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17 - Traffic Impact Study - Icon Apartments at Ferguson Farm
ICON APARTMENT HOMES AT FERGUSON FARM ICON APARTMENT HOMES AT FERGUSON FARM ICON APARTMENT HOMES AT FERGUSON FARM ICON APARTMENT HOMES AT FERGUSON FARM TRAFFIC IMPACT STUDY TRAFFIC IMPACT STUDY TRAFFIC IMPACT STUDY TRAFFIC IMPACT STUDY prepared for: Braxton Development P.O. Box 11890 Bozeman, MT 59718 prepared by: Sanderson Stewart 106 E Babcock Bozeman, MT 59715 July July July July 201 201 201 20177 77 Icon Apartment Homes at Ferguson Farm TIS ii ii TABLE OF CO NTENTS INTRODUCTION ..................................................................................................................................... 1 SITE LOCATION AND DESCRIPTION ........................................................................................................ 1 SITE DEVELOPMENT PLAN ....................................................................................................................... 1 EXISTING CONDITIONS .......................................................................................................................... 1 Streets .............................................................................................................................................. 1 Intersections ...................................................................................................................................... 4 Traffic Volumes.................................................................................................................................. 5 Intersection Capacity ......................................................................................................................... 6 TRIP GENERATION .................................................................................................................................. 7 TRIP DISTRIBUTION ................................................................................................................................. 9 TRAFFIC ASSIGNMENT ............................................................................................................................ 9 TRAFFIC IMPACTS ................................................................................................................................... 9 Traffic Volumes.................................................................................................................................. 9 Intersection Capacity ....................................................................................................................... 12 Traffic Signal Warrants .................................................................................................................... 12 POTENTIAL MITIGATION ALTERNATIVES ................................................................................................ 16 CONCLUSIONS AND RECOMMENDATIONS ......................................................................................... 16 Conclusions .................................................................................................................................... 16 Recommendations ........................................................................................................................... 16 APPENDICES APPENDIX A – DETAILED TRAFFIC SIGNAL TIMING AND PHASING APPENDIX B – TRAFFIC VOLUME DATA APPENDIX C – CAPACITY CALCULATIONS – EXISTING (2017) APPENDIX D – CAPACITY CALCULATIONS – FUTURE (2019) & FUTURE (2021) APPENDIX E – TRAFFIC SIGNAL WARRANT WORKSHEETS LIST OF TABLES TABLE 1: EXISTING CONDITIONS (2017) CAPACITY CALCULATION SUMMARY ........................................ 8 TABLE 2: TRIP GENERATION .................................................................................................................... 9 TABLE 3: FUTURE CAPACITY CALCULATION SUMMARY ......................................................................... 15 Icon Apartment Homes at Ferguson Farm TIS ii ii ii ii LIST OF FIGURES FIGURE 1: STUDY AREA .......................................................................................................................... 2 FIGURE 2: SITE LAYOUT…………………………………………………………………… ..................................... 3 FIGURE 3: EXISTING CONDITIONS (2017) PEAK HOUR TURNING MOVEMENT VOLUMES ........................ 6 FIGURE 4: PHASE 1 (2019) TRIP DISTRIBUTION & TRAFFIC ASSIGNMENT SUMMARY .............................. 10 FIGURE 5: FULL BUILDOUT (2021) TRIP DISTRIBUTION & TRAFFIC ASSIGNMENT SUMMARY ................... 11 FIGURE 6: PHASE I + FUTURE (2019) TRAFFIC VOLUME SCENARIO ....................................................... 13 FIGURE 7: FULL BUILDOUT + FUTURE (2021) TRAFFIC VOLUME SCENARIO ........................................... 14 Icon Apartment Homes at Ferguson Farm TIS 11 11 INTRODUCTION This traffic impact study (TIS) summarizes the projected impacts associated with the proposed development of Icon Apartment Homes at Ferguson Farm in Bozeman, Montana. The purpose of the study was to assess the traffic-related impacts that the project may have on the surrounding transportation system and to provide recommendations to mitigate any such impacts. The methodology and analysis procedures used in this study employ the latest technology and nationally accepted standards in the areas of site development and transportation impact assessment. Recommendations made in this report are based on professional judgment and these principles. SITE LOCATION AND DESCRIPTION The Icon Apartment Homes at Ferguson Farm development site is located on a 19.863-acre property in the northwest part of Bozeman, Montana. The legal description of the property is Lot 3A of Minor Subdivision 365 in Section 10, Township 2 South, Range 5 East in Gallatin County, Montana. The site is bordered by West Babcock Street to the north, Fallon Street to the south, Resort Drive to the east and private property to the west. Figure 1 on the following page depicts the study area and the current proposed layout for the subdivision. SITE DEVELOPMENT PLAN The Icon Apartment Homes at Ferguson Farm site plan proposes the construction of 19 apartment buildings with a total of 345 apartments and a central clubhouse in two phases. Phase I will construct 213 apartments (11 buildings) and Phase II will construct the remaining 132 apartments (8 buildings). There are five different building types, including two types of 12-unit buildings, two types of 20-unit buildings and a 32-unit building. Parking for the site will be accommodated through a mixture of garages and surface parking spaces. The current site plan proposes 366 perpendicular surface parking spaces (including 18 accessible parking spaces), 78 parallel surface parking spaces and 190 garage spaces. Figure 2 on page 3 illustrates the current site plan for Icon Apartment Homes at Ferguson Farm, including the phase line. EXISTING CONDITIONS Streets The development of the Icon Apartment Homes at Ferguson Farm will have a direct impact on the adjacent streets and intersections through traffic generation. The following paragraphs describe the existing area roadways that are most likely to be affected. Huffine Lane Huffine Lane (US Highway 191) is classified by both MDT and the City of Bozeman (via the 2017 Bozeman Transportation Master Plan) as a Principal Arterial. Adjacent to the project site, Huffine Lane has a 5-lane cross section with a two-way left- turn lane (TWLTL). There are no bike lanes and parking is prohibited along both shoulders. The posted speed limit on this stretch of Huffine Lane is 55 mph. Icon Apartment Homes at Ferguson Farm TIS 22 22 FIGURE 1. STUDY AREA Icon Apartment Homes at Ferguson Farm TIS 33 33 FIGURE 2. SITE LAYOUT Icon Apartment Homes at Ferguson Farm TIS 44 44 Cottonwood Road Cottonwood Road is classified as a Principal Arterial in the 2017 Bozeman Transportation Master Plan and as a local street (north of Huffine Lane) by MDT. Directly adjacent to the project site, the typical section for Cottonwood Road provides for two travel lanes and a bike lane in each direction, with auxiliary left-turn lanes at major intersections. The directional halves of the street are separated by wide raised medians. Parking is prohibited along both shoulders. North of West Babcock Street, Cottonwood Road provides for only one travel lane in each direction. The posted speed limit on Cottonwood Road is 35 mph. Ferguson Avenue Ferguson Avenue is classified as a Collector in the 2017 Bozeman Transportation Master Plan and as a Major Collector by MDT. Adjacent to the project site, the typical section for Ferguson Avenue provides for a single travel lane and a bike lane in each direction. On-street parking is prohibited along both shoulders. The posted speed limit on Ferguson Avenue is 35 mph. West Babcock Street