 7.4 0.0 0.0 0.0 5.2 Prop In Lane 0.98 1.00 1.00 0.00 0.00 0.20 Lane Grp Cap(c), veh/h 335 0 297 621 1050 0 0 0 981 V/C Ratio(X) 0.79 0.00 0.01 0.72 0.45 0.00 0.00 0.00 0.34 Avail Cap(c_a), veh/h 646 0 574 647 1097 0 0 0 1025 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 19.4 0.0 16.6 12.7 6.3 0.0 0.0 0.0 5.8 Incr Delay (d2), s/veh 1.6 0.0 0.0 3.0 0.1 0.0 0.0 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 0.0 0.0 3.6 1.6 0.0 0.0 0.0 1.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 21.0 0.0 16.6 15.8 6.4 0.0 0.0 0.0 5.9 LnGrp LOS C ABBAAAAA Approach Vol, veh/h 266 918 337 Approach Delay, s/veh 20.9 11.0 5.9 Approach LOS C B A Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 34.5 34.5 15.5 Change Period (Y+Rc), s * 6.2 * 6.2 6.2 Max Green Setting (Gmax), s * 30 * 30 18.0 Max Q Clear Time (g_c+I1), s 27.6 7.2 9.0 Green Ext Time (p_c), s 0.8 1.1 0.6 Intersection Summary HCM 6th Ctrl Delay 11.6 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC LDS Teton River 2: 2nd East & US 20 EB 2027 PM Synchro 11 Report Fehr & Peers Page 2 Intersection Int Delay, s/veh 72.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 120 5 310 0000705410354400 Future Vol, veh/h 120 5 310 0000705410354400 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length --------0100-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 1 11222222333 Mvmt Flow 129 5 333 0000758441384730 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1528 1748 473 - 0 0 1199 0 0 Stage 1 549 549 ------- Stage 2 979 1199 ------- Critical Hdwy 6.41 6.51 6.21 - - - 4.13 - - Critical Hdwy Stg 1 5.41 5.51 ------- Critical Hdwy Stg 2 5.41 5.51 ------- Follow-up Hdwy 3.509 4.009 3.309 - - - 2.227 - - Pot Cap-1 Maneuver 130 86 593 0 - - 579 - 0 Stage 1 581 518 - 0 ----0 Stage 2 366 260 - 0 ----0 Platoon blocked, % - - - Mov Cap-1 Maneuver ~ 121 0 593 - - - 579 - - Mov Cap-2 Maneuver ~ 121 0 ------- Stage 1 581 0 ------- Stage 2 342 0 ------- Approach EB NB SB HCM Control Delay, s$ 338.1 0 0.9 HCM LOS F Minor Lane/Major Mvmt NBT NBREBLn1 SBL SBT Capacity (veh/h) - - 284 579 - HCM Lane V/C Ratio - - 1.647 0.065 - HCM Control Delay (s) - -$ 338.1 11.6 - HCM Lane LOS - - F B - HCM 95th %tile Q(veh) - - 29 0.2 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th Signalized Intersection Summary LDS Teton River 2: 2nd East & US 20 EB 2027 PM_Mitigated Synchro 11 Report Fehr & Peers Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 120 5 310 0000705410354400 Future Volume (veh/h) 120 5 310 0000705410354400 Initial Q (Qb), veh 0 0 0 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1885 1885 1885 0 1870 1870 1856 1856 0 Adj Flow Rate, veh/h 129 5 163 0 758 200 38 473 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 1 1 1 022330 Cap, veh/h 163 6 206 0 914 775 249 907 0 Arrive On Green 0.22 0.22 0.22 0.00 0.49 0.49 0.49 0.49 0.00 Sat Flow, veh/h 731 28 923 0 1870 1585 581 1856 0 Grp Volume(v), veh/h 297 0 0 0 758 200 38 473 0 Grp Sat Flow(s),veh/h/ln1682 0 0 0 1870 1585 581 1856 0 Q Serve(g_s), s 7.2 0.0 0.0 0.0 15.0 3.2 2.6 7.5 0.0 Cycle Q Clear(g_c), s 7.2 0.0 0.0 0.0 15.0 3.2 17.6 7.5 0.0 Prop In Lane 0.43 0.55 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 375 0 0 0 914 775 249 907 0 V/C Ratio(X) 0.79 0.00 0.00 0.00 0.83 0.26 0.15 0.52 0.00 Avail Cap(c_a), veh/h 704 0 0 0 1288 1091 365 1278 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh15.8 0.0 0.0 0.0 9.4 6.4 17.0 7.5 0.0 Incr Delay (d2), s/veh 1.4 0.0 0.0 0.0 2.3 0.1 0.1 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.2 0.0 0.0 0.0 3.8 0.6 0.3 1.7 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 17.2 0.0 0.0 0.0 11.7 6.5 17.1 7.7 0.0 LnGrp LOS B A A ABABAA Approach Vol, veh/h 297 958 511 Approach Delay, s/veh 17.2 10.6 8.4 Approach LOS B B A Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 27.2 15.8 27.2 Change Period (Y+Rc), s * 6.2 * 6.2 * 6.2 Max Green Setting (Gmax), s * 30 * 18 * 30 Max Q Clear Time (g_c+I1), s 17.0 9.2 19.6 Green Ext Time (p_c), s 2.9 0.7 1.4 Intersection Summary HCM 6th Ctrl Delay 11.1 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary LDS Teton River 3: 2nd East & Moody Rd 2027 PM Synchro 11 Report Fehr & Peers Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 5 10 5 300 5 160 5 790 410 95 485 10 Future Volume (veh/h) 5 10 5 300 5 160 5 790 410 95 485 10 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1796 1796 1796 1796 1796 1796 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 5 11 2 323 5 43 5 849 356 102 522 10 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %777777222222 Cap, veh/h 158 314 51 482 45 386 405 1118 467 303 938 18 Arrive On Green 0.28 0.28 0.28 0.28 0.28 0.28 0.01 0.46 0.46 0.07 0.51 0.51 Sat Flow, veh/h 329 1128 182 1345 161 1386 1781 2442 1020 1781 1829 35 Grp Volume(v), veh/h 18 0 0 323 0 48 5 617 588 102 0 532 Grp Sat Flow(s),veh/h/ln 1639 0 0 1345 0 1547 1781 1777 1685 1781 0 1864 Q Serve(g_s), s 0.0 0.0 0.0 15.0 0.0 1.6 0.1 19.9 20.1 2.0 0.0 13.4 Cycle Q Clear(g_c), s 0.5 0.0 0.0 15.6 0.0 1.6 0.1 19.9 20.1 2.0 0.0 13.4 Prop In Lane 0.28 0.11 1.00 0.90 1.00 0.61 1.00 0.02 Lane Grp Cap(c), veh/h 523 0 0 482 0 431 405 813 771 303 0 956 V/C Ratio(X) 0.03 0.00 0.00 0.67 0.00 0.11 0.01 0.76 0.76 0.34 0.00 0.56 Avail Cap(c_a), veh/h 668 0 0 604 0 571 781 913 866 323 0 958 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 18.2 0.0 0.0 23.5 0.0 18.6 9.1 15.6 15.6 12.0 0.0 11.5 Incr Delay (d2), s/veh 0.1 0.0 0.0 3.7 0.0 0.2 0.0 4.4 4.7 0.2 0.0 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.0 0.0 5.0 0.0 0.6 0.0 7.5 7.2 0.6 0.0 4.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.2 0.0 0.0 27.2 0.0 18.8 9.1 19.9 20.3 12.2 0.0 12.7 LnGrp LOS B A A C ABABCBAB Approach Vol, veh/h 18 371 1210 634 Approach Delay, s/veh 18.2 26.1 20.1 12.6 Approach LOS B C C B Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 23.7 9.2 36.1 23.7 5.4 39.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 25.5 5.5 35.5 25.5 15.5 35.5 Max Q Clear Time (g_c+I1), s 17.6 4.0 22.1 2.5 2.1 15.4 Green Ext Time (p_c), s 1.7 0.0 9.5 0.1 0.0 5.7 Intersection Summary HCM 6th Ctrl Delay 18.9 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. HCM 6th Signalized Intersection Summary LDS Teton River 4: 2nd East & Stationery Pl 2027 PM Synchro 11 Report Fehr & Peers Page 4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 55 130 1065 15 35 755 Future Volume (veh/h) 55 130 1065 15 35 755 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 59 37 1145 15 38 812 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 22222 Cap, veh/h 146 130 2561 34 460 2534 Arrive On Green 0.08 0.08 0.71 0.71 0.71 0.71 Sat Flow, veh/h 1781 1585 3685 47 484 3647 Grp Volume(v), veh/h 59 37 566 594 38 812 Grp Sat Flow(s),veh/h/ln1781 1585 1777 1862 484 1777 Q Serve(g_s), s 1.3 0.9 5.4 5.4 1.4 3.4 Cycle Q Clear(g_c), s 1.3 0.9 5.4 5.4 6.8 3.4 Prop In Lane 1.00 1.00 0.03 1.00 Lane Grp Cap(c), veh/h 146 130 1267 1328 460 2534 V/C Ratio(X) 0.40 0.28 0.45 0.45 0.08 0.32 Avail Cap(c_a), veh/h 485 432 1594 1670 549 3188 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh17.4 17.3 2.4 2.4 3.9 2.1 Incr Delay (d2), s/veh 0.7 0.4 1.1 1.1 0.4 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.5 0.3 0.4 0.4 0.1 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.1 17.7 3.6 3.5 4.2 2.5 LnGrp LOS B BAAAA Approach Vol, veh/h 96 1160 850 Approach Delay, s/veh 18.0 3.5 2.5 Approach LOS B A A Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 32.6 7.4 32.6 Change Period (Y+Rc), s * 4.1 * 4.1 * 4.1 Max Green Setting (Gmax), s * 36 * 11 * 36 Max Q Clear Time (g_c+I1), s 7.4 3.3 8.8 Green Ext Time (p_c), s 21.2 0.1 16.0 Intersection Summary HCM 6th Ctrl Delay 3.8 HCM 6th LOS A Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary LDS Teton River 5: 2nd East & SH 33 2027 PM Synchro 11 Report Fehr & Peers Page 5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 270 15 1030 360 15 820 Future Volume (veh/h) 270 15 1030 360 15 820 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 281 2 1073 358 16 854 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 22222 Cap, veh/h 311 276 1897 625 52 2417 Arrive On Green 0.17 0.17 0.72 0.72 0.72 0.72 Sat Flow, veh/h 1781 1585 2717 864 29 3427 Grp Volume(v), veh/h 281 2 722 709 453 417 Grp Sat Flow(s),veh/h/ln1781 1585 1777 1711 1754 1617 Q Serve(g_s), s 18.6 0.1 22.7 23.5 0.0 11.5 Cycle Q Clear(g_c), s 18.6 0.1 22.7 23.5 10.6 11.5 Prop In Lane 1.00 1.00 0.51 0.04 Lane Grp Cap(c), veh/h 311 276 1285 1237 1299 1169 V/C Ratio(X) 0.90 0.01 0.56 0.57 0.35 0.36 Avail Cap(c_a), veh/h 799 711 1285 1237 1299 1169 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.96 0.96 Uniform Delay (d), s/veh48.6 41.0 7.7 7.9 6.1 6.2 Incr Delay (d2), s/veh 4.0 0.0 1.8 1.9 0.7 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln8.3 0.0 8.1 8.1 3.7 3.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 52.6 41.0 9.5 9.8 6.8 7.0 LnGrp LOS D D AAAA Approach Vol, veh/h 283 1431 870 Approach Delay, s/veh 52.5 9.7 6.9 Approach LOS D A A Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 92.9 27.1 92.9 Change Period (Y+Rc), s * 6.1 * 6.2 * 6.1 Max Green Setting (Gmax), s * 54 * 54 * 54 Max Q Clear Time (g_c+I1), s 13.5 20.6 25.5 Green Ext Time (p_c), s 3.5 0.4 7.7 Intersection Summary HCM 6th Ctrl Delay 13.4 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC LDS Teton River 6: SH 33 & Moody Rd 2027 PM Synchro 11 Report Fehr & Peers Page 6 Intersection Int Delay, s/veh 6.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 85 75 45 45 55 5 45 235 60 5 180 60 Future Vol, veh/h 85 75 45 45 55 5 45 235 60 5 180 60 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 175 - 175 --------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, % 7 77888222444 Mvmt Flow 90 80 48 48 59 5 48 250 64 5 191 64 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 643 643 223 675 643 282 255 0 0 314 0 0 Stage 1 233 233 - 378 378 ------- Stage 2 410 410 - 297 265 ------- Critical Hdwy 7.17 6.57 6.27 7.18 6.58 6.28 4.12 - - 4.14 - - Critical Hdwy Stg 1 6.17 5.57 - 6.18 5.58 ------- Critical Hdwy Stg 2 6.17 5.57 - 6.18 5.58 ------- Follow-up Hdwy 3.563 4.063 3.363 3.572 4.072 3.372 2.218 - - 2.236 - - Pot Cap-1 Maneuver 379 385 804 360 384 743 1310 - - 1235 - - Stage 1 759 703 - 632 605 ------- Stage 2 609 587 - 699 679 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 318 366 804 271 365 743 1310 - - 1235 - - Mov Cap-2 Maneuver 318 366 - 271 365 ------- Stage 1 725 699 - 604 578 ------- Stage 2 519 561 - 579 676 ------- Approach EB WB NB SB HCM Control Delay, s 17.2 21.8 1 0.2 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2EBLn3WBLn1 SBL SBT SBR Capacity (veh/h) 1310 - - 318 366 804 325 1235 - - HCM Lane V/C Ratio 0.037 - - 0.284 0.218 0.06 0.344 0.004 - - HCM Control Delay (s) 7.9 0 - 20.8 17.6 9.8 21.8 7.9 0 - HCM Lane LOS A A - C C A C A A - HCM 95th %tile Q(veh) 0.1 - - 1.1 0.8 0.2 1.5 0 - - HCM 6th TWSC LDS Teton River 1: 2nd East & US 20 WB 2027+P AM Synchro 11 Report Fehr & Peers Page 1 Intersection Int Delay, s/veh 432.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 377 5 30 237 167 0 0 331 95 Future Vol, veh/h 0 0 0 377 5 30 237 167 0 0 331 95 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length -----200150----- Veh in Median Storage, # - 1 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 78 78 78 78 78 78 78 78 78 78 78 78 Heavy Vehicles, % 2 22111333777 Mvmt Flow 0 0 0 483 6 38 304 214 0 0 424 122 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1307 1368 214 546 0 - - - 0 Stage 1 822 822 ------- Stage 2 485 546 ------- Critical Hdwy 6.41 6.51 6.21 4.13 ----- Critical Hdwy Stg 1 5.41 5.51 ------- Critical Hdwy Stg 2 5.41 5.51 ------- Follow-up Hdwy 3.509 4.009 3.309 2.227 ----- Pot Cap-1 Maneuver ~ 177 147 829 1018 - 0 0 - - Stage 1 ~ 434 390 - - - 0 0 - - Stage 2 621 520 - - - 0 0 - - Platoon blocked, % - - - Mov Cap-1 Maneuver ~ 124 0 829 1018 ----- Mov Cap-2 Maneuver ~ 124 0 ------- Stage 1 ~ 304 0 ------- Stage 2 621 0 ------- Approach WB NB SB HCM Control Delay, s $ 1297.9 5.9 0 HCM LOS F Minor Lane/Major Mvmt NBL NBTWBLn1WBLn2 SBT SBR Capacity (veh/h) 1018 - 124 829 - - HCM Lane V/C Ratio 0.298 - 3.95 0.046 - - HCM Control Delay (s) 10 -$ 1399.1 9.6 - - HCM Lane LOS B - F A - - HCM 95th %tile Q(veh) 1.3 - 49.4 0.1 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th Signalized Intersection Summary LDS Teton River 1: 2nd East & US 20 WB 2027+P AM_mitigated Synchro 11 Report Fehr & Peers Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 377 5 30 237 167 0 0 331 95 Future Volume (veh/h) 0 0 0 377 5 30 237 167 0 0 331 95 Initial Q (Qb), veh 000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1885 1885 1885 1856 1856 0 0 1796 1796 Adj Flow Rate, veh/h 483 6 5 304 214 0 0 424 100 Peak Hour Factor 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 Percent Heavy Veh, %111330077 Cap, veh/h 533 7 480 356 907 0 0 687 162 Arrive On Green 0.30 0.30 0.30 0.49 0.49 0.00 0.00 0.49 0.49 Sat Flow, veh/h 1774 22 1598 871 1856 0 0 1405 331 Grp Volume(v), veh/h 489 0 5 304 214 0 0 0 524 Grp Sat Flow(s),veh/h/ln 1796 0 1598 871 1856 0 0 0 1737 Q Serve(g_s), s 15.4 0.0 0.1 15.8 3.9 0.0 0.0 0.0 13.0 Cycle Q Clear(g_c), s 15.4 0.0 0.1 28.8 3.9 0.0 0.0 0.0 13.0 Prop In Lane 0.99 1.00 1.00 0.00 0.00 0.19 Lane Grp Cap(c), veh/h 540 0 480 356 907 0 0 0 849 V/C Ratio(X) 0.91 0.00 0.01 0.85 0.24 0.00 0.00 0.00 0.62 Avail Cap(c_a), veh/h 573 0 510 356 907 0 0 0 849 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 19.8 0.0 14.5 23.4 8.7 0.0 0.0 0.0 11.0 Incr Delay (d2), s/veh 16.7 0.0 0.0 17.2 0.0 0.0 0.0 0.0 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.8 0.0 0.0 5.6 1.2 0.0 0.0 0.0 3.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 36.5 0.0 14.5 40.6 8.7 0.0 0.0 0.0 12.0 LnGrp LOS D A B D AAAAB Approach Vol, veh/h 494 518 524 Approach Delay, s/veh 36.3 27.4 12.0 Approach LOS D C B Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 35.0 35.0 23.9 Change Period (Y+Rc), s * 6.2 * 6.2 6.2 Max Green Setting (Gmax), s * 29 * 29 18.8 Max Q Clear Time (g_c+I1), s 30.8 15.0 17.4 Green Ext Time (p_c), s 0.0 1.7 0.3 Intersection Summary HCM 6th Ctrl Delay 25.0 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC LDS Teton River 2: 2nd East & US 20 EB 2027+P AM Synchro 11 Report Fehr & Peers Page 2 Intersection Int Delay, s/veh 66.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 50 5 346 0000349156456680 Future Vol, veh/h 50 5 346 0000349156456680 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length --------0100-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 84 84 84 84 84 84 84 84 84 84 84 84 Heavy Vehicles, % 1 11222222333 Mvmt Flow 60 6 412 0000415186547950 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1411 1504 795 - 0 0 601 0 0 Stage 1 903 903 ------- Stage 2 508 601 ------- Critical Hdwy 6.41 6.51 6.21 - - - 4.13 - - Critical Hdwy Stg 1 5.41 5.51 ------- Critical Hdwy Stg 2 5.41 5.51 ------- Follow-up Hdwy 3.509 4.009 3.309 - - - 2.227 - - Pot Cap-1 Maneuver 153 122 ~ 389 0 - - 971 - 0 Stage 1 397 357 - 0 ----0 Stage 2 606 491 - 0 ----0 Platoon blocked, % - - - Mov Cap-1 Maneuver 144 0 ~ 389 - - - 971 - - Mov Cap-2 Maneuver 144 0 ------- Stage 1 397 0 ------- Stage 2 572 0 ------- Approach EB NB SB HCM Control Delay, s 267.6 0 0.6 HCM LOS F Minor Lane/Major Mvmt NBT NBREBLn1 SBL SBT Capacity (veh/h) - - 320 971 - HCM Lane V/C Ratio - - 1.492 0.055 - HCM Control Delay (s) - - 267.6 8.9 - HCM Lane LOS - - F A - HCM 95th %tile Q(veh) - - 26.4 0.2 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th Signalized Intersection Summary LDS Teton River 2: 2nd East & US 20 EB 2027+P AM_mitigated Synchro 11 Report Fehr & Peers Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 50 5 346 0000349156456680 Future Volume (veh/h) 50 5 346 0000349156456680 Initial Q (Qb), veh 0 0 0 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1885 1885 1885 0 1870 1870 1856 1856 0 Adj Flow Rate, veh/h 60 6 310 0 415 71 54 795 0 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, % 1 1 1 022330 Cap, veh/h 71 7 366 0 892 756 441 885 0 Arrive On Green 0.27 0.27 0.27 0.00 0.48 0.48 0.48 0.48 0.00 Sat Flow, veh/h 260 26 1344 0 1870 1585 903 1856 0 Grp Volume(v), veh/h 376 0 0 0 415 71 54 795 0 Grp Sat Flow(s),veh/h/ln1630 0 0 0 1870 1585 903 1856 0 Q Serve(g_s), s 10.8 0.0 0.0 0.0 7.4 1.2 2.1 19.4 0.0 Cycle Q Clear(g_c), s 10.8 0.0 0.0 0.0 7.4 1.2 9.5 19.4 0.0 Prop In Lane 0.16 0.82 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 444 0 0 0 892 756 441 885 0 V/C Ratio(X) 0.85 0.00 0.00 0.00 0.47 0.09 0.12 0.90 0.00 Avail Cap(c_a), veh/h 619 0 0 0 1088 922 536 1080 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh17.0 0.0 0.0 0.0 8.7 7.1 11.9 11.8 0.0 Incr Delay (d2), s/veh 5.7 0.0 0.0 0.0 0.1 0.0 0.0 7.9 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.8 0.0 0.0 0.0 2.0 0.3 0.3 7.