West Babcock Street is classified as a Collector in the 2017 Bozeman Transportation Master Plan and as a Major Collector by MDT. Adjacent to the project site, the typical section for West Babcock Street provides for a single travel lane and a bike lane in each direction, with on-street parallel parking along the north shoulder. The posted speed limit through this stretch of West Babcock Street is 30 mph. Fallon Street Fallon Street is classified by both MDT and the City of Bozeman (via the 2017 Bozeman Transportation Master Plan) as a Local Street. Adjacent to the project site, the typical section for Fallon Street provides for a single travel lane and a bike lane in each direction. The posted speed limit through this stretch of Fallon Street is 25 mph. Resort Drive Resort Drive is classified by both MDT and the City of Bozeman (via the 2017 Bozeman Transportation Master Plan) as a Local Street. Adjacent to the project site, the typical section for Resort Drive provides for a single travel lane and a bike lane in each direction. There is no posted speed limit on Resort Drive. Palisade Drive Palisade Drive is classified by both MDT and the City of Bozeman (via the 2017 Bozeman Transportation Master Plan) as a Local Street. Adjacent to the project site, the typical section for Palisade Drive provides for a single travel lane in each direction with on-street parallel parking allowed on both shoulders. There is no posted speed limit on Palisade Drive. Intersections The following paragraphs describe the existing major street intersections that are adjacent to the development site and will potentially be impacted by the new development. Huffine Lane/Ferguson Avenue The intersection of Huffine Lane and Ferguson Avenue is a “T” intersection that is controlled by a traffic signal. The southbound and eastbound approaches have auxiliary left turn bays, while the southbound and westbound approaches have dedicated right-turn bays. This intersection operates under a simple two-phase control plan with no protected phases. Detailed traffic signal timing and phasing information for this intersection can be found in Appendix A. Icon Apartment Homes at Ferguson Farm TIS 55 55 Huffine Lane/Cottonwood Road The intersection of Huffine Lane and Cottonwood Road is a four-legged intersection that is controlled by a traffic signal. All four approaches have auxiliary left turn bays. There is a protected phase for eastbound and westbound left-turns, whereas the signal does have a protected left-turn phase for the northbound and southbound left-turn movements. Detailed traffic signal timing and phasing information for this intersection can be found in Appendix A. Huffine Lane/Resort Drive The intersection of Huffine Lane and Resort Drive is a “T” intersection that is controlled with a stop sign on the minor approach and restricted to 3/4 access (minor approach left turns prohibited) by way of a raised median on Resort Drive. Huffine Lane has a TWLTL at the intersection. Cottonwood Road/Fallon Street The intersection of Cottonwood Road and Fallon Street is a four-legged intersection that is controlled with stop signs on the east and west (Fallon Street) approaches. The north and south approaches have auxiliary left-turn lanes and a thru and thru/right combination lane Fallon Street/Resort Drive The intersection of Fallon Street and Resort Drive is a four-legged intersection that is controlled with stop signs on the north and south (Resort Drive) approaches. There are no auxiliary turn lanes on any of the approaches. Cottonwood Road/West Babcock Street The intersection of Cottonwood Road and West Babcock Street is a four-legged intersection that is controlled with stop signs on the east and west (West Babcock Street) approaches. All four intersection approaches have auxiliary left-turn lanes and the south approach also has a dedicated right-turn bay. The City of Bozeman has planned for a future traffic signal at the Cottonwood/Babcock intersection with Cottonwood Road improvements that are currently under design. West Babcock Street/Ferguson Avenue The intersection of West Babcock Street and Ferguson Avenue is a four-legged intersection that is to be controlled with a traffic signal that is currently being installed. All four approaches will have auxiliary left-turn lanes. The signal will initially operate under a simple two-phase plan. There is a school zone crosswalk on the north leg of the intersection. West Babcock Street/Resort Drive The intersection of West Babcock Street and Resort Drive is a “T” intersection that is controlled with a stop sign on the minor (Resort Drive) approach. There are no auxiliary turn lanes at the intersection. Traffic Volumes Weekday AM and PM peak hour turning movement counts were collected for the above-listed study area intersections in late May and early June of 2017 using Miovision video-based data collection equipment. The applicable morning and evening weekday peak hour periods were found to occur from 7:30 to 8:30 AM and from 5:00 to 6:00 PM. The raw count data was adjusted for seasonal variation using MDT factors for the applicable street types. Figure 3 on the following page summarizes the resulting calculated Existing Conditions (2017) peak hour turning movement volumes for the AM and PM peak hours. Detailed traffic count data worksheets are included in Appendix B. Icon Apartment Homes at Ferguson Farm TIS 66 66 FIGURE 3. EXISTING CONDITIONS (2017) PEAK HOUR TURNING MOVEME NT VOLUMES Icon Apartment Homes at Ferguson Farm TIS 77 77 Intersection Capacity Existing Conditions (2017) capacity calculations were performed for the study area intersections using Highway Capacity Software (HCS2010). HCS2010 is based on the 2010 Highway Capacity Manual (HCM2010) (Transportation Research Board, 2010) methodologies, for unsignalized intersections. The HCM2010 defines level of service (LOS) as “a quality measure describing operational conditions within a traffic stream, generally in terms of such service measures as speed and travel time, freedom to maneuver, traffic interruptions, comfort and convenience.” LOS is a qualitative measure of the performance of an intersection with values ranging from LOS A, indicating good operation and low vehicle delays, to LOS F, which indicates congestion and longer vehicle delays. The results of the Existing Conditions (2017) capacity calculations showed that all of the study area intersections as a whole currently operate at or above LOS C during both the AM and PM peak hour periods. However, the intersections of Huffine Lane with Cottonwood Road and Ferguson Avenue both have one minor approach that operates at LOS D during one or both peak periods. The major approaches at those intersections also exhibit long projected 95th percentile queues. Table 1 on the following page presents the results of the Existing Conditions (2017) capacity calculation results. Capacity calculation worksheets for each of the study area intersections can be found in Appendix C. TRIP GENERATION An accurate estimate of site-generated traffic must be made to analyze the impacts of a new development. This study utilized Trip Generation, 9th Edition, published by the Institute of Transportation Engineers (ITE), which is the most widely accepted source for determining trip generation projections. For the purposes of this study, Land Use Category 220 – Apartment was utilized to project trip generation for the Icon Apartment Homes at Ferguson Farm. Table 2 on page 9 illustrates the results of the trip generation calculations for the site. At full buildout and occupancy, the project is projected to generate a total of 176 trips (35 entering/141 exiting) during the AM peak hour and 214 trips (139 entering/75 exiting) during the PM peak hour. Trip generation projections provide an estimate of the total number of trips that would be generated by a proposed development. However, in order to estimate the net number of new trips made by personal vehicles external to the site, adjustments must often be made to account for internal capture trips, pass-by trips, and trips made by alternate modes. Internal capture (IC) trips are those trips that do not have origins or destinations external to a project site. Since IC trips occur internally, they do not have an impact on external traffic operations. IC trips most often occur in mixed-use developments where residential, commercial, and office-related land uses exhibit a high rate of internal trip exchange. Since this development is residential only, it was assumed for the purposes of being conservative that the site would not generate any internal capture trips. Pass-by trips are those trips that are made as intermediate stops on the way from a point of origin to a primary trip destination. Pass-by trips are attracted from traffic “passing by” on an adjacent street that offers direct access to that site. Pass-by trips are primarily attracted by commercial type land uses such as restaurants, convenience markets and gas stations. Residential developments do not generate a significant amount of pass-by trips as they usually serve as a primary origin or destination. Again, for the purposes of this study, it was conservatively assumed that no pass-by trips would be generated. Table 2 presents the net totals for new external personal vehicle trips that are projected to be generated by the project site at full buildout and occupancy. Icon Apartment Homes at Ferguson Farm TIS 88 88 Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) EB 15.9 C 1 19.3 C 1 WB 15.3 C 1 15.0 C 1 NB 0.5 A 1 0.4 A 1 SB 0.5 A 1 0.5 A 1 Intersection 3.4 A -- 3.3 A -- EB 0.0 A 0 0.0 A 0 WB 1.2 A 0 0.7 A 0 NB 9.3 A 0 9.8 A 1 Intersection 1.0 A -- 1.1 A -- EB 21.3 C 3 21.1 C 3 WB 21.2 C 2 21.7 C 4 NB 4.7 A 2 5.6 A 4 SB 5.7 A 4 5.1 A 3 Intersection 9.9 A -- 10.3 B -- WB 8.6 A 0 8.6 A 0 NB 0.0 A 0 0.0 A 0 SB 0.6 A 0 1.6 A 0 Intersection 2.0 A -- 1.3 A -- EB 12.5 B 1 13.2 B 1 WB 20.1 C 1 19.2 C 2 NB 1.3 A 1 0.6 A 1 SB 1.0 A 1 0.8 A 1 Intersection 2.9 A -- 3.2 A -- EB 0.4 A 0 0.2 A 0 WB 2.1 A 0 0.4 A 0 NB 9.5 A 1 9.7 A 1 SB 9.8 A 1 9.6 A 0 Intersection 2.3 A -- 2.5 A -- EB 26.8 C 21 29.1 C 22 WB 6.6 A 8 33.4 C 24 NB 33.8 C 6 33.4 C 7 SB 35.0 D 8 31.3 C 6 Intersection 22.8 C -- 31.4 C -- EB 22.1 C 21 15.9 B 14 WB 14.8 B 9 13.1 B 13 SB 34.3 C 9 49.4 D 10 Intersection 21.8 C -- 19.0 B -- Resort Drive & Palisade Drive Huffine Lane & Ferguson Avenue Fallon Street & Resort Drive Intersection Control Intersection Control Signalized Huffine Lane & Cottonwood Road Intersection Control Signalized Intersection Control Two-way Stop Control (EB & WB) Fallon Street & Cottonwood Road Intersection Control Two-way Stop Control (NB & SB) One-way Stop Control (WB) Intersection Control Two-way Stop Control (EB & WB) Babcock Street & Cottonwood Road Intersection Control One-way Stop Control (NB) Babcock Street & Ferguson Avenue Intersection Control Signalized Babcock Street & Resort Drive Intersection Approach Existing Conditions (2017) AM Peak PM Peak TABLE 1. EXISTING CONDITIONS (2017) CAPACITY CALCULATION RESULTS Icon Apartment Homes at Ferguson Farm TIS 99 99 TRIP DISTRIBUTION Trip distribution is an estimate of site-generated trip routing, which can be determined by several methods such as computerized travel demand models, calculation of travel time for various available routes and/or simple inspection of existing traffic patterns within the project area. For this study, Sanderson Stewart calculated the trip distribution scheme based on the relative magnitude of existing peak hour turning movement volumes on key travel routes, as well as proximity of those routes to the site and its planned access points. Figures 4 and 5 on pages 10 and 11 present the calculated trip distribution scheme for this study (Phase 1 and Full Buildout). The overall trip distribution percentages were held the same for both future traffic projection scenarios. TRAFFIC ASSIGNMENT Traffic assignment is the procedure whereby site-generated vehicle trips are assigned to study area streets, intersections and site access driveways based on the calculated trip distribution and the physical attributes of the development site. Using this approach, site-generated trips for the Icon Apartment Homes at Ferguson Farm development were assigned to study area streets and intersections. Separate assignments were made for the Phase 1 (2019) and Full Buildout (2021) traffic projection scenarios. The results of the traffic assignment exercise for the AM and PM peak hours are also illustrated in Figures 4 and 5. TRAFFIC IMPACTS Traffic Volumes For the purposes of this study, it was assumed that buildout and occupancy for Phase I of the Icon Apartment Homes development would occur by the close of 2019 and that full buildout of the entire development would occur in 2021. Intensity Units total enter exit total enter exit Apartment (Land Use Code 220) 1 132 Dwelling Units 67 13 54 82 53 29 Internal Capture Trips** 0 0 0 0 0 0 Pass-By Trips** (AM=n/a, assume 34%/PM=34%) 0 0 0 0 0 0 Apartment (Land Use Code 220) 1 213 Dwelling Units 109 22 87 132 86 46 Internal Capture Trips** 0 0 0 0 0 0 Pass-By Trips** (AM=n/a, assume 34%/PM=34%) 0 0 0 0 0 0 176 35 141 214 139 75 (1) Apartment - Land Use Code 220 Units = Dwelling Units Peak Hour of the Adjacent Street, One Hour between 7 and 9 AM: Average Rate = 0.51 (20% entering, 80% exiting) Peak Hour of the Adjacent Street, One Hour between 4 and 6 PM: Average Rate = 0.62 (65% entering, 35% exiting) *Trip Generation, 9th Edition , Institute of Transportation Engineers, 2012 ** Trip Generation Handbook, 3rd Edition , Institute of Transportation Engineers, 2014 Total New External Personal Vehicle Phase I Phase II PM Peak Hour Land Use Independent Variable AM Peak Hour TABLE 2. TRIP GENERATION SUMMARY Icon Apartment Homes at Ferguson Farm TIS 10 10 10 10 FIGURE 4. PHASE I (2019) TR IP DISTRIBUTION & TRAFFIC ASSIGNMENT SUMMARY Icon Apartment Homes at Ferguson Farm TIS 11 11 11 11 FIGURE 5. FULL BUILDOUT (2021) TRIP DISTRIBUTION & TRAFFIC ASSIGNME NT SUMMARY Icon Apartment Homes at Ferguson Farm TIS 12 12 12 12 In addition to the site-generated traffic from the subject development, background traffic volumes will also likely increase for study area streets and intersections due to general growth in the city. In order to account for that likely growth, Sanderson Stewart reviewed recent historical traffic volume data for the area and determined that a background growth rate of 4.0 percent would be appropriate for modeling ambient growth. It should be noted that this level of background traffic growth heavily outweighs the site-based traffic generation for this development project. For example, at the intersection of Huffine Lane and Ferguson Avenue, Icon Apartment Homes at Ferguson Farm is projected to contribute 157 new turning movements during the AM and PM peak hours for the Full Buildout (2021) scenario, whereas ambient background traffic growth projects to contribute 936 new turning movements for the same time period. Figure 6 on page 13 and Figure 7 on page 14 illustrate the projected AM and PM peak hour Phase 1 (2019) and Full Buildout (2021) scenarios traffic volume projections combined with future background traffic growth that were calculated for this study. Intersection Capacity Sanderson Stewart performed intersection capacity calculations for the Phase I Buildout (2019) and the Full Buildout (2021) scenarios based on the AM and PM peak hour traffic volume projections presented in Figure 6 and Figure 7. Site access intersections were initially presumed to be stop-controlled and to have single-lane approaches for the purposes of this analysis. For both future scenarios, the Cottonwood Road and West Babcock Street intersection is evaluated as a signalized intersection as the improvement is currently being designed through the City of Bozeman’s Durston, Cottonwood, & Baxter Improvement Project. Table 3 on page 15 presents the results of the Phase I Buildout (2019) and the Full Buildout (2021) scenario capacity calculations. The majority of study area intersections and intersection approaches are projected to operate at LOS C or better during both peak hours with a few noted exceptions. The westbound approach at the Cottonwood Road and Fallon Street intersection is anticipated to degrade to LOS E for the Full Buildout (2021) traffic scenario, albeit with limited projected 95th percentile queues. The minor approaches for the intersection of Huffine Lane with Cottonwood Road are anticipated to operate at LOS D during the AM peak hours of both future volume scenarios based on the existing signal timing and phasing plans. During the PM peak hours of the future volume scenarios for that same intersection, multiple individual approaches and the intersection as a whole are anticipated to operate at LOS D and LOS E with long projected 95th percentile queues. For the intersection of Huffine Lane with Ferguson Avenue, the southbound approach is anticipated to operate at LOS D for both the AM and PM peak hours in both future volume scenarios based on the existing signal timing and phasing plans. The intersection as a whole would continue to operate at LOS C. Detailed capacity calculation worksheets for the Phase I Buildout (2019) and Full Buildout (2021) traffic projection scenarios are included in Appendix D. Traffic Signal Warrants Manual on Uniform Traffic Control Devices (MUTCD) traffic signal warrants were evaluated for the intersections of Cottonwood Road with Fallon Street. The intersection is currently two-way stop controlled (east and west approaches). The analysis results showed that the Eight-Hour Vehicular Volume, Four-Hour Vehicular Volume and Peak Hour warrants with existing