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 22.7 0.0 0.0 0.0 8.8 7.1 11.9 19.7 0.0 LnGrp LOS C A A AAABBA Approach Vol, veh/h 376 486 849 Approach Delay, s/veh 22.7 8.6 19.2 Approach LOS C A B Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 29.8 19.7 29.8 Change Period (Y+Rc), s * 6.2 * 6.2 * 6.2 Max Green Setting (Gmax), s * 29 * 19 * 29 Max Q Clear Time (g_c+I1), s 9.4 12.8 21.4 Green Ext Time (p_c), s 1.4 0.8 2.2 Intersection Summary HCM 6th Ctrl Delay 17.0 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary LDS Teton River 3: 2nd East & Moody Rd 2027+P AM Synchro 11 Report Fehr & Peers Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 12 11 22 140 21 119 54 318 140 77 726 26 Future Volume (veh/h) 12 11 22 140 21 119 54 318 140 77 726 26 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1796 1796 1796 1796 1796 1796 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 14 13 2 167 25 15 64 379 100 92 864 30 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, %777777222222 Cap, veh/h 207 172 23 390 222 133 302 1490 388 638 895 31 Arrive On Green 0.21 0.21 0.21 0.21 0.21 0.21 0.10 0.53 0.53 0.06 0.50 0.50 Sat Flow, veh/h 625 815 107 1343 1052 631 1781 2788 727 1781 1797 62 Grp Volume(v), veh/h 29 0 0 167 0 40 64 240 239 92 0 894 Grp Sat Flow(s),veh/h/ln 1547 0 0 1343 0 1683 1781 1777 1739 1781 0 1859 Q Serve(g_s), s 0.0 0.0 0.0 6.7 0.0 1.4 1.1 5.2 5.3 1.6 0.0 33.0 Cycle Q Clear(g_c), s 0.9 0.0 0.0 7.7 0.0 1.4 1.1 5.2 5.3 1.6 0.0 33.0 Prop In Lane 0.48 0.07 1.00 0.38 1.00 0.42 1.00 0.03 Lane Grp Cap(c), veh/h 402 0 0 390 0 355 302 949 929 638 0 926 V/C Ratio(X) 0.07 0.00 0.00 0.43 0.00 0.11 0.21 0.25 0.26 0.14 0.00 0.97 Avail Cap(c_a), veh/h 625 0 0 588 0 604 510 949 929 660 0 929 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 22.5 0.0 0.0 25.0 0.0 22.7 14.4 8.9 8.9 6.2 0.0 17.2 Incr Delay (d2), s/veh 0.2 0.0 0.0 1.6 0.0 0.3 0.5 0.3 0.3 0.0 0.0 21.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.0 0.0 2.5 0.0 0.5 0.4 1.6 1.6 0.4 0.0 16.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 22.6 0.0 0.0 26.6 0.0 23.0 14.9 9.2 9.2 6.3 0.0 39.0 LnGrp LOS C A A C A C BAAAAD Approach Vol, veh/h 29 207 543 986 Approach Delay, s/veh 22.6 25.9 9.9 35.9 Approach LOS C C A D Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 19.5 9.1 42.5 19.5 11.7 39.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 25.5 5.5 35.5 25.5 15.5 35.5 Max Q Clear Time (g_c+I1), s 9.7 3.6 7.3 2.9 3.1 35.0 Green Ext Time (p_c), s 1.3 0.0 5.4 0.1 0.1 0.4 Intersection Summary HCM 6th Ctrl Delay 26.5 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. HCM 6th Signalized Intersection Summary LDS Teton River 4: 2nd East & Stationery Pl 2027+P AM Synchro 11 Report Fehr & Peers Page 4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 15 45 457 40 105 783 Future Volume (veh/h) 15 45 457 40 105 783 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 18 0 544 38 125 932 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, % 2 22222 Cap, veh/h 41 36 2506 175 783 2643 Arrive On Green 0.02 0.00 0.74 0.74 0.74 0.74 Sat Flow, veh/h 1781 1585 3463 235 833 3647 Grp Volume(v), veh/h 18 0 286 296 125 932 Grp Sat Flow(s),veh/h/ln1781 1585 1777 1828 833 1777 Q Serve(g_s), s 0.4 0.0 1.7 1.7 1.9 3.2 Cycle Q Clear(g_c), s 0.4 0.0 1.7 1.7 3.6 3.2 Prop In Lane 1.00 1.00 0.13 1.00 Lane Grp Cap(c), veh/h 41 36 1321 1359 783 2643 V/C Ratio(X) 0.44 0.00 0.22 0.22 0.16 0.35 Avail Cap(c_a), veh/h 553 492 1816 1868 1015 3632 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh16.9 0.0 1.4 1.4 1.9 1.6 Incr Delay (d2), s/veh 2.8 0.0 0.4 0.4 0.4 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.2 0.0 0.1 0.1 0.1 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 19.7 0.0 1.8 1.7 2.4 1.9 LnGrp LOS B AAAAA Approach Vol, veh/h 18 582 1057 Approach Delay, s/veh 19.7 1.7 2.0 Approach LOS B A A Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 30.2 4.9 30.2 Change Period (Y+Rc), s * 4.1 * 4.1 * 4.1 Max Green Setting (Gmax), s * 36 * 11 * 36 Max Q Clear Time (g_c+I1), s 3.7 2.4 5.6 Green Ext Time (p_c), s 11.2 0.0 20.5 Intersection Summary HCM 6th Ctrl Delay 2.1 HCM 6th LOS A Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary LDS Teton River 5: 2nd East & SH 33 2027+P AM Synchro 11 Report Fehr & Peers Page 5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 310 15 557 160 10 763 Future Volume (veh/h) 310 15 557 160 10 763 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 373 2 671 179 12 919 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, % 2 22222 Cap, veh/h 402 358 1863 497 42 2309 Arrive On Green 0.23 0.23 0.67 0.67 0.67 0.67 Sat Flow, veh/h 1781 1585 2868 739 17 3523 Grp Volume(v), veh/h 373 2 430 420 495 436 Grp Sat Flow(s),veh/h/ln1781 1585 1777 1737 1838 1617 Q Serve(g_s), s 24.6 0.1 12.6 12.6 0.0 14.5 Cycle Q Clear(g_c), s 24.6 0.1 12.6 12.6 14.2 14.5 Prop In Lane 1.00 1.00 0.43 0.02 Lane Grp Cap(c), veh/h 402 358 1193 1166 1265 1086 V/C Ratio(X) 0.93 0.01 0.36 0.36 0.39 0.40 Avail Cap(c_a), veh/h 1095 975 1193 1166 1265 1086 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.96 0.96 Uniform Delay (d), s/veh45.5 36.0 8.5 8.5 8.8 8.9 Incr Delay (d2), s/veh 4.1 0.0 0.8 0.9 0.9 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln10.9 0.0 4.7 4.6 5.3 4.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 49.5 36.0 9.4 9.4 9.7 9.9 LnGrp LOS D D AAAA Approach Vol, veh/h 375 850 931 Approach Delay, s/veh 49.5 9.4 9.8 Approach LOS D A A Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 86.7 33.3 86.7 Change Period (Y+Rc), s * 6.1 * 6.2 * 6.1 Max Green Setting (Gmax), s * 34 * 74 * 34 Max Q Clear Time (g_c+I1), s 16.5 26.6 14.6 Green Ext Time (p_c), s 3.2 0.5 3.4 Intersection Summary HCM 6th Ctrl Delay 16.5 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC LDS Teton River 6: SH 33 & Moody Rd 2027+P AM Synchro 11 Report Fehr & Peers Page 6 Intersection Int Delay, s/veh 5.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 34 34 20 45 75 5 25 95 35 0 215 70 Future Vol, veh/h 34 34 20 45 75 5 25 95 35 0 215 70 Conflicting Peds, #/hr 0 00000400004 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 175 - 175 --------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 94 79 79 79 79 79 79 79 79 79 79 79 Heavy Vehicles, % 7 77888222444 Mvmt Flow 36 43 25 57 95 6 32 120 44 0 272 89 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 578 549 321 557 571 142 365 0 0 164 0 0 Stage 1 321 321 - 206 206 ------- Stage 2 257 228 - 351 365 ------- Critical Hdwy 7.17 6.57 6.27 7.18 6.58 6.28 4.12 - - 4.14 - - Critical Hdwy Stg 1 6.17 5.57 - 6.18 5.58 ------- Critical Hdwy Stg 2 6.17 5.57 - 6.18 5.58 ------- Follow-up Hdwy 3.563 4.063 3.363 3.572 4.072 3.372 2.218 - - 2.236 - - Pot Cap-1 Maneuver 420 436 708 432 423 890 1194 - - 1402 - - Stage 1 680 643 - 782 720 ------- Stage 2 737 706 - 653 613 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 333 421 705 375 409 890 1189 - - 1402 - - Mov Cap-2 Maneuver 333 421 - 375 409 ------- Stage 1 657 640 - 759 698 ------- Stage 2 613 685 - 587 611 ------- Approach EB WB NB SB HCM Control Delay, s 14.4 19.5 1.3 0 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2EBLn3WBLn1 SBL SBT SBR Capacity (veh/h) 1189 - - 333 421 705 405 1402 - - HCM Lane V/C Ratio 0.027 - - 0.109 0.102 0.036 0.391 - - - HCM Control Delay (s) 8.1 0 - 17.1 14.5 10.3 19.5 0 - - HCM Lane LOS A A - C B B C A - - HCM 95th %tile Q(veh) 0.1 - - 0.4 0.3 0.1 1.8 0 - - HCM 6th TWSC LDS Teton River 101: 2nd East & East Access 2027+P AM Synchro 11 Report Fehr & Peers Page 7 Intersection Int Delay, s/veh 1.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 28 13 37 477 931 83 Future Vol, veh/h 28 13 37 477 931 83 Conflicting Peds, #/hr 0 00000 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 84 84 84 84 84 84 Heavy Vehicles, % 2 22222 Mvmt Flow 33 15 44 568 1108 99 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1530 1158 1207 0 - 0 Stage 1 1158 ----- Stage 2 372 ----- Critical Hdwy 6.63 6.23 4.13 - - - Critical Hdwy Stg 1 5.43 ----- Critical Hdwy Stg 2 5.83 ----- Follow-up Hdwy 3.519 3.319 2.219 - - - Pot Cap-1 Maneuver 118 238 576 - - - Stage 1 298 ----- Stage 2 668 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 105 238 576 - - - Mov Cap-2 Maneuver 105 ----- Stage 1 265 ----- Stage 2 668 ----- Approach EB NB SB HCM Control Delay, s 49.5 1.4 0 HCM LOS E Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 576 - 128 - - HCM Lane V/C Ratio 0.076 - 0.381 - - HCM Control Delay (s) 11.8 0.6 49.5 - - HCM Lane LOS B A E - - HCM 95th %tile Q(veh) 0.2 - 1.6 - - HCM 6th TWSC LDS Teton River 101: 2nd East & East Access 2027+P AM_mitigated Synchro 11 Report Fehr & Peers Page 7 Intersection Int Delay, s/veh 1.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 28 13 37 477 931 83 Future Vol, veh/h 28 13 37 477 931 83 Conflicting Peds, #/hr 0 00000 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 84 84 84 84 84 84 Heavy Vehicles, % 2 22222 Mvmt Flow 33 15 44 568 1108 99 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1530 1158 1207 0 - 0 Stage 1 1158 ----- Stage 2 372 ----- Critical Hdwy 6.63 6.23 4.13 - - - Critical Hdwy Stg 1 5.43 ----- Critical Hdwy Stg 2 5.83 ----- Follow-up Hdwy 3.519 3.319 2.219 - - - Pot Cap-1 Maneuver 118 238 576 - - - Stage 1 298 ----- Stage 2 668 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 105 238 576 - - - Mov Cap-2 Maneuver 210 ----- Stage 1 265 ----- Stage 2 668 ----- Approach EB NB SB HCM Control Delay, s 26.2 1.4 0 HCM LOS D Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 576 - 218 - - HCM Lane V/C Ratio 0.076 - 0.224 - - HCM Control Delay (s) 11.8 0.6 26.2 - - HCM Lane LOS B A D - - HCM 95th %tile Q(veh) 0.2 - 0.8 - - HCM 6th TWSC LDS Teton River 102: Moody Rd & Southeast Access 2027+P AM Synchro 11 Report Fehr & Peers Page 8 Intersection Int Delay, s/veh 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 30 58 43 15 0 Future Vol, veh/h 0 30 58 43 15 0 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 84 84 84 84 84 84 Heavy Vehicles, % 7 77722 Mvmt Flow 0 36 69 51 18 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 120 0 - 0 131 95 Stage 1 - - - - 95 - Stage 2 - - - - 36 - Critical Hdwy 4.17 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.263 - - - 3.518 3.318 Pot Cap-1 Maneuver 1437 - - - 863 962 Stage 1 - - - - 929 - Stage 2 - - - - 986 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1437 - - - 863 962 Mov Cap-2 Maneuver - - - - 863 - Stage 1 - - - - 929 - Stage 2 - - - - 986 - Approach EB WB SB HCM Control Delay, s 0 0 9.3 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1437 - - - 863 HCM Lane V/C Ratio ----0.021 HCM Control Delay (s) 0 - - - 9.3 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - 0.1 HCM 6th TWSC LDS Teton River 103: Moody Rd & Southwest Access 2027+P AM Synchro 11 Report Fehr & Peers Page 9 Intersection Int Delay, s/veh 1.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 15 15 43 15 0 Future Vol, veh/h 0 15 15 43 15 0 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 84 84 84 84 84 84 Heavy Vehicles, % 7 77722 Mvmt Flow 0 18 18 51 18 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 69 0 - 0 62 44 Stage 1 - - - - 44 - Stage 2 - - - - 18 - Critical Hdwy 4.17 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.263 - - - 3.518 3.318 Pot Cap-1 Maneuver 1501 - - - 944 1026 Stage 1 - - - - 978 - Stage 2 - - - - 1005 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1501 - - - 944 1026 Mov Cap-2 Maneuver - - - - 944 - Stage 1 - - - - 978 - Stage 2 - - - - 1005 - Approach EB WB SB HCM Control Delay, s 0 0 8.9 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1501 - - - 944 HCM Lane V/C Ratio ----0.019 HCM Control Delay (s) 0 - - - 8.9 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - 0.1 HCM 6th TWSC LDS Teton River 1: 2nd East & US 20 WB 2027+P PM Synchro 11 Report Fehr & Peers Page 1 Intersection Int Delay, s/veh 384.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 275 5 15 418 443 0 0 258 80 Future Vol, veh/h 0 0 0 275 5 15 418 443 0 0 258 80 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length -----200150----- Veh in Median Storage, # - 1 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91 Heavy Vehicles, % 2 22111333777 Mvmt Flow 0 0 0 302 5 16 459 487 0 0 284 88 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1733 1777 487 372 0 - - - 0 Stage 1 1405 1405 ------- Stage 2 328 372 ------- Critical Hdwy 6.41 6.51 6.21 4.13 ----- Critical Hdwy Stg 1 5.41 5.51 ------- Critical Hdwy Stg 2 5.41 5.51 ------- Follow-up Hdwy 3.509 4.009 3.309 2.227 ----- Pot Cap-1 Maneuver ~ 97 83 583 1181 - 0 0 - - Stage 1 ~ 228 207 - - - 0 0 - - Stage 2 732 621 - - - 0 0 - - Platoon blocked, % - - - Mov Cap-1 Maneuver ~ 59 0 583 1181 ----- Mov Cap-2 Maneuver ~ 59 0 ------- Stage 1 ~ 139 0 ------- Stage 2 732 0 ------- Approach WB NB SB HCM Control Delay, s $ 1932.6 4.8 0 HCM LOS F Minor Lane/Major Mvmt NBL NBTWBLn1WBLn2 SBT SBR Capacity (veh/h) 1181 - 59 583 - - HCM Lane V/C Ratio 0.389 - 5.215 0.028 - - HCM Control Delay (s) 10 -$ 2035.5 11.4 - - HCM Lane LOS A - F B - - HCM 95th %tile Q(veh) 1.9 - 34.4 0.1 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th Signalized Intersection Summary LDS Teton River 1: 2nd East & US 20 WB 2027+P PM_mitigated Synchro 11 Report Fehr & Peers Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 275 5 15 418 443 0 0 258 80 Future Volume (veh/h) 0 0 0 275 5 15 418 443 0 0 258 80 Initial Q (Qb), veh 000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1885 1885 1885 1856 1856 0 0 1796 1796 Adj Flow Rate, veh/h 302 5 3 459 487 0 0 284 69 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %111330077 Cap, veh/h 371 6 335 588 1033 0 0 777 189 Arrive On Green 0.21 0.21 0.21 0.56 0.56 0.00 0.00 0.56 0.56 Sat Flow, veh/h 1768 29 1598 1020 1856 0 0 1396 339 Grp Volume(v), veh/h 307 0 3 459 487 0 0 0 353 Grp Sat Flow(s),veh/h/ln 1797 0 1598 1020 1856 0 0 0 1735 Q Serve(g_s), s 8.7 0.0 0.1 23.6 8.4 0.0 0.0 0.0 6.0 Cycle Q Clear(g_c), s 8.7 0.0 0.1 29.6 8.4 0.0 0.0 0.0 6.0 Prop In Lane 0.98 1.00 1.00 0.00 0.00 0.20 Lane Grp Cap(c), veh/h 377 0 335 588 1033 0 0 0 966 V/C Ratio(X) 0.81 0.00 0.01 0.78 0.47 0.00 0.00 0.00 0.37 Avail Cap(c_a), veh/h 608 0 541 588 1033 0 0 0 966 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 20.0 0.0 16.6 15.0 7.1 0.0 0.0 0.0 6.6 Incr Delay (d2), s/veh 1.8 0.0 0.0 6.1 0.1 0.0 0.0 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.2 0.0 0.0 4.9 2.0 0.0 0.0 0.0 1.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 21.8 0.0 16.6 21.1 7.2 0.0 0.0 0.0 6.6 LnGrp LOS C A B C AAAAA Approach Vol, veh/h 310 946 353 Approach Delay, s/veh 21.8 13.9 6.6 Approach LOS C B A Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 35.8 35.8 17.4 Change Period (Y+Rc), s * 6.2 * 6.2 6.2 Max Green Setting (Gmax), s * 30 * 30 18.0 Max Q Clear Time (g_c+I1), s 31.6 8.0 10.7 Green Ext Time (p_c), s 0.0 1.2 0.6 Intersection Summary HCM 6th Ctrl Delay 13.8 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC LDS Teton River 2: 2nd East & US 20 EB 2027+P PM Synchro 11 Report Fehr & Peers Page 2 Intersection Int Delay, s/veh 93.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 120 5 323 0000731448354930 Future Vol, veh/h 120 5 323 0000731448354930 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length --------0100-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 1 11222222333 Mvmt Flow 129 5 347 0000786482385300 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1633 1874 530 - 0 0 1268 0 0 Stage 1 606 606 ------- Stage 2 1027 1268 ------- Critical Hdwy 6.41 6.51 6.21 - - - 4.13 - - Critical Hdwy Stg 1 5.41 5.51 ------- Critical Hdwy Stg 2 5.41 5.51 ------- Follow-up Hdwy 3.509 4.009 3.309 - - - 2.227 - - Pot Cap-1 Maneuver ~ 112 72 551 0 - - 545 - 0 Stage 1 546 488 - 0 ----0 Stage 2 347 241 - 0 ----0 Platoon blocked, % - - - Mov Cap-1 Maneuver ~ 104 0 551 - - - 545 - - Mov Cap-2 Maneuver ~ 104 0 ------- Stage 1 546 0 ------- Stage 2 323 0 ------- Approach EB NB SB HCM Control Delay, s$ 447.2 0 0.8 HCM LOS F Minor Lane/Major Mvmt NBT NBREBLn1 SBL SBT Capacity (veh/h) - - 255 545 - HCM Lane V/C Ratio - - 1.889 0.069 - HCM Control Delay (s) - -$ 447.2 12.1 - HCM Lane LOS - - F B - HCM 95th %tile Q(veh) - - 33.7 0.2 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th Signalized Intersection Summary LDS Teton River 2: 2nd East & US 20 EB 2027+P PM_mitigated Synchro 11 Report Fehr & Peers Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 120 5 323 0000731448354930 Future Volume (veh/h) 120 5 323 0000731448354930 Initial Q (Qb), veh 0 0 0 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1885 1885 1885 0 1870 1870 1856 1856 0 Adj Flow Rate, veh/h 129 5 170 0 786 223 38 530 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 1 1 1 022330 Cap, veh/h 161 6 212 0 938 795 236 931 0 Arrive On Green 0.23 0.23 0.23 0.00 0.50 0.50 0.50 0.50 0.00 Sat Flow, veh/h 713 28 940 0 1870 1585 554 1856 0 Grp Volume(v), veh/h 304 0 0 0 786 223 38 530 0 Grp Sat Flow(s),veh/h/ln1680 0 0 0 1870 1585 554 1856 0 Q Serve(g_s), s 7.8 0.0 0.0 0.0 16.4 3.7 2.9 9.1 0.0 Cycle Q Clear(g_c), s 7.8 0.0 0.0 0.0 16.4 3.7 19.3 9.1 0.0 Prop In Lane 0.42 0.56 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 379 0 0 0 938 795 236 931 0 V/C Ratio(X) 0.80 0.00 0.00 0.00 0.84 0.28 0.16 0.57 0.00 Avail Cap(c_a), veh/h 666 0 0 0 1219 1033 319 1209 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh16.6 0.0 0.0 0.0 9.7 6.6 18.0 7.9 0.0 Incr Delay (d2), s/veh 1.5 0.0 0.0 0.0 3.3 0.1 0.1 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.5 0.0 0.0 0.0 4.5 0.7 0.3 2.