volumes are all not met. The Peak Hour warrant for both the 2019 and 2021 future volume scenarios were also not met. MUTCD signal warrant worksheet are included in Appendix E. Icon Apartment Homes at Ferguson Farm TIS 13 13 13 13 FIGURE 6. PHASE I + FUTURE (2019) TRAFFIC VOLUME SCENARIO Icon Apartment Homes at Ferguson Farm TIS 14 14 14 14 FIGURE 7. FULL BUILDOUT + FUTURE (2021) TRAFFIC VOLUME SCENARIO Icon Apartment Homes at Ferguson Farm TIS 15 15 15 15 Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) EB 19.2 B 2 14.4 B 1 19.1 B 2 14.3 B 2 WB 19.9 B 2 14.4 B 2 19.8 B 2 14.3 B 2 NB 3.3 A 2 4.8 A 2 3.5 A 2 5.2 A 3 SB 3.6 A 2 4.3 A 2 3.8 A 2 4.6 A 2 Intersection 6.8 A -- 6.4 A -- 6.9 A -- 6.6 A -- EB 0.4 A 0 0.2 A 0 WB 0.1 A 0 0.5 A 0 NB 9.7 A 1 10.2 B 1 SB 9.8 A 0 10.0 B 0 Intersection 1.5 A -- 1.0 A -- EB 0.0 A 0 0.0 A 0 0.0 A 0 0.0 A 0 WB 1.3 A 0 1.0 A 0 1.4 A 1 1.3 A 1 NB 9.4 A 1 9.7 A 1 9.3 A 1 10.1 B 1 Intersection 1.4 A -- 1.3 A -- 1.5 A -- 1.7 A -- EB 21.8 C 4 21.4 C 3 21.7 C 4 21.3 C 4 WB 24.5 C 2 22.1 C 4 21.4 C 3 22.1 C 4 NB 4.9 A 3 5.6 A 5 5.3 A 3 6.4 A 6 SB 5.9 A 5 4.1 A 1 6.6 A 6 5.9 A 4 Intersection 10.2 B -- 12.5 B -- 10.8 B -- 11.1 B -- EB 8.7 A 1 8.6 A 0 8.9 A 1 8.9 A 1 WB 8.8 A 0 8.8 A 0 9.2 A 0 9.3 A 0 NB 1.0 A 0 1.7 A 0 3.5 A 0 3.2 A 1 SB 0.5 A 0 0.9 A 0 0.3 A 0 0.8 A 0 Intersection 3.2 A -- 2.6 A -- 4.5 A -- 3.7 A -- EB 13.2 B 1 14.8 A 1 14.4 B 1 16.4 C 1 WB 23.7 C 2 24.8 C 2 38.3 E 3 37.8 E 4 NB 1.3 A 1 0.6 A 1 1.3 A 1 0.5 A 1 SB 1.0 A 1 0.9 A 1 1.0 A 1 0.9 A 1 Intersection 3.6 A -- 4.0 A -- 5.5 A -- 5.6 A -- EB 0.6 A 0 0.3 A 0 0.5 A 0 0.3 A 0 WB 1.9 A 0 0.3 A 0 1.7 A 0 0.3 A 0 NB 9.8 A 1 10.1 B 1 10.3 B 1 10.7 B 1 SB 10.3 B 1 10.1 B 1 11.0 B 1 11.1 B 1 Intersection 2.7 A -- 2.7 A -- 3.5 A -- 3.2 A -- EB 29.9 C 24 33.8 C 25 33.9 C 29 37.2 D 29 WB 8.1 A 9 43.9 D 30 9.9 A 10 64.3 E 35 NB 35.1 D 6 37.1 D 8 36.1 D 7 46.1 D 10 SB 36.8 D 9 34.1 C 7 40.0 D 11 40.3 D 8 Intersection 25.1 C -- 37.9 D -- 28.0 C -- 48.7 D -- EB 25.0 C 23 18.3 B 16 30.1 C 25 20.9 C 18 WB 15.2 B 9 13.6 B 15 15.7 B 10 14.3 B 16 SB 35.6 D 10 50.7 D 11 37.4 D 12 52.2 D 13 Intersection 23.7 C -- 20.6 C -- 26.9 C -- 22.2 C -- EB 0.5 A 0 2.0 A 1 0.4 A 0 1.9 A 1 WB 0.0 A 0 0.0 A 0 0.0 A 0 0.0 A 0 SB 9.0 A 1 9.2 A 1 9.1 A 1 9.3 A 1 Intersection 2.3 A -- 1.8 A -- 2.1 A -- 1.6 A -- EB 0.2 A 0 1.1 A 0 0.2 A 0 1.0 A 0 WB 0.0 A 0 0.0 A 0 0.0 A 0 0.0 A 0 SB 9.2 A 1 9.5 A 1 9.3 A 1 9.7 A 1 Intersection 1.6 A -- 1.2 A -- 1.5 A -- 1.0 A -- Future Phase I & II Buildout (2021) AM Peak PM Peak Signalized Two-way Stop Control (NB & SB) Clubhouse Access & Fallon Street Stafford Avenue & Fallon Street Huffine Lane & Ferguson Avenue Intersection Control One-way Stop Control (SB) Babcock Street & Ferguson Avenue Intersection Control Two-way Stop Control (EB & WB) One-way Stop Control (NB) Intersection Control One-way Stop Control (SB) Intersection Control Two-way Stop Control (EB & WB) One-way Stop Control (SB) One-way Stop Control (SB) Signalized Two-way Stop Control (EB & WB) Two-way Stop Control (EB & WB) Two-way Stop Control (NB & SB) Signalized Signalized Huffine Lane & Cottonwood Road Intersection Control Signalized Resort Drive & Palisade Drive Fallon Street & Cottonwood Road Intersection Control Two-way Stop Control (NB & SB) Fallon Street & Resort Drive Intersection Control Signalized Babcock Street & Cottonwood Road Intersection Control One-way Stop Control (NB) Babcock Street & Resort Drive Intersection Control Signalized Intersection Control Babcock Street & Stafford Drive Intersection Control Signalized Intersection Approach Future Phase I Buildout (2019) AM Peak PM Peak TABLE 3. FUTURE CONDITIONS CAPACITY CALCULATION RESULTS Icon Apartment Homes at Ferguson Farm TIS 16 16 16 16 Potential Mitigation Alternatives The signalized intersections of Huffine Lane with Cottonwood Road and Ferguson Avenue both exhibit substandard (below LOS C) LOS during the AM or PM peak hours for existing conditions, and both intersections show substantial degradation in LOS on the minor approaches for the future conditions scenarios. For both intersections, the main cause of the degradation in LOS is the projected growth of mainline traffic volume demands along Huffine Lane. As traffic continues to grow exponentially in that corridor, as well as through development along the sidestreets in the study area, traffic signal timings, phasing, and coordination plans should be re-evaluated and optimized to better handle the peak hour traffic volumes. Our analysis shows that adjustments to traffic signal timing and phasing would allow for intersection LOS to be improved to LOS C or better for both of the impacted intersections on Huffine Lane during both peak hour periods. Even so, projected queuing for the mainline approaches is still significant. Specific recommendations on traffic signal timing and phasing modifications are included in the following section of the report. Although the intersection of Cottonwood Road and Fallon Street projects to have LOS E operations for the westbound approach during both peak hours for the Full Buildout (2021) scenario, the associated turning movement demands for that approach are relatively low. As a result, the projected 95th percentile queues are very manageable. Traffic signal warrants are not projected to be met for the intersection under this scenario. All-way stop control would not be appropriate given the large imbalance in north-south vs. east-west traffic demand. Even with the LOS E projections for the westbound approach, the intersection as a whole projects to operate at LOS A. As such, the best approach at this point may be to do nothing and to monitor operations relative to a future traffic signal, roundabout or other traffic control or geometric improvements. CONCLUSIONS AND RECOMMENDATIONS Conclusions The preceding analysis has shown that the Icon Apartment Homes at Ferguson Farm site development project will generate a substantial volume of new traffic demand for area streets and intersections through the projected full buildout and occupancy date of 2021. However, the impacts associated with ambient growth of background traffic during that same time frame are expected to greatly outweigh site-generated traffic volume impacts. The future conditions analysis showed that there could be LOS impacts at multiple intersections. The most substantial impacts are projected to occur the intersections of Huffine Lane with Cottonwood Road and Ferguson Avenue. However, those deficiencies can be addressed in the short term via traffic signal timing and phasing plan modifications. Lengthy queues on the mainline approaches may still be an issue during peak traffic periods. However, it is not expected that this queuing would cause any ancillary problems in terms of gridlock to private approaches or adjacent intersections. Recommendations The following list of recommendations is based on the analysis results from this study and the professional judgment of the author: Traffic signal timing and phasing plans should be monitored for adjustments to optimize operations as traffic volume demands grow and change in the coming years. The following are specific modifications that are projected to greatly improve operational conditions based on the traffic projections calculated for this study: Icon Apartment Homes at Ferguson Farm TIS 17 17 17 17 Huffine Lane/Cottonwood Road Intersection · New coordination timing plan for Huffine Lane traffic · Optimization of phase splits for peak hour time-of-day (TOD) timings Huffine Lane/Ferguson Avenue Intersection · New coordination timing plan for Huffine Lane traffic · Adding protected eastbound left-turn and overlapping southbound right-turn phases · Optimization of phase splits for peak hour time-of-day (TOD) timings Our recommendation for the other study area intersections, including the intersection of Cottonwood Road and Fallon Street, is to monitor traffic demand growth and operational conditions going forward for the purpose of determining if and when traffic control or geometric improvements may be necessary to maintain safe and efficient operations. At this time, no additional improvements are considered as justifiable or beneficial relative to the anticipated costs. All transportation-related improvements shall be designed in accordance with City of Bozeman and MDT standards (where applicable) and the Manual on Uniform Traffic Control Devices (MUTCD). DETAILED TRAFFIC SIGNAL TIMING & DETAILED TRAFFIC SIGNAL TIMING & DETAILED TRAFFIC SIGNAL TIMING & DETAILED TRAFFIC SIGNAL TIMING & PHASING PHASING PHASING PHASING A P P E N D I X A Tr a f f i c Si g n a l at Ba b c o c k St r e e t & Fe r g u s o n Av e n u e 6/5/2017 CO N T R O L L E R SE T T I N G S Ph a s e 1 P h a s e 2 P h a s e 3 P h a s e 4 P h a s e 5 P h a s e 6 P h a s e 7 Phase 8 BA S I C IN T E R V A L S (o r FU N C T I O N S ) FU T U R E F U T U R E F U T U R E F U T U R E Mi n i m u m Gr e e n / I n i t i a l 1 0 . 