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.2 0.0 0.0 0.0 13.0 6.6 18.1 8.1 0.0 LnGrp LOS B A A ABABAA Approach Vol, veh/h 304 1009 568 Approach Delay, s/veh 18.2 11.6 8.8 Approach LOS B B A Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 29.0 16.4 29.0 Change Period (Y+Rc), s * 6.2 * 6.2 * 6.2 Max Green Setting (Gmax), s * 30 * 18 * 30 Max Q Clear Time (g_c+I1), s 18.4 9.8 21.3 Green Ext Time (p_c), s 2.9 0.7 1.5 Intersection Summary HCM 6th Ctrl Delay 11.8 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary LDS Teton River 3: 2nd East & Moody Rd 2027+P PM Synchro 11 Report Fehr & Peers Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 18 20 36 300 16 163 37 811 410 97 505 23 Future Volume (veh/h) 18 20 36 300 16 163 37 811 410 97 505 23 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1796 1796 1796 1796 1796 1796 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 19 22 10 323 17 44 40 872 359 104 543 23 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %777777222222 Cap, veh/h 201 218 85 480 123 319 418 1130 463 297 803 34 Arrive On Green 0.28 0.28 0.28 0.28 0.28 0.28 0.08 0.46 0.46 0.07 0.45 0.45 Sat Flow, veh/h 469 782 305 1323 443 1147 1781 2458 1007 1781 1781 75 Grp Volume(v), veh/h 51 0 0 323 0 61 40 629 602 104 0 566 Grp Sat Flow(s),veh/h/ln 1556 0 0 1323 0 1590 1781 1777 1688 1781 0 1857 Q Serve(g_s), s 0.0 0.0 0.0 14.2 0.0 2.0 0.8 20.7 20.9 2.0 0.0 16.8 Cycle Q Clear(g_c), s 1.5 0.0 0.0 15.7 0.0 2.0 0.8 20.7 20.9 2.0 0.0 16.8 Prop In Lane 0.37 0.20 1.00 0.72 1.00 0.60 1.00 0.04 Lane Grp Cap(c), veh/h 504 0 0 480 0 443 418 817 776 297 0 837 V/C Ratio(X) 0.10 0.00 0.00 0.67 0.00 0.14 0.10 0.77 0.78 0.35 0.00 0.68 Avail Cap(c_a), veh/h 636 0 0 595 0 581 676 904 858 316 0 944 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 18.7 0.0 0.0 23.6 0.0 18.9 10.1 15.8 15.8 12.3 0.0 15.1 Incr Delay (d2), s/veh 0.2 0.0 0.0 3.8 0.0 0.3 0.1 4.8 5.2 0.3 0.0 2.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.0 0.0 5.1 0.0 0.7 0.2 7.8 7.6 0.6 0.0 6.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.9 0.0 0.0 27.5 0.0 19.2 10.2 20.5 21.0 12.6 0.0 17.7 LnGrp LOS B A A C A B B C C B A B Approach Vol, veh/h 51 384 1271 670 Approach Delay, s/veh 18.9 26.2 20.4 16.9 Approach LOS B C C B Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 23.9 9.3 36.6 23.9 9.9 36.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 25.5 5.5 35.5 25.5 15.5 35.5 Max Q Clear Time (g_c+I1), s 17.7 4.0 22.9 3.5 2.8 18.8 Green Ext Time (p_c), s 1.8 0.0 9.2 0.3 0.1 5.6 Intersection Summary HCM 6th Ctrl Delay 20.3 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. HCM 6th Signalized Intersection Summary LDS Teton River 4: 2nd East & Stationery Pl 2027+P PM Synchro 11 Report Fehr & Peers Page 4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 55 130 1118 15 35 806 Future Volume (veh/h) 55 130 1118 15 35 806 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 59 49 1202 15 38 867 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 22222 Cap, veh/h 153 136 2572 32 437 2543 Arrive On Green 0.09 0.09 0.72 0.72 0.72 0.72 Sat Flow, veh/h 1781 1585 3688 45 459 3647 Grp Volume(v), veh/h 59 49 594 623 38 867 Grp Sat Flow(s),veh/h/ln1781 1585 1777 1862 459 1777 Q Serve(g_s), s 1.3 1.2 5.9 5.9 1.6 3.8 Cycle Q Clear(g_c), s 1.3 1.2 5.9 5.9 7.5 3.8 Prop In Lane 1.00 1.00 0.02 1.00 Lane Grp Cap(c), veh/h 153 136 1271 1333 437 2543 V/C Ratio(X) 0.39 0.36 0.47 0.47 0.09 0.34 Avail Cap(c_a), veh/h 470 418 1544 1618 507 3088 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh17.8 17.8 2.5 2.5 4.1 2.2 Incr Delay (d2), s/veh 0.6 0.6 1.2 1.2 0.4 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.5 0.4 0.4 0.4 0.1 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.4 18.4 3.7 3.7 4.5 2.6 LnGrp LOS B BAAAA Approach Vol, veh/h 108 1217 905 Approach Delay, s/veh 18.4 3.7 2.7 Approach LOS B A A Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 33.7 7.7 33.7 Change Period (Y+Rc), s * 4.1 * 4.1 * 4.1 Max Green Setting (Gmax), s * 36 * 11 * 36 Max Q Clear Time (g_c+I1), s 7.9 3.3 9.5 Green Ext Time (p_c), s 21.7 0.1 16.6 Intersection Summary HCM 6th Ctrl Delay 4.0 HCM 6th LOS A Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary LDS Teton River 5: 2nd East & SH 33 2027+P PM Synchro 11 Report Fehr & Peers Page 5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 270 15 1083 360 15 871 Future Volume (veh/h) 270 15 1083 360 15 871 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 281 2 1128 359 16 907 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 22222 Cap, veh/h 311 276 1924 603 50 2421 Arrive On Green 0.17 0.17 0.72 0.72 0.72 0.72 Sat Flow, veh/h 1781 1585 2754 834 26 3433 Grp Volume(v), veh/h 281 2 748 739 481 442 Grp Sat Flow(s),veh/h/ln1781 1585 1777 1717 1757 1617 Q Serve(g_s), s 18.6 0.1 24.1 25.1 0.0 12.5 Cycle Q Clear(g_c), s 18.6 0.1 24.1 25.1 11.5 12.5 Prop In Lane 1.00 1.00 0.49 0.03 Lane Grp Cap(c), veh/h 311 276 1285 1242 1302 1169 V/C Ratio(X) 0.90 0.01 0.58 0.60 0.37 0.38 Avail Cap(c_a), veh/h 799 711 1285 1242 1302 1169 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.96 0.96 Uniform Delay (d), s/veh48.6 41.0 7.9 8.1 6.2 6.3 Incr Delay (d2), s/veh 4.0 0.0 1.9 2.1 0.8 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln8.3 0.0 8.6 8.7 3.9 3.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 52.6 41.0 9.9 10.2 7.0 7.2 LnGrp LOS D D ABAA Approach Vol, veh/h 283 1487 923 Approach Delay, s/veh 52.5 10.0 7.1 Approach LOS D B A Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 92.9 27.1 92.9 Change Period (Y+Rc), s * 6.1 * 6.2 * 6.1 Max Green Setting (Gmax), s * 54 * 54 * 54 Max Q Clear Time (g_c+I1), s 14.5 20.6 27.1 Green Ext Time (p_c), s 3.7 0.4 8.0 Intersection Summary HCM 6th Ctrl Delay 13.5 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC LDS Teton River 6: SH 33 & Moody Rd 2027+P PM Synchro 11 Report Fehr & Peers Page 6 Intersection Int Delay, s/veh 7.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 91 81 45 45 62 5 45 235 60 5 180 67 Future Vol, veh/h 91 81 45 45 62 5 45 235 60 5 180 67 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 175 - 175 --------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, % 7 77888222444 Mvmt Flow 97 86 48 48 66 5 48 250 64 5 191 71 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 651 647 227 682 650 282 262 0 0 314 0 0 Stage 1 237 237 - 378 378 ------- Stage 2 414 410 - 304 272 ------- Critical Hdwy 7.17 6.57 6.27 7.18 6.58 6.28 4.12 - - 4.14 - - Critical Hdwy Stg 1 6.17 5.57 - 6.18 5.58 ------- Critical Hdwy Stg 2 6.17 5.57 - 6.18 5.58 ------- Follow-up Hdwy 3.563 4.063 3.363 3.572 4.072 3.372 2.218 - - 2.236 - - Pot Cap-1 Maneuver 375 383 800 356 381 743 1302 - - 1235 - - Stage 1 755 700 - 632 605 ------- Stage 2 606 587 - 693 674 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 308 364 800 264 362 743 1302 - - 1235 - - Mov Cap-2 Maneuver 308 364 - 264 362 ------- Stage 1 721 697 - 604 578 ------- Stage 2 509 561 - 568 671 ------- Approach EB WB NB SB HCM Control Delay, s 17.9 22.7 1 0.2 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2EBLn3WBLn1 SBL SBT SBR Capacity (veh/h) 1302 - - 308 364 800 321 1235 - - HCM Lane V/C Ratio 0.037 - - 0.314 0.237 0.06 0.371 0.004 - - HCM Control Delay (s) 7.9 0 - 22 17.9 9.8 22.7 7.9 0 - HCM Lane LOS A A - C C A C A A - HCM 95th %tile Q(veh) 0.1 - - 1.3 0.9 0.2 1.7 0 - - HCM 6th TWSC LDS Teton River 101: 2nd East & East Access 2027+P PM Synchro 11 Report Fehr & Peers Page 7 Intersection Int Delay, s/veh 2.6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 51 22 24 1128 763 53 Future Vol, veh/h 51 22 24 1128 763 53 Conflicting Peds, #/hr 0 00000 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 93 93 93 93 93 93 Heavy Vehicles, % 2 22222 Mvmt Flow 55 24 26 1213 820 57 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1508 849 877 0 - 0 Stage 1 849 ----- Stage 2 659 ----- Critical Hdwy 6.63 6.23 4.13 - - - Critical Hdwy Stg 1 5.43 ----- Critical Hdwy Stg 2 5.83 ----- Follow-up Hdwy 3.519 3.319 2.219 - - - Pot Cap-1 Maneuver 122 360 768 - - - Stage 1 418 ----- Stage 2 477 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 109 360 768 - - - Mov Cap-2 Maneuver 109 ----- Stage 1 375 ----- Stage 2 477 ----- Approach EB NB SB HCM Control Delay, s 60.9 0.7 0 HCM LOS F Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 768 - 138 - - HCM Lane V/C Ratio 0.034 - 0.569 - - HCM Control Delay (s) 9.8 0.5 60.9 - - HCM Lane LOS A A F - - HCM 95th %tile Q(veh) 0.1 - 2.9 - - HCM 6th TWSC LDS Teton River 101: 2nd East & East Access 2027+P PM_mitigated Synchro 11 Report Fehr & Peers Page 7 Intersection Int Delay, s/veh 1.