0 1 0 . 0 1 0 . 0 8 . 0 Ve h i c l e Ex t e n s i o n / P a s s a g e Ti m e 2 . 0 2 . 0 2 . 0 2 . 0 Ma x i m u m Gr e e n 2 4 . 0 3 6 . 0 2 4 . 0 3 6 . 0 Ye l l o w Ch a n g e 3 . 5 3 . 5 3 . 5 3 . 5 Re d Cl e a r a n c e 1 . 5 1 . 5 1 . 5 1 . 5 Wa l k 7 . 0 7 . 0 7 . 0 7 . 0 Pe d e s t r i a n Cl e a r a n c e 1 4 . 0 1 4 . 0 1 4 . 0 1 4 . 0 Mi n i m u m Gr e e n / I n i t i a l 1 0 . 0 1 0 . 0 1 0 . 0 8 . 0 Ve h i c l e Ex t e n s i o n / P a s s a g e Ti m e 2 . 0 2 . 0 2 . 0 2 . 0 Ma x i m u m Gr e e n 2 0 . 0 3 0 . 0 2 4 . 0 3 6 . 0 Ye l l o w Ch a n g e 3 . 5 3 . 5 3 . 5 3 . 5 Re d Cl e a r a n c e 1 . 5 1 . 5 1 . 5 1 . 5 Wa l k 7 . 0 7 . 0 7 . 0 7 . 0 Pe d e s t r i a n Cl e a r a n c e 1 4 . 0 1 4 . 0 1 4 . 0 1 4 . 0 TI M E WA I T I N G GA P RE D U C T I O N OP T I O N S Ti m e Be f o r e Re d u c t i o n 3 0 . 0 3 0 . 0 Ti m e to Re d u c e to Mi n i m u m Ga p 1 8 . 0 1 8 . 0 Mi n i m u m Ga p 2 . 0 2 . 0 Lo c k i n g Me m o r y No n ‐lo c k i n g Me m o r y XX X X Fl a s h i n g ‐No r m a l & Co n f l i c t Mo n i t o r R Y R Y St a r t Up Ph a s i n g R G R G Pr e s e n c e XX X X Ca l l i n g * * Pa s s a g e Co u n t i n g Em e r g e n c y Ve h i c l e Pr e ‐em p t i o n XX X X Ph a s e 2 & 6 ‐ Ba b c o c k St r e e t P h a s e 4 & 8 ‐ Fe r g u s o n Av e n u e ** C a l l i n g ac t u a t i o n sh a l l pl a c e on e ca l l in t o th e co n t r o l l e r on th e ye l l o w or re d in t e r v a l Ca l l i n g ac t u a t i o n sh a l l be di s c o n n e c t e d du r i n g th e gr e e n in t e r v a l . Ty p e of De t e c t o r Pe a k AM (7 ‐9) & PM (4 ‐6) Ho u r s Of f ‐Pe a k Ho u r s SEPAC ECOM All Data 6/19/2017 10:09:22AM Intersection Name: Huffine @ Cottonwood Intersection Alias: HuffCotton Channel: 3 Access Code: 9999 1 :1200 Baud 3 :1200 Baud Access Data Address: 19 IP Address: Revision: 3.53a Phase Initialization Data Phase 1 Initial 1-Inact 2 3-Yel 3 0-None 4 1-Inact 5 1-Inact 6 3-Yel 7 0-None 8 1-Inact 9 0-None 10 0-None 11 0-None 12 0-None 13 0-None 14 0-None 15 0-None 16 0-None PHASE DATA Page 1 of 13 All Red Yellow Max2 Max1 Passage Min Green Phase Vehical Basic Timings Walk Off Time Green Delay Yellow Delay Walk Offset Mode Pedestrian Timings Walk PedClr Ext Ped Clr Flash Walk Actuated Rest in Walk Bike Green Misc Timings Phase Data Bank: 1 1 3.0 3.0 0.0 5 20 25 0 0 0 0-Advance 0 0 0 No No 0 2 0.0 5.0 1.7 25 45 55 0 0 0 0-Advance 7 20 0 No Yes 0 3 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 4 3.0 3.6 2.7 5 30 40 0 0 0 0-Advance 7 22 0 No No 0 5 3.0 3.0 0.0 5 20 25 0 0 0 0-Advance 0 0 0 No No 0 6 0.0 5.0 1.7 25 45 55 0 0 0 0-Advance 7 20 0 No Yes 0 7 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 8 3.0 3.6 2.7 5 30 40 0 0 0 0-Advance 7 22 0 No No 0 9 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 10 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 11 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 12 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 13 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 14 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 15 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 16 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 Phase Data Bank: 2 1 3.0 3.0 0.0 5 20 25 0 0 0 0-Advance 0 0 0 No No 0 2 0.0 5.0 1.7 25 45 55 0 0 0 0-Advance 7 20 0 No Yes 0 3 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 4 3.0 3.6 2.7 5 30 40 0 0 0 0-Advance 7 22 0 No No 0 5 3.0 3.0 0.0 5 20 25 0 0 0 0-Advance 0 0 0 No No 0 6 0.0 5.0 1.7 25 45 55 0 0 0 0-Advance 7 20 0 No Yes 0 7 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 8 3.0 3.6 2.7 5 30 40 0 0 0 0-Advance 7 22 0 No No 0 9 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 10 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 11 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 12 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 13 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 14 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 15 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 16 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 Phase Data Bank: 3 1 3.0 3.0 0.0 5 20 25 0 0 0 0-Advance 0 0 0 No No 0 2 0.0 5.0 1.7 25 45 55 0 0 0 0-Advance 7 20 0 No Yes 0 3 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 4 3.0 3.6 2.7 5 30 40 0 0 0 0-Advance 7 22 0 No No 0 5 3.0 3.0 0.0 5 20 25 0 0 0 0-Advance 0 0 0 No No 0 6 0.0 5.0 1.7 25 45 55 0 0 0 0-Advance 7 20 0 No Yes 0 7 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 8 3.0 3.6 2.7 5 30 40 0 0 0 0-Advance 7 22 0 No No 0 9 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 10 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 11 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 12 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 13 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 Page 2 of 13 14 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 15 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 16 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 Phase Data Bank: 4 1 3.0 3.0 0.0 5 20 25 0 0 0 0-Advance 0 0 0 No No 0 2 0.0 5.0 1.7 25 45 55 0 0 0 0-Advance 7 20 0 No Yes 0 3 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 4 3.0 3.6 2.7 5 30 40 0 0 0 0-Advance 7 22 0 No No 0 5 3.0 3.0 0.0 5 20 25 0 0 0 0-Advance 0 0 0 No No 0 6 0.0 5.0 1.7 25 45 55 0 0 0 0-Advance 7 20 0 No Yes 0 7 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 8 3.0 3.6 2.7 5 30 40 0 0 0 0-Advance 7 22 0 No No 0 9 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 10 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 11 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 12 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 13 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 14 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 15 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 16 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 Page 3 of 13 Non-Act Response Veh Recall Ped Recall Recall Delay Non Lock Dual Entry Last Car Pass Condit Service No Simu Gap Out General Control Miscellaneous Ph. Car B4 Redu Time B4 Redu Max Initial Time To Redu Min Gap Added Initial Omit Minus Yel Omit Call Special Sequence Vehicle Density Timings Phase Data Bank: 1 None 0 None None Yes No No No No 1 0 0 0 0 0.0 0.0 2 0 0 None 0 Min None Yes Yes No No No 2 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 3 0 0 0 0 0.0 0.0 0 0 0 None 0 None None Yes Yes No No No 4 0 0 0 0 0.0 0.0 0 0 0 None 0 None None Yes No No No No 5 0 0 0 0 0.0 0.0 6 0 0 None 0 Min None Yes Yes No No No 6 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 7 0 0 0 0 0.0 0.0 0 0 0 None 0 None None Yes Yes No No No 8 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 9 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 10 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 11 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 12 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 13 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 14 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 15 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 16 0 0 0 0 0.0 0.0 0 0 0 Phase Data Bank: 2 None 0 None None Yes No No No No 1 0 0 0 0 0.0 0.0 2 0 0 None 0 Min None Yes Yes No No No 2 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 3 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No Yes No No No 4 0 0 0 0 0.0 0.0 0 0 0 None 0 None None Yes No No No No 5 0 0 0 0 0.0 0.0 6 0 0 None 0 Min None Yes Yes No No No 6 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 7 0 0 0 0 0.0 0.0 0 0 0 None 0 None None Yes Yes No No No 8 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 9 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 10 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 11 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 12 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 13 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 14 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 15 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 16 0 0 0 0 0.0 0.0 0 0 0 Phase Data Bank: 3 None 0 None None Yes No No No No 1 0 0 0 0 0.0 0.0 2 0 0 None 0 Min None Yes Yes No No No 2 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 3 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No Yes No No No 4 0 0 0 0 0.0 0.0 0 0 0 None 0 None None Yes No No No No 5 0 0 0 0 0.0 0.0 6 0 0 None 0 Min None Yes Yes No No No 6 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 7 0 0 0 0 0.0 0.0 0 0 0 None 0 None None Yes Yes No No No 8 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 9 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 10 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 11 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 12 0 0 0 0 0.0 0.0 0 0 0 