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 51 22 24 1128 763 53 Future Vol, veh/h 51 22 24 1128 763 53 Conflicting Peds, #/hr 0 00000 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 93 93 93 93 93 93 Heavy Vehicles, % 2 22222 Mvmt Flow 55 24 26 1213 820 57 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1508 849 877 0 - 0 Stage 1 849 ----- Stage 2 659 ----- Critical Hdwy 6.63 6.23 4.13 - - - Critical Hdwy Stg 1 5.43 ----- Critical Hdwy Stg 2 5.83 ----- Follow-up Hdwy 3.519 3.319 2.219 - - - Pot Cap-1 Maneuver 122 360 768 - - - Stage 1 418 ----- Stage 2 477 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 109 360 768 - - - Mov Cap-2 Maneuver 240 ----- Stage 1 375 ----- Stage 2 477 ----- Approach EB NB SB HCM Control Delay, s 24 0.7 0 HCM LOS C Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 768 - 267 - - HCM Lane V/C Ratio 0.034 - 0.294 - - HCM Control Delay (s) 9.8 0.5 24 - - HCM Lane LOS A A C - - HCM 95th %tile Q(veh) 0.1 - 1.2 - - HCM 6th TWSC LDS Teton River 102: Moody Rd & Southeast Access 2027+P PM Synchro 11 Report Fehr & Peers Page 8 Intersection Int Delay, s/veh 1.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 47 48 28 27 0 Future Vol, veh/h 0 47 48 28 27 0 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 7 77722 Mvmt Flow 0 51 52 30 29 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 82 0 - 0 118 67 Stage 1 - - - - 67 - Stage 2 - - - - 51 - Critical Hdwy 4.17 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.263 - - - 3.518 3.318 Pot Cap-1 Maneuver 1484 - - - 878 997 Stage 1 - - - - 956 - Stage 2 - - - - 971 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1484 - - - 878 997 Mov Cap-2 Maneuver - - - - 878 - Stage 1 - - - - 956 - Stage 2 - - - - 971 - Approach EB WB SB HCM Control Delay, s 0 0 9.2 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1484 - - - 878 HCM Lane V/C Ratio ----0.033 HCM Control Delay (s) 0 - - - 9.2 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - 0.1 HCM 6th TWSC LDS Teton River 103: Moody Rd & Southwest Access 2027+P PM Synchro 11 Report Fehr & Peers Page 9 Intersection Int Delay, s/veh 2.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 20 20 28 27 0 Future Vol, veh/h 0 20 20 28 27 0 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 7 77722 Mvmt Flow 0 22 22 30 29 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 52 0 - 0 59 37 Stage 1 - - - - 37 - Stage 2 - - - - 22 - Critical Hdwy 4.17 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.263 - - - 3.518 3.318 Pot Cap-1 Maneuver 1522 - - - 948 1035 Stage 1 - - - - 985 - Stage 2 - - - - 1001 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1522 - - - 948 1035 Mov Cap-2 Maneuver - - - - 948 - Stage 1 - - - - 985 - Stage 2 - - - - 1001 - Approach EB WB SB HCM Control Delay, s 0 0 8.9 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1522 - - - 948 HCM Lane V/C Ratio ----0.031 HCM Control Delay (s) 0 - - - 8.9 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - 0.1 Appendix C – Detailed Synchro  Queueing Reports  Queues LDS Teton River 3: 2nd East & Moody Rd Existing AM Synchro 11 Report Fehr & Peers Page 1 Lane Group EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 11 142 121 1 433 74 739 v/c Ratio 0.03 0.42 0.25 0.00 0.25 0.13 0.70 Control Delay 18.9 25.1 6.5 6.0 7.4 6.2 17.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 18.9 25.1 6.5 6.0 7.4 6.2 17.3 Queue Length 50th (ft) 3 43 1 0 34 10 153 Queue Length 95th (ft) 14 102 33 2 62 27 #494 Internal Link Dist (ft) 692 2699 1043 1532 Turn Bay Length (ft) 200 100 150 Base Capacity (vph) 647 540 684 567 2458 590 1052 Starvation Cap Reductn 0000000 Spillback Cap Reductn 0000000 Storage Cap Reductn 0000000 Reduced v/c Ratio 0.02 0.26 0.18 0.00 0.18 0.13 0.70 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues LDS Teton River 4: 2nd East & Stationery Pl Existing AM Synchro 11 Report Fehr & Peers Page 2 Lane Group WBL WBR NBT SBL SBT Lane Group Flow (vph) 14 42 426 108 779 v/c Ratio 0.07 0.18 0.14 0.14 0.26 Control Delay 22.0 10.6 1.6 2.4 2.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 22.0 10.6 1.6 2.4 2.0 Queue Length 50th (ft) 4 0 11 6 26 Queue Length 95th (ft) 15 19 21 17 43 Internal Link Dist (ft) 568 3688 1043 Turn Bay Length (ft) 100 Base Capacity (vph) 436 422 2929 785 2962 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.03 0.10 0.15 0.14 0.26 Intersection Summary Queues LDS Teton River 5: 2nd East & SH 33 Existing AM Synchro 11 Report Fehr & Peers Page 3 Lane Group WBL WBR NBT SBT Lane Group Flow (vph) 324 16 657 775 v/c Ratio 0.77 0.04 0.29 0.35 Control Delay 54.3 12.8 9.4 10.6 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 54.3 12.8 9.4 10.6 Queue Length 50th (ft) 236 0 96 127 Queue Length 95th (ft) 272 14 146 188 Internal Link Dist (ft) 5609 432 3688 Turn Bay Length (ft) 100 Base Capacity (vph) 1088 979 2250 2216 Starvation Cap Reductn 0000 Spillback Cap Reductn 0000 Storage Cap Reductn 0000 Reduced v/c Ratio 0.30 0.02 0.29 0.35 Intersection Summary Queues LDS Teton River 3: 2nd East & Moody Rd Existing PM Synchro 11 Report Fehr & Peers Page 1 Lane Group EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 14 280 150 3 1117 87 457 v/c Ratio 0.03 0.68 0.26 0.01 0.70 0.33 0.47 Control Delay 18.8 33.8 5.7 7.3 16.7 11.2 14.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 18.8 33.8 5.7 7.3 16.7 11.2 14.2 Queue Length 50th (ft) 4 120 1 1 194 18 116 Queue Length 95th (ft) 18 #239 42 4 269 37 276 Internal Link Dist (ft) 692 2699 1043 1532 Turn Bay Length (ft) 200 100 150 Base Capacity (vph) 621 500 662 643 2288 262 1099 Starvation Cap Reductn 0000000 Spillback Cap Reductn 0000000 Storage Cap Reductn 0000000 Reduced v/c Ratio 0.02 0.56 0.23 0.00 0.49 0.33 0.42 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues LDS Teton River 4: 2nd East & Stationery Pl Existing PM Synchro 11 Report Fehr & Peers Page 2 Lane Group WBL WBR NBT SBL SBT Lane Group Flow (vph) 51 118 1006 30 703 v/c Ratio 0.22 0.38 0.37 0.08 0.26 Control Delay 21.9 9.1 3.2 3.1 2.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 21.9 9.1 3.2 3.1 2.8 Queue Length 50th (ft) 12 0 41 2 25 Queue Length 95th (ft) 38 35 77 9 50 Internal Link Dist (ft) 568 3688 1043 Turn Bay Length (ft) 100 Base Capacity (vph) 415 461 2756 398 2760 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.12 0.26 0.37 0.08 0.25 Intersection Summary Queues LDS Teton River 5: 2nd East & SH 33 Existing PM Synchro 11 Report Fehr & Peers Page 3 Lane Group WBL WBR NBT SBT Lane Group Flow (vph) 241 11 1253 756 v/c Ratio 0.77 0.04 0.51 0.32 Control Delay 62.2 17.8 8.6 7.2 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 62.2 17.8 8.6 7.2 Queue Length 50th (ft) 180 0 190 99 Queue Length 95th (ft) 250 16 303 163 Internal Link Dist (ft) 5609 432 3688 Turn Bay Length (ft) 100 Base Capacity (vph) 793 715 2445 2336 Starvation Cap Reductn 0000 Spillback Cap Reductn 0000 Storage Cap Reductn 0000 Reduced v/c Ratio 0.30 0.02 0.51 0.32 Intersection Summary Queues LDS Teton River 3: 2nd East & Moody Rd Existing+P AM Synchro 11 Report Fehr & Peers Page 1 Lane Group EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 46 142 145 60 472 76 777 v/c Ratio 0.12 0.45 0.31 0.16 0.27 0.13 0.82 Control Delay 15.6 29.2 8.6 6.8 8.5 6.3 26.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 15.6 29.2 8.6 6.8 8.5 6.3 26.8 Queue Length 50th (ft) 9 59 8 8 42 10 302 Queue Length 95th (ft) 31 102 43 24 76 29 #555 Internal Link Dist (ft) 692 2699 1043 1532 Turn Bay Length (ft) 200 100 150 Base Capacity (vph) 575 475 648 496 2242 570 950 Starvation Cap Reductn 0000000 Spillback Cap Reductn 0000000 Storage Cap Reductn 0000000 Reduced v/c Ratio 0.08 0.30 0.22 0.12 0.21 0.13 0.82 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues LDS Teton River 4: 2nd East & Stationery Pl Existing+P AM Synchro 11 Report Fehr & Peers Page 2 Lane Group WBL WBR NBT SBL SBT Lane Group Flow (vph) 14 42 524 108 812 v/c Ratio 0.07 0.19 0.18 0.15 0.27 Control Delay 22.2 10.8 1.7 2.5 2.