Page 4 of 13 None 0 None None No No No No No 13 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 14 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 15 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 16 0 0 0 0 0.0 0.0 0 0 0 Phase Data Bank: 4 None 0 None None Yes No No No No 1 0 0 0 0 0.0 0.0 2 0 0 None 0 Min None Yes Yes No No No 2 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 3 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No Yes No No No 4 0 0 0 0 0.0 0.0 0 0 0 None 0 None None Yes No No No No 5 0 0 0 0 0.0 0.0 6 0 0 None 0 Min None Yes Yes No No No 6 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 7 0 0 0 0 0.0 0.0 0 0 0 None 0 None None Yes Yes No No No 8 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 9 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 10 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 11 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 12 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 13 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 14 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 15 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 16 0 0 0 0 0.0 0.0 0 0 0 Vehical Detector Phase Assignment Switch Phase Extend Delay Mode Assign Phase 6 0 Veh 0.0 Veh Det:1 1 0 0 Veh 3.0 Veh Det:2 2 0 0 Veh 0.0 Veh Det:4 4 2 0 Veh 0.0 Veh Det:5 5 0 0 Veh 3.0 Veh Det:6 6 0 0 Veh 0.0 Veh Det:8 8 Pedestrian Detector Default Data Special Detector Phase Assignment Assign Phase Switch Phase Mode Extend Delay 0 Spc Det:1 Veh 0.0 0 6 0 Spc Det:2 Veh 3.0 0 2 0 Spc Det:4 Veh 0.0 0 4 0 Spc Det:5 Veh 0.0 0 2 0 Spc Det:6 Veh 3.0 0 6 0 Spc Det:8 Veh 0.0 0 8 Page 5 of 13 Co n c u r r e n t Ph a s e s Unit Data 5sec Flash 40sec General Control No No 0 ABC connector Input Modes: 0 ABC connector Output Modes: 0 D connector Input Modes: 2 D connector Output Modes: 0 Output Selection Input Respons Ring 1 Ring 1 Ring 1 2 Ring 2 Ring 2 3 None None 4 None None Remote Flash Phase Test A = Flash Entry Exit Default Data - No Flash Flash Alternat Flash Color Channel Default Data - No Flash Startup Time: Startup State: Red Revert: Auto Ped Clr: Stop T Reset: Alt Sequence: I'Nat'l Seq: 0-No A B C D E F G H I J K L M N O Phase(s) Overlaps Overlaps P Overlaps Start Green A 2 B 4 C 6 E D 8 F G H I J K L M N O P Phase(s) Stop Green Yel Overlaps A Phase(s) B C 6 D E F G H I J K L M N O P A 1 0 0 4.0 0.0 Trail Green Trail Yellow Trail Red TG Preempt Stop Grn/Yel Phase B 3 0 0 4.0 0.0 C 5 0 0 0.0 4.0 D 7 0 0 0.0 4.0 E 0 0 0 4.0 2.0 F 0 0 0 4.0 2.0 G 0 0 0 2.0 4.0 H 0 0 0 4.0 2.0 I 0 0 0 4.0 2.0 J 0 0 0 4.0 2.0 K 0 0 0 2.0 4.0 L 0 0 0 2.0 4.0 M 0 0 0 4.0 2.0 N 0 0 0 2.0 4.0 O 0 0 0 2.0 4.0 P 0 0 0 2.0 4.0 1 5 6 2 5 6 3 7 8 4 7 8 1 2 5 1 2 6 3 4 7 3 4 8 9 1 1 1 1 1 1 1 Phase(s) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Next Phase Ring Phase 1 1 2 2 1 3 4 1 1 5 2 6 6 2 7 8 2 5 Ring Alternate Sequences No Alternate Sequences Programmed Port 1 Data Message 40 Port Status BIU Addr Basic Det Default Data Page 6 of 13 Channel Control Hardware Pins 1 - Phase 1 RYG 1 - Veh Phase 1 1 2 - Phase 2 RYG 2 - Veh Phase 2 2 3 - Phase 3 RYG 3 - Veh Phase 3 3 4 - Phase 4 RYG 4 - Veh Phase 4 4 5 - Phase 5 RYG 5 - Veh Phase 5 5 6 - Phase 6 RYG 6 - Veh Phase 6 6 7 - Phase 7 RYG 7 - Veh Phase 7 7 8 - Phase 8 RYG 8 - Veh Phase 8 8 10 - Phase 2 DPW 18 - Ped Phase 2 9 12 - Phase 4 DPW 20 - Ped Phase 4 10 14 - Phase 6 DPW 22 - Ped Phase 6 11 16 - Phase 8 DPW 24 - Ped Phase 8 12 17 - Overlap A RYG 33 - Overlap A 13 18 - Overlap B RYG 34 - Overlap B 14 19 - Overlap C RYG 35 - Overlap C 15 20 - Overlap D RYG 36 - Overlap D 16 9 - Phase 1 DPW 17 - Ped Phase 1 17 11 - Phase 3 DPW 19 - Ped Phase 3 18 13 - Phase 5 DPW 21 - Ped Phase 5 19 15 - Phase 7 DPW 23 - Ped Phase 7 20 Operation Mode: 1=Auto Coordination Mode: 0=Permissive Maximun Mode: 0=Inhibit Correction Mode: 2=Short Way Offset Mode: 0=Beg Grn Force Mode: 1=Cycle Max Dwell Time: 0 Yield Period: 0 Manual Dial: 1 Manual Split: 1 Manual Offset: 1 General Coordination Data Coordination Data Dial/Split Cycle 120 1/1 120 1/2 120 1/3 120 1/4 140 2/1 140 2/2 Page 7 of 13 Split Times and Phase Mod Ph. Mode Splits Ph. Dial 1 / Split 1 Ph. Mode Splits Ph. Ph. Mode Splits Ph. Ph. Mode Splits Ph. 0=Actuated 15 1 1=Coordinate 59 2 0=Actuated 46 4 0=Actuated 22 5 1=Coordinate 52 6 0=Actuated 46 8 Ph. Mode Splits Ph. Dial 1 / Split 2 Ph. Mode Splits Ph. Ph. Mode Splits Ph. Ph. Mode Splits Ph. 0=Actuated 17 1 1=Coordinate 64 2 0=Actuated 39 4 0=Actuated 17 5 1=Coordinate 64 6 0=Actuated 39 8 Ph. Mode Splits Ph. Dial 1 / Split 3 Ph. Mode Splits Ph. Ph. Mode Splits Ph. Ph. Mode Splits Ph. 0=Actuated 17 1 1=Coordinate 64 2 0=Actuated 39 4 0=Actuated 17 5 1=Coordinate 64 6 0=Actuated 39 8 Ph. Mode Splits Ph. Dial 1 / Split 4 Ph. Mode Splits Ph. Ph. Mode Splits Ph. Ph. Mode Splits Ph. 0=Actuated 17 1 1=Coordinate 64 2 0=Actuated 39 4 0=Actuated 17 5 1=Coordinate 64 6 0=Actuated 39 8 Ph. Mode Splits Ph. Dial 2 / Split 1 Ph. Mode Splits Ph. Ph. Mode Splits Ph. Ph. Mode Splits Ph. 0=Actuated 17 1 1=Coordinate 78 2 0=Actuated 45 4 0=Actuated 18 5 1=Coordinate 77 6 0=Actuated 45 8 Ph. Mode Splits Ph. Dial 2 / Split 2 Ph. Mode Splits Ph. Ph. Mode Splits Ph. Ph. Mode Splits Ph. 0=Actuated 17 1 1=Coordinate 78 2 0=Actuated 45 4 0=Actuated 18 5 1=Coordinate 77 6 0=Actuated 45 8 Traffic Plan Data Plan: 1/1/1 Alternat Sequence: 0 Mode: 0=Normal Offset Time: 34 Rg 2 Lag Time: 0 Rg 3 Lag Time: 0 Rg 4 Lag Time: 0 Special Function: 0 0=No Correction Mode: Plan: 1/2/1 Alternat Sequence: 0 Mode: 0=Normal Offset Time: 34 Rg 2 Lag Time: 0 Rg 3 Lag Time: 0 Rg 4 Lag Time: 0 Special Function: 0 0=No Correction Mode: Plan: 1/3/1 Alternat Sequence: 0 Mode: 0=Normal Offset Time: 34 Rg 2 Lag Time: 0 Rg 3 Lag Time: 0 Rg 4 Lag Time: 0 Special Function: 0 0=No Correction Mode: Plan: 1/4/1 Alternat Sequence: 0 Mode: 0=Normal Offset Time: 34 Rg 2 Lag Time: 0 Rg 3 Lag Time: 0 Rg 4 Lag Time: 0 Special Function: 0 0=No Correction Mode: Plan: 2/1/1 Alternat Sequence: 0 Mode: 0=Normal Offset Time: 40 Rg 2 Lag Time: 0 Rg 3 Lag Time: 0 Rg 4 Lag Time: 0 Special Function: 0 0=No Correction Mode: Plan: 2/2/1 Alternat Sequence: 0 Mode: 0=Normal Offset Time: 40 Rg 2 Lag Time: 0 Rg 3 Lag Time: 0 Rg 4 Lag Time: 0 Special Function: 0 0=No Correction Mode: Local TBC Data Start of Daylight Saving End of Daylight Saving Month: 3 Month: 11 Week: 2 Week: 1 Cycle Zero Reference Hours: 24 Min: 0 7 6 5 4 3 2 1 Source Day Equate Days 1 7 0 0 0 0 0 0 2 3 4 5 6 0 0 0 Page 8 of 13 Traffic Data Event Day Time D/S/O flash 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 PHASE FUNCTION 1 1 9:30 1/3/1 2 1 11:15 2/2/1 3 1 16:0 1/4/1 4 1 19:30 0/0/4 5 2 7:15 1/1/1 6 2 11:15 2/1/1 7 2 15:30 0/0/4 8 2 18:0 1/2/1 9 2 20:0 0/0/4 AUX. Events Special Function Outputs 8 7 6 5 4 3 2 1 Dimmin Det. Mult100 D3 Det. Rpt. D2 Det. Diag. D1 Aux Ouputs 3 2 1 Min. Hour Program Day Event Default Data - No Special Day(s) or Week(s) Programmed Special Functions Function SF16 SF9 SF10 SF11 SF12 SF13 SF1 SF2 SF3 SF4 SF5 SF6 SF7 SF8 SF14 SF15 Special Function 1 X Special Function 2 X Special Function 3 X Special Function 4 X Special Function 5 X Special Function 6 X Special Function 7 X Special Function 8 X Phase Function PF16 PF15 PF14 PF13 PF12 PF11 PF10 PF9 PF8 PF7 PF6 PF5 PF4 PF3 PF2 PF1 Phase 1 Max2 X Phase 2 Max2 X Phase 3 Max2 X Phase 4 Max2 X Phase 5 Max2 X Phase 6 Max2 X Phase 7 Max2 X Phase 8 Max2 X Page 9 of 13 PF16 PF15 PF14 PF13 PF12 PF11 PF10 PF9 PF8 PF7 PF6 PF5 PF4 PF3 PF2 PF1 Phase 1 Phase Omit X Phase 2 Phase Omit X Phase 3 Phase Omit X Phase 4 Phase Omit X Phase 5 Phase Omit X Phase 6 Phase Omit X Phase 7 Phase Omit X Phase 8 Phase Omit X PF16 PF15 PF14 PF13 PF12 PF11 PF10 PF9 PF8 PF7 PF6 PF5 PF4 PF3 PF2 PF1 PF16 PF15 PF14 PF13 PF12 PF11 PF10 PF9 PF8 PF7 PF6 PF5 PF4 PF3 PF2 PF1 Function Phase Recall PF16 PF15 PF14 PF13 PF12 PF11 PF10 PF9 PF8 PF7 PF6 PF5 PF4 PF3 PF2 PF1 PF16 PF15 PF14 PF13 PF12 PF11 PF10 PF9 PF8 PF7 PF6 PF5 PF4 PF3 PF2 PF1 PF16 PF15 PF14 PF13 PF12 PF11 PF10 PF9 PF8 PF7 PF6 PF5 PF4 PF3 PF2 PF1 PF16 PF15 PF14 PF13 PF12 PF11 PF10 PF9 PF8 PF7 PF6 PF5 PF4 PF3 PF2 PF1 Vehicle Function PF16 PF15 PF14 PF13 PF12 PF11 PF10 PF9 PF8 PF7 PF6 PF5 PF4 PF3 PF2 PF1 PF16 PF15 PF14 PF13 PF12 PF11 PF10 PF9 PF8 PF7 PF6 PF5 PF4 PF3 PF2 PF1 PF16 PF15 PF14 PF13 PF12 PF11 PF10 PF9 PF8 PF7 PF6 PF5 PF4 PF3 PF2 PF1 Overlap Function PF16 PF15 PF14 PF13 PF12 PF11 PF10 PF9 PF8 PF7 PF6 PF5 PF4 PF3 PF2 PF1 Page 10 of 13 Pr e e m p t Dimming Data Channel Red Yellow Green Alternate Default Data - No Dimming Programmed Preemption Data General Preemption Min Grn/Walk Time Ring 0 1 0 2 0 3 0 4 Flash = Preempt 1 Preepmt 1 = Preempt 2 Preepmt 2 = Preempt 3 Preepmt 3 = Preempt 4 Preepmt 4 = Preempt 5 Preepmt 5 = Preempt 6 Non- Locking Link to Preempt Extend Duration MaxCall Lock-Out Ped Clear Yel Red Select Grn Ped Yel Red Track Dwell Green Ped Clear Yel Red Return Preempt Timers Delay 1 No 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 No 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 No 0 0 0 0 0 0 10 50 30 1 0 0 0 10 0 30 0 4 No 0 0 0 0 0 0 10 50 30 1 0 0 0 10 0 30 0 5 No 0 0 0 0 0 0 10 50 30 1 0 0 0 10 0 0 0 6 No 0 0 0 0 0 0 10 50 30 1 0 0 0 10 0 0 0 Preempt 1 Exit Phase Phase Exit Calls Preempt 2 Exit Phase Phase Exit Calls Preempt 3 Exit Phase Phase Exit Calls 2 Yes No 6 Yes No Preempt 4 Exit Phase Phase Exit Calls 2 Yes No 6 Yes No Preempt 5 Exit Phase Phase Exit Calls 4 Yes No 8 Yes No Preempt 6 Exit Phase Phase Exit Calls 4 Yes No 8 Yes No Non-Lockin Priority Delay Extend Duration Max_Call Lock-Out Skip Phases Dwell Priority Timers 1 No 0 0 0 0 0 0=Do not Skip Phases 0 2 No 0 0 0 0 0 0=Do not Skip Phases 0 3 No 0 0 0 0 0 0=Do not Skip Phases 0 4 No 0 0 0 0 0 0=Do not Skip Phases 0 5 No 0 0 0 0 0 0=Do not Skip Phases 0 6 No 0 0 0 0 0 0=Do not Skip Phases 0 Priority 1 Exit Phase Phase Exit Calls Priority 2 Exit Phase Phase Exit Calls Priority 3 Exit Phase Phase Exit Calls Priority 4 Exit Phase Phase Exit Calls Priority 5 Exit Phase Phase Exit Calls Priority 6 Exit Phase Phase Exit Calls Page 11 of 13 Preempt 1 Vehical Phases Ph. Track Dwell Cycle Default Data Overlaps Ovlp Track Dwell Cycle Default Data Pedestrian Phases Cycle Dwell Track Ph Default Data Preempt 2 Vehical Phases Cycle Dwell Track Ph. Default Data Pedestrian Phases Cycle Dwell Track Ph. Default Data Overlaps Cycle Dwell Track Ovlp. Default Data Preempt 3 Vehical Phases Cycle Dwell Track Ph. 2 Red Green No 5 Red Green No Overlaps Cycle Dwell Track Ovlp. No Flash Red 3 Pedestrian Phases Cycle Dwell Track Ph. Default Data Preempt 4 Vehical Phases Cycle Dwell Track Ph. 1 Red Green No 6 Red Green No Pedestrian Phases Cycle Dwell Track Ph. Default Data Overlaps Cycle Dwell Track Ovlp. No Flash Red 1 Preempt 5 Vehical Phases Cycle Dwell Track Ph. 4 Red Green No Overlaps Cycle Dwell Track Ovlp. No Flash Red 4 Pedestrian Phases Cycle Dwell Track Ph. Default Data Preempt 6 Vehical Phases Cycle Dwell Track Ph. 8 Red Green No Pedestrian Phases Cycle Dwell Track Ph. Default Data Overlaps Cycle Dwell Track Ovlp. No Flash Red 2 Local Free: No Local Fash: No Cycle Failure: No Cycle Fault: No Coord Fault: No Coord Failure: No Conflict Flash: No Premption: No Remote Flash: No Voltage Monitor: No Special Status 1: No Special Status 2: No Special Status 3: No Special Status 4: No Special Status 5: No Special Status 6: No Revert to Backup: 15 1st Phone: 2nd Phone: Local Critical Alarms System/Detectors Data Traffic Responsive Detector Channel System Detector Min Volume % Occupancy Correction/10 Average Time(mins) Veh/Hr Default Data Weight Factor System Detectors Queue 1 Detectors Default Data Weight Factor System Detectors Queue 2 Detectors Default Data Detector Failed Level : 0 Input Selection: 0=Average Queue: 1 Detector Failed Level : 0 Input Selection: 0=Average Queue: 2 Level Enter Leave Dial / Split / Offset Queue: / / Default Data Sample Interval: Vehical Detector Diagnostic Value 0 Erratic Count No Activity Max Presence Detector Default Data - Diag 0 Values Vehical Detector Diagnostic Value 1 Erratic Count No Activity Max Presence Detector Default Data - No Diag 1 Values Special Detector Diagnostic Value 0 Erratic Count No Activity Max Presence Detector Default Data - No Diag 0 Valu Page 12 of 13 Pedestrian Detector Diagnostic Value 1 Erratic Count No Activity Max Presence Detector Default Data - No Diag 1 Values Pedestrian Detector Diagnostic Value 0 Erratic Count No Activity Max Presence Detector Default Data - No Diag 0 Values Special Detector Diagnostic Value 1 Erratic Count No Activity Max Presence Detector Default Data - No Diag 1 Values Speed Trap Data Speed Trap: Measurement: Distance : Detector_2 Detector 1 Default Data Speed Trap High Treshold Speed Trap Low Treshold Dial/Split/Offset // Default Data Volume Detector Data Report Interval Controller Detector Channel Volume Detector Number Default Data 0 Page 13 of 13 SEPAC ECOM All Data 6/19/2017 10:11:21AM Intersection Name: Huffine @ Ferguson Intersection Alias: HuffFerg Channel: 3 Access Code: 9999 1 :1200 Baud 3 :1200 Baud Access Data Address: 20 IP Address: Revision: 3.53a Phase Initialization Data Phase 1 Initial 0-None 2 3-Yel 3 0-None 4 1-Inact 5 0-None 6 0-None 7 0-None 8 0-None 9 0-None 10 0-None 11 0-None 12 0-None 13 0-None 14 0-None 15 0-None 16 0-None PHASE DATA Page 1 of 13 All Red Yellow Max2 Max1 Passage Min Green Phase Vehical Basic Timings Walk Off Time Green Delay Yellow Delay Walk Offset Mode Pedestrian Timings Walk PedClr Ext Ped Clr Flash Walk Actuated Rest in Walk Bike Green Misc Timings Phase Data Bank: 1 1 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 2 3.0 5.0 1.5 30 45 55 0 0 0 0-Advance 7 10 0 No No 0 3 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 4 4.0 3.6 2.0 5 30 40 0 0 0 0-Advance 7 22 0 No No 0 5 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 6 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 7 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 8 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 9 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 10 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 11 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 12 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 13 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 14 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 15 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 16 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 Phase Data Bank: 2 1 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 2 3.0 5.0 1.5 30 45 55 0 0 0 0-Advance 7 10 0 No No 0 3 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 4 4.0 3.6 2.0 5 30 40 0 0 0 0-Advance 7 22 0 No No 0 5 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 6 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 7 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 8 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 9 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 10 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 11 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 12 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 13 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 14 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 15 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 16 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 Phase Data Bank: 3 1 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 2 3.0 5.0 1.5 30 45 55 0 0 0 0-Advance 7 10 0 No No 0 3 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 4 4.0 3.6 2.0 5 30 40 0 0 0 0-Advance 7 22 0 No No 0 5 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 6 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 7 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 8 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 9 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 10 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 11 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 12 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 13 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 Page 2 of 13 14 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 15 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 16 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 Phase Data Bank: 4 1 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 2 3.0 5.0 1.5 30 45 55 0 0 0 0-Advance 7 10 0 No No 0 3 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 4 4.0 3.6 2.0 5 30 40 0 0 0 0-Advance 7 22 0 No No 0 5 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 6 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 7 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 8 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 9 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 10 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 11 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 12 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 13 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 14 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 15 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 16 0.0 3.0 0.0 0 0 0 0 0 0 0-Advance 0 0 0 No No 0 Page 3 of 13 Non-Act Response Veh Recall Ped Recall Recall Delay Non Lock Dual Entry Last Car Pass Condit Service No Simu Gap Out General Control Miscellaneous Ph. Car B4 Redu Time B4 Redu Max Initial Time To Redu Min Gap Added Initial Omit Minus Yel Omit Call Special Sequence Vehicle Density Timings Phase Data Bank: 1 None 0 None None No No No No No 1 0 0 0 0 0.0 0.0 0 0 0 None 0 Min None Yes No No No No 2 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 3 0 0 0 0 0.0 0.0 0 0 0 None 0 None None Yes No No No No 4 