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 22.2 10.8 1.7 2.5 2.0 Queue Length 50th (ft) 4 0 15 6 27 Queue Length 95th (ft) 15 19 26 17 45 Internal Link Dist (ft) 568 3688 1043 Turn Bay Length (ft) 100 Base Capacity (vph) 430 417 2922 711 2950 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.03 0.10 0.18 0.15 0.28 Intersection Summary Queues LDS Teton River 5: 2nd East & SH 33 Existing+P AM Synchro 11 Report Fehr & Peers Page 3 Lane Group WBL WBR NBT SBT Lane Group Flow (vph) 324 16 756 808 v/c Ratio 0.77 0.04 0.33 0.36 Control Delay 54.3 12.8 9.9 10.7 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 54.3 12.8 9.9 10.7 Queue Length 50th (ft) 236 0 117 134 Queue Length 95th (ft) 272 14 174 198 Internal Link Dist (ft) 5609 432 3688 Turn Bay Length (ft) 100 Base Capacity (vph) 1088 979 2261 2216 Starvation Cap Reductn 0000 Spillback Cap Reductn 0000 Storage Cap Reductn 0000 Reduced v/c Ratio 0.30 0.02 0.33 0.36 Intersection Summary Queues LDS Teton River 3: 2nd East & Moody Rd Existing+P PM Synchro 11 Report Fehr & Peers Page 1 Lane Group EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 71 280 166 38 1139 89 492 v/c Ratio 0.14 0.72 0.29 0.08 0.71 0.35 0.59 Control Delay 13.2 37.0 6.6 7.7 17.0 11.6 20.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 13.2 37.0 6.6 7.7 17.0 11.6 20.4 Queue Length 50th (ft) 12 121 5 7 200 18 192 Queue Length 95th (ft) 44 #250 49 20 279 38 303 Internal Link Dist (ft) 692 2699 1043 1532 Turn Bay Length (ft) 200 100 150 Base Capacity (vph) 594 474 669 602 2283 253 1001 Starvation Cap Reductn 0000000 Spillback Cap Reductn 0000000 Storage Cap Reductn 0000000 Reduced v/c Ratio 0.12 0.59 0.25 0.06 0.50 0.35 0.49 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues LDS Teton River 4: 2nd East & Stationery Pl Existing+P PM Synchro 11 Report Fehr & Peers Page 2 Lane Group WBL WBR NBT SBL SBT Lane Group Flow (vph) 51 118 1063 30 758 v/c Ratio 0.23 0.39 0.39 0.08 0.28 Control Delay 22.3 9.2 3.3 3.2 2.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 22.3 9.2 3.3 3.2 2.8 Queue Length 50th (ft) 13 0 44 2 28 Queue Length 95th (ft) 38 35 84 9 55 Internal Link Dist (ft) 568 3688 1043 Turn Bay Length (ft) 100 Base Capacity (vph) 404 452 2713 366 2718 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.13 0.26 0.39 0.08 0.28 Intersection Summary Queues LDS Teton River 5: 2nd East & SH 33 Existing+P PM Synchro 11 Report Fehr & Peers Page 3 Lane Group WBL WBR NBT SBT Lane Group Flow (vph) 241 11 836 809 v/c Ratio 0.77 0.04 0.35 0.34 Control Delay 62.2 17.8 5.9 7.3 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 62.2 17.8 5.9 7.3 Queue Length 50th (ft) 180 0 87 107 Queue Length 95th (ft) 250 16 150 176 Internal Link Dist (ft) 5609 432 3688 Turn Bay Length (ft) 100 Base Capacity (vph) 793 715 2415 2378 Starvation Cap Reductn 0000 Spillback Cap Reductn 0000 Storage Cap Reductn 0000 Reduced v/c Ratio 0.30 0.02 0.35 0.34 Intersection Summary Queues LDS Teton River 3: 2nd East & Moody Rd 2027 AM Synchro 11 Report Fehr & Peers Page 1 Lane Group EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 18 167 143 6 506 89 857 v/c Ratio 0.04 0.47 0.28 0.02 0.31 0.17 0.83 Control Delay 15.9 25.7 6.2 6.4 9.1 7.2 23.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 15.9 25.7 6.2 6.4 9.1 7.2 23.4 Queue Length 50th (ft) 3 51 2 1 42 12 199 Queue Length 95th (ft) 18 117 36 5 81 35 #661 Internal Link Dist (ft) 692 2699 1043 1532 Turn Bay Length (ft) 200 100 150 Base Capacity (vph) 631 529 690 502 2421 523 1036 Starvation Cap Reductn 0000000 Spillback Cap Reductn 0000000 Storage Cap Reductn 0000000 Reduced v/c Ratio 0.03 0.32 0.21 0.01 0.21 0.17 0.83 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues LDS Teton River 4: 2nd East & Stationery Pl 2027 AM Synchro 11 Report Fehr & Peers Page 2 Lane Group WBL WBR NBT SBL SBT Lane Group Flow (vph) 18 54 494 125 899 v/c Ratio 0.09 0.23 0.17 0.17 0.30 Control Delay 22.3 10.2 1.7 2.7 2.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 22.3 10.2 1.7 2.7 2.2 Queue Length 50th (ft) 6 0 13 7 32 Queue Length 95th (ft) 18 21 25 20 53 Internal Link Dist (ft) 568 3688 1043 Turn Bay Length (ft) 100 Base Capacity (vph) 418 415 2957 742 2995 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.04 0.13 0.17 0.17 0.30 Intersection Summary Queues LDS Teton River 5: 2nd East & SH 33 2027 AM Synchro 11 Report Fehr & Peers Page 3 Lane Group WBL WBR NBT SBT Lane Group Flow (vph) 373 18 765 898 v/c Ratio 0.78 0.04 0.36 0.43 Control Delay 50.7 10.7 11.9 13.6 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 50.7 10.7 11.9 13.6 Queue Length 50th (ft) 267 0 131 174 Queue Length 95th (ft) 296 14 196 252 Internal Link Dist (ft) 5609 432 3688 Turn Bay Length (ft) 100 Base Capacity (vph) 1088 980 2134 2082 Starvation Cap Reductn 0000 Spillback Cap Reductn 0000 Storage Cap Reductn 0000 Reduced v/c Ratio 0.34 0.02 0.36 0.43 Intersection Summary Queues LDS Teton River 3: 2nd East & Moody Rd 2027 PM Synchro 11 Report Fehr & Peers Page 1 Lane Group EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 21 323 177 5 1290 102 533 v/c Ratio 0.04 0.77 0.30 0.01 0.79 0.46 0.55 Control Delay 17.0 39.4 5.6 7.4 20.3 15.7 16.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 17.0 39.4 5.6 7.4 20.3 15.7 16.0 Queue Length 50th (ft) 6 144 2 1 255 21 148 Queue Length 95th (ft) 22 #296 46 5 341 44 338 Internal Link Dist (ft) 692 2699 1043 1532 Turn Bay Length (ft) 200 100 150 Base Capacity (vph) 572 461 641 584 2148 221 1041 Starvation Cap Reductn 0000000 Spillback Cap Reductn 0000000 Storage Cap Reductn 0000000 Reduced v/c Ratio 0.04 0.70 0.28 0.01 0.60 0.46 0.51 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues LDS Teton River 4: 2nd East & Stationery Pl 2027 PM Synchro 11 Report Fehr & Peers Page 2 Lane Group WBL WBR NBT SBL SBT Lane Group Flow (vph) 59 140 1161 38 812 v/c Ratio 0.25 0.46 0.43 0.12 0.30 Control Delay 22.4 13.0 3.8 4.0 3.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 22.4 13.0 3.8 4.0 3.2 Queue Length 50th (ft) 16 9 52 2 32 Queue Length 95th (ft) 42 48 110 12 68 Internal Link Dist (ft) 568 3688 1043 Turn Bay Length (ft) 100 Base Capacity (vph) 394 436 2631 312 2635 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.15 0.32 0.44 0.12 0.31 Intersection Summary Queues LDS Teton River 5: 2nd East & SH 33 2027 PM Synchro 11 Report Fehr & Peers Page 3 Lane Group WBL WBR NBT SBT Lane Group Flow (vph) 281 16 1448 870 v/c Ratio 0.78 0.05 0.61 0.39 Control Delay 60.2 14.7 11.6 9.0 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 60.2 14.7 11.6 9.0 Queue Length 50th (ft) 208 0 271 133 Queue Length 95th (ft) 281 18 425 215 Internal Link Dist (ft) 5609 432 3688 Turn Bay Length (ft) 100 Base Capacity (vph) 793 718 2363 2228 Starvation Cap Reductn 0000 Spillback Cap Reductn 0000 Storage Cap Reductn 0000 Reduced v/c Ratio 0.35 0.02 0.61 0.39 Intersection Summary Queues LDS Teton River 3: 2nd East & Moody Rd 2027+P AM Synchro 11 Report Fehr & Peers Page 1 Lane Group EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 53 167 167 64 546 92 895 v/c Ratio 0.13 0.51 0.33 0.19 0.31 0.18 0.95 Control Delay 14.6 30.2 8.3 7.6 9.4 7.2 42.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 14.6 30.2 8.3 7.6 9.4 7.2 42.7 Queue Length 50th (ft) 10 71 9 9 54 13 ~459 Queue Length 95th (ft) 33 118 46 27 94 36 #712 Internal Link Dist (ft) 692 2699 1043 1532 Turn Bay Length (ft) 200 100 150 Base Capacity (vph) 569 465 652 471 2213 519 938 Starvation Cap Reductn 0000000 Spillback Cap Reductn 0000000 Storage Cap Reductn 0000000 Reduced v/c Ratio 0.09 0.36 0.26 0.14 0.25 0.18 0.95 Intersection Summary ~ 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. Queues LDS Teton River 4: 2nd East & Stationery Pl 2027+P AM Synchro 11 Report Fehr & Peers Page 2 Lane Group WBL WBR NBT SBL SBT Lane Group Flow (vph) 18 54 592 125 932 v/c Ratio 0.09 0.23 0.20 0.18 0.31 Control Delay 22.5 10.3 1.8 2.8 2.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 22.5 10.3 1.8 2.8 2.2 Queue Length 50th (ft) 6 0 17 8 33 Queue Length 95th (ft) 18 21 31 21 55 Internal Link Dist (ft) 568 3688 1043 Turn Bay Length (ft) 100 Base Capacity (vph) 410 408 2971 676 3001 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.04 0.13 0.20 0.18 0.31 Intersection Summary Queues LDS Teton River 5: 2nd East & SH 33 2027+P AM Synchro 11 Report Fehr & Peers Page 3 Lane Group WBL WBR NBT SBT Lane Group Flow (vph) 373 18 864 931 v/c Ratio 0.78 0.04 0.40 0.45 Control Delay 50.7 10.7 12.6 13.8 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 50.7 10.7 12.6 13.8 Queue Length 50th (ft) 267 0 157 183 Queue Length 95th (ft) 296 14 230 264 Internal Link Dist (ft) 5609 432 3688 Turn Bay Length (ft) 100 Base Capacity (vph) 1088 980 2141 2080 Starvation Cap Reductn 0000 Spillback Cap Reductn 0000 Storage Cap Reductn 0000 Reduced v/c Ratio 0.34 0.02 0.40 0.45 Intersection Summary Queues LDS Teton River 3: 2nd East & Moody Rd 2027+P PM Synchro 11 Report Fehr & Peers Page 1 Lane Group EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 80 323 192 40 1313 104 568 v/c Ratio 0.16 0.77 0.32 0.09 0.79 0.47 0.66 Control Delay 13.7 39.8 6.5 7.9 20.2 16.0 22.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 13.7 39.8 6.5 7.9 20.2 16.0 22.6 Queue Length 50th (ft) 15 148 6 8 265 22 244 Queue Length 95th (ft) 48 #291 53 20 353 46 369 Internal Link Dist (ft) 692 2699 1043 1532 Turn Bay Length (ft) 200 100 150 Base Capacity (vph) 546 461 638 539 2103 220 925 Starvation Cap Reductn 0000000 Spillback Cap Reductn 0000000 Storage Cap Reductn 0000000 Reduced v/c Ratio 0.15 0.70 0.30 0.07 0.62 0.47 0.61 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues LDS Teton River 4: 2nd East & Stationery Pl 2027+P PM Synchro 11 Report Fehr & Peers Page 2 Lane Group WBL WBR NBT SBL SBT Lane Group Flow (vph) 59 140 1218 38 867 v/c Ratio 0.25 0.47 0.45 0.13 0.32 Control Delay 22.4 14.5 4.0 4.3 3.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 22.4 14.5 4.0 4.3 3.3 Queue Length 50th (ft) 16 12 56 2 35 Queue Length 95th (ft) 42 51 122 13 76 Internal Link Dist (ft) 568 3688 1043 Turn Bay Length (ft) 100 Base Capacity (vph) 386 419 2704 298 2708 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.15 0.33 0.45 0.13 0.32 Intersection Summary Queues LDS Teton River 5: 2nd East & SH 33 2027+P PM Synchro 11 Report Fehr & Peers Page 3 Lane Group WBL WBR NBT SBT Lane Group Flow (vph) 281 16 1503 923 v/c Ratio 0.78 0.05 0.63 0.41 Control Delay 60.2 14.7 12.0 9.3 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 60.2 14.7 12.0 9.3 Queue Length 50th (ft) 208 0 290 145 Queue Length 95th (ft) 281 18 455 233 Internal Link Dist (ft) 5609 432 3688 Turn Bay Length (ft) 100 Base Capacity (vph) 793 718 2368 2225 Starvation Cap Reductn 0000 Spillback Cap Reductn 0000 Storage Cap Reductn 0000 Reduced v/c Ratio 0.35 0.02 0.63 0.41 Intersection Summary Appendix D – Preliminary Signal  Warrant Analysis  Project LDS TR Major Street 2nd East Scenario Existing Conditions Minor Street EB US-20 Ramp Peak Hour AM Turn Movement Volumes Major Street Direction NB SB EB WB Left 0 36 41 0 x North/South Through 288 508 3 0 East/West Right 114 0 280 0 Total 402 544 324 0 Intersection Geometry 1 3 52 Approach with Worst Case Delay EB 324 Stopped Delay (seconds per vehicle) Total Vehicles on Approach Number of Approach Lanes for Minor Street Worst Case Delay for Minor Street Met Existing Conditions Limiting Value Condition Satisfied? Warrant Met Warrant 3A, Peak Hour YES Total Approaches Peak Hour Delay on Minor Approach (vehicle-hours) Peak Hour Volume on Minor Approach (vph) Peak Hour Entering Volume Serviced (vph) Met Met 4.7 324 1,270 4 100 650 Project LDS TR Major Street 2nd East Scenario Existing Conditions Minor Street EB US-20 Ramp Peak Hour AM Turn Movement Volumes Major Street Direction NB SB EB WB Left 36 41 0 x North/South Through 288 508 3 0 East/West Right 114 0 280 0 Total 402 544 324 0 21 YES Number of Approach Lanes * Note: Traffic Volume for Major Street is Total Volume of Both Approches. Traffic Volume for Minor Street is the Volume of High Volume Approach. Traffic Volume (VPH) * 946 324 Major Street Minor Street Warrant Met2nd East EB US-20 Ramp 0 100 200 300 400 500 600 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Mi n o r S t r e e t H i g h e r V o l u m e A p p r o a c h - V P H Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Warrant 3B, Peak Hour * Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane. Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2014 150* 100* 2 or More Lanes & 2 or More Lanes 1 Lane & 1 Lane 2 or More Lanes & 1 Lane Project LDS TR Major Street 2nd East Scenario Existing Conditions Minor Street EB US-20 Ramp Peak Hour AM Turn Movement Volumes Major Street Direction NB SB EB WB Left 0 29 104 0 x North/South Through 612 379 1 0 East/West Right 354 0 269 0 Total 966 408 374 0 Intersection Geometry 1 3 121 Approach with Worst Case Delay EB 374 Stopped Delay (seconds per vehicle) Total Vehicles on Approach Number of Approach Lanes for Minor Street Worst Case Delay for Minor Street Met Existing Conditions Limiting Value Condition Satisfied? Warrant Met Warrant 3A, Peak Hour YES Total Approaches Peak Hour Delay on Minor Approach (vehicle-hours) Peak Hour Volume on Minor Approach (vph) Peak Hour Entering Volume Serviced (vph) Met Met 12.6 374 1,748 4 100 650 Project LDS TR Major Street 2nd East Scenario Existing Conditions Minor Street EB US-20 Ramp Peak Hour AM Turn Movement Volumes Major Street Direction NB SB EB WB Left 29 104 0 x North/South Through 612 379 1 0 East/West Right 354 0 269 0 Total 966 408 374 0 21 YES Number of Approach Lanes * Note: Traffic Volume for Major Street is Total Volume of Both Approches. Traffic Volume for Minor Street is the Volume of High Volume Approach. Traffic Volume (VPH) * 1,374 374 Major Street Minor Street Warrant Met2nd East EB US-20 Ramp 0 100 200 300 400 500 600 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Mi n o r S t r e e t H i g h e r V o l u m e A p p r o a c h - V P H Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Warrant 3B, Peak Hour * Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane. Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2014 150* 100* 2 or More Lanes & 2 or More Lanes 1 Lane & 1 Lane 2 or More Lanes & 1 Lane Project LDS TR Major Street 2nd East Scenario Existing Conditions Minor Street WB US-20 Ramp Peak Hour AM Turn Movement Volumes Major Street Direction NB SB EB WB Left 197 0 0 272 x North/South Through 137 266 0 1 East/West Right 0 81 0 22 Total 334 347 0 295 Intersection Geometry 2 3 417 Approach with Worst Case Delay WB 295 Warrant Met Warrant 3A, Peak Hour YES Total Approaches Peak Hour Delay on Minor Approach (vehicle-hours) Peak Hour Volume on Minor Approach (vph) Peak Hour Entering Volume Serviced (vph) Met Met 34.2 295 976 5 150 650 Stopped Delay (seconds per vehicle) Total Vehicles on Approach Number of Approach Lanes for Minor Street Worst Case Delay for Minor Street Met Existing Conditions Limiting Value Condition Satisfied? Project LDS TR Major Street 2nd East Scenario Existing Conditions Minor Street WB US-20 Ramp Peak Hour AM Turn Movement Volumes Major Street Direction NB SB EB WB Left 197 0 0 272 x North/South Through 137 266 0 1 East/West Right 81 0 22 Total 334 347 0 295 Major Street Minor Street Warrant Met2nd East WB US-20 Ramp 22 NO Number of Approach Lanes * Note: Traffic Volume for Major Street is Total Volume of Both Approches. Traffic Volume for Minor Street is the Volume of High Volume Approach. Traffic Volume (VPH) * 681 295 0 100 200 300 400 500 600 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Mi n o r S t r e e t H i g h e r V o l u m e A p p r o a c h - V P H Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Warrant 3B, Peak Hour * Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane. Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2014 150* 100* 2 or More Lanes & 2 or More Lanes 1 Lane & 1 Lane 2 or More Lanes & 1 Lane Project LDS TR Major Street 2nd East Scenario Existing Conditions Minor Street WB US-20 Ramp Peak Hour AM Turn Movement Volumes Major Street Direction NB SB EB WB Left 348 0 0 202 x North/South Through 371 209 0 1 East/West Right 0 66 0 13 Total 719 275 0 216 Intersection Geometry 2 3 595 Approach with Worst Case Delay WB 216 Warrant Met Warrant 3A, Peak Hour YES Total Approaches Peak Hour Delay on Minor Approach (vehicle-hours) Peak Hour Volume on Minor Approach (vph) Peak Hour Entering Volume Serviced (vph) Met Met 35.7 216 1,210 5 150 650 Stopped Delay (seconds per vehicle) Total Vehicles on Approach Number of Approach Lanes for Minor Street Worst Case Delay for Minor Street Met Existing Conditions Limiting Value Condition Satisfied? Project LDS TR Major Street 2nd East Scenario Existing Conditions Minor Street WB US-20 Ramp Peak Hour AM Turn Movement Volumes Major Street Direction NB SB EB WB Left 348 0 0 202 x North/South Through 371 209 0 1 East/West Right 66 0 13 Total 719 275 0 216 Major Street Minor Street Warrant Met2nd East WB US-20 Ramp 22 NO Number of Approach Lanes * Note: Traffic Volume for Major Street is Total Volume of Both Approches. Traffic Volume for Minor Street is the Volume of High Volume Approach. Traffic Volume (VPH) * 994 216 0 100 200 300 400 500 600 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Mi n o r S t r e e t H i g h e r V o l u m e A p p r o a c h - V P H Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Warrant 3B, Peak Hour * Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane. Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2014 150* 100* 2 or More Lanes & 2 or More Lanes 1 Lane & 1 Lane 2 or More Lanes & 1 Lane