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 5 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 6 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 7 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 8 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 9 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 10 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 11 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 12 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 13 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 14 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 15 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 16 0 0 0 0 0.0 0.0 0 0 0 Phase Data Bank: 2 None 0 None None No No No No No 1 0 0 0 0 0.0 0.0 0 0 0 None 0 Min None Yes No No No No 2 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 3 0 0 0 0 0.0 0.0 0 0 0 None 0 None None Yes No No No No 4 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 5 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 6 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 7 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 8 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 9 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 10 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 11 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 12 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 13 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 14 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 15 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 16 0 0 0 0 0.0 0.0 0 0 0 Phase Data Bank: 3 None 0 None None No No No No No 1 0 0 0 0 0.0 0.0 0 0 0 None 0 Min None Yes No No No No 2 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 3 0 0 0 0 0.0 0.0 0 0 0 None 0 None None Yes No No No No 4 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 5 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 6 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 7 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 8 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 9 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 10 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 11 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 12 0 0 0 0 0.0 0.0 0 0 0 Page 4 of 13 None 0 None None No No No No No 13 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 14 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 15 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 16 0 0 0 0 0.0 0.0 0 0 0 Phase Data Bank: 4 None 0 None None No No No No No 1 0 0 0 0 0.0 0.0 0 0 0 None 0 Min None Yes No No No No 2 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 3 0 0 0 0 0.0 0.0 0 0 0 None 0 None None Yes No No No No 4 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 5 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 6 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 7 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 8 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 9 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 10 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 11 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 12 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 13 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 14 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 15 0 0 0 0 0.0 0.0 0 0 0 None 0 None None No No No No No 16 0 0 0 0 0.0 0.0 0 0 0 Vehical Detector Phase Assignment Switch Phase Extend Delay Mode Assign Phase 0 0 Veh 5.0 Veh Det:2 2 0 0 Veh 5.0 Veh Det:3 2 0 10 Veh 0.0 Veh Det:4 4 Pedestrian Detector Default Data Special Detector Phase Assignment Assign Phase Switch Phase Mode Extend Delay 0 Spc Det:2 Veh 5.0 0 2 0 Spc Det:3 Veh 5.0 0 2 5 Spc Det:4 Veh 0.0 0 4 0 Spc Det:5 Veh 5.0 0 2 5 Spc Det:7 Veh 0.0 0 4 Page 5 of 13 Co n c u r r e n t Ph a s e s Unit Data 5sec Flash 40sec General Control No No 0 ABC connector Input Modes: 0 ABC connector Output Modes: 0 D connector Input Modes: 2 D connector Output Modes: 0 Output Selection Input Respons Ring 1 Ring 1 Ring 1 2 Ring 2 Ring 2 3 None None 4 None None Remote Flash Phase Test A = Flash Entry Exit Default Data - No Flash Flash Alternat Flash Color Channel Default Data - No Flash Startup Time: Startup State: Red Revert: Auto Ped Clr: Stop T Reset: Alt Sequence: I'Nat'l Seq: 0-No A B C D E F G H I J K L M N O Phase(s) Overlaps Overlaps P Overlaps Start Green A B C E D F G H I J K L M N O P Phase(s) Stop Green Yel Overlaps A Phase(s) B C D E F G H I J K L M N O P A 0 0 0 4.0 2.0 Trail Green Trail Yellow Trail Red TG Preempt Stop Grn/Yel Phase B 0 0 0 4.0 2.0 C 0 0 0 2.0 4.0 D 0 0 0 2.0 4.0 E 0 0 0 4.0 2.0 F 0 0 0 4.0 2.0 G 0 0 0 2.0 4.0 H 0 0 0 4.0 2.0 I 0 0 0 4.0 2.0 J 0 0 0 4.0 2.0 K 0 0 0 2.0 4.0 L 0 0 0 2.0 4.0 M 0 0 0 4.0 2.0 N 0 0 0 2.0 4.0 O 0 0 0 2.0 4.0 P 0 0 0 2.0 4.0 1 5 6 2 5 6 3 7 8 4 7 8 1 2 5 1 2 6 3 4 7 3 4 8 9 1 1 1 1 1 1 1 Phase(s) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Next Phase Ring Phase 2 1 3 4 1 1 Ring Alternate Sequences No Alternate Sequences Programmed Port 1 Data Message 40 Port Status BIU Addr Basic Det Default Data Page 6 of 13 Channel Control Hardware Pins 1 - Phase 1 RYG 1 - Veh Phase 1 1 2 - Phase 2 RYG 2 - Veh Phase 2 2 3 - Phase 3 RYG 3 - Veh Phase 3 3 4 - Phase 4 RYG 4 - Veh Phase 4 4 5 - Phase 5 RYG 5 - Veh Phase 5 5 6 - Phase 6 RYG 6 - Veh Phase 6 6 7 - Phase 7 RYG 7 - Veh Phase 7 7 8 - Phase 8 RYG 8 - Veh Phase 8 8 10 - Phase 2 DPW 18 - Ped Phase 2 9 12 - Phase 4 DPW 20 - Ped Phase 4 10 14 - Phase 6 DPW 22 - Ped Phase 6 11 16 - Phase 8 DPW 24 - Ped Phase 8 12 17 - Overlap A RYG 33 - Overlap A 13 18 - Overlap B RYG 34 - Overlap B 14 19 - Overlap C RYG 35 - Overlap C 15 20 - Overlap D RYG 36 - Overlap D 16 9 - Phase 1 DPW 17 - Ped Phase 1 17 11 - Phase 3 DPW 19 - Ped Phase 3 18 13 - Phase 5 DPW 21 - Ped Phase 5 19 15 - Phase 7 DPW 23 - Ped Phase 7 20 Operation Mode: 1=Auto Coordination Mode: 0=Permissive Maximun Mode: 0=Inhibit Correction Mode: 2=Short Way Offset Mode: 0=Beg Grn Force Mode: 1=Cycle Max Dwell Time: 0 Yield Period: 0 Manual Dial: 1 Manual Split: 1 Manual Offset: 1 General Coordination Data Coordination Data Dial/Split Cycle 120 1/1 120 1/2 120 1/3 120 1/4 140 2/1 140 2/2 150 3/1 Page 7 of 13 Split Times and Phase Mod Ph. Mode Splits Ph. Dial 1 / Split 1 Ph. Mode Splits Ph. Ph. Mode Splits Ph. Ph. Mode Splits Ph. 1=Coordinate 75 2 0=Actuated 45 4 Ph. Mode Splits Ph. Dial 1 / Split 2 Ph. Mode Splits Ph. Ph. Mode Splits Ph. Ph. Mode Splits Ph. 1=Coordinate 79 2 0=Actuated 41 4 Ph. Mode Splits Ph. Dial 1 / Split 3 Ph. Mode Splits Ph. Ph. Mode Splits Ph. Ph. Mode Splits Ph. 1=Coordinate 79 2 0=Actuated 41 4 Ph. Mode Splits Ph. Dial 1 / Split 4 Ph. Mode Splits Ph. Ph. Mode Splits Ph. Ph. Mode Splits Ph. 1=Coordinate 79 2 0=Actuated 41 4 Ph. Mode Splits Ph. Dial 2 / Split 1 Ph. Mode Splits Ph. Ph. Mode Splits Ph. Ph. Mode Splits Ph. 1=Coordinate 88 2 0=Actuated 52 4 Ph. Mode Splits Ph. Dial 2 / Split 2 Ph. Mode Splits Ph. Ph. Mode Splits Ph. Ph. Mode Splits Ph. 1=Coordinate 88 2 0=Actuated 52 4 Ph. Mode Splits Ph. Dial 3 / Split 1 Ph. Mode Splits Ph. Ph. Mode Splits Ph. Ph. Mode Splits Ph. 1=Coordinate 105 2 0=Actuated 45 4 Traffic Plan Data Plan: 1/1/1 Alternat Sequence: 0 Mode: 0=Normal Offset Time: 46 Rg 2 Lag Time: 0 Rg 3 Lag Time: 0 Rg 4 Lag Time: 0 Special Function: 0 0=No Correction Mode: Plan: 1/2/1 Alternat Sequence: 0 Mode: 0=Normal Offset Time: 46 Rg 2 Lag Time: 0 Rg 3 Lag Time: 0 Rg 4 Lag Time: 0 Special Function: 0 0=No Correction Mode: Plan: 1/3/1 Alternat Sequence: 0 Mode: 0=Normal Offset Time: 46 Rg 2 Lag Time: 0 Rg 3 Lag Time: 0 Rg 4 Lag Time: 0 Special Function: 0 0=No Correction Mode: Plan: 1/4/1 Alternat Sequence: 0 Mode: 0=Normal Offset Time: 46 Rg 2 Lag Time: 0 Rg 3 Lag Time: 0 Rg 4 Lag Time: 0 Special Function: 0 0=No Correction Mode: Plan: 2/1/1 Alternat Sequence: 0 Mode: 0=Normal Offset Time: 46 Rg 2 Lag Time: 0 Rg 3 Lag Time: 0 Rg 4 Lag Time: 0 Special Function: 0 0=No Correction Mode: Plan: 2/2/1 Alternat Sequence: 0 Mode: 0=Normal Offset Time: 46 Rg 2 Lag Time: 0 Rg 3 Lag Time: 0 Rg 4 Lag Time: 0 Special Function: 0 0=No Correction Mode: Plan: 3/1/1 Alternat Sequence: 0 Mode: 0=Normal Offset Time: 55 Rg 2 Lag Time: 0 Rg 3 Lag Time: 0 Rg 4 Lag Time: 0 Special Function: 0 0=No Correction Mode: Local TBC Data Start of Daylight Saving End of Daylight Saving Month: 3 Month: 11 Week: 2 Week: 1 Cycle Zero Reference Hours: 24 Min: 0 7 6 5 4 3 2 1 Source Day Equate Days 1 7 0 0 0 0 0 0 2 3 4 5 6 0 0 0 Page 8 of 13 Traffic Data Event Day Time D/S/O flash 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 PHASE FUNCTION 1 1 9:30 1/3/1 2 1 11:15 2/2/1 3 1 16:0 1/4/1 4 1 19:30 0/0/4 5 2 7:15 1/1/1 6 2 11:15 2/1/1 7 2 15:30 3/1/1 8 2 18:0 1/2/1 9 2 20:0 0/0/4 AUX. Events Special Function Outputs 8 7 6 5 4 3 2 1 Dimmin Det. Mult100 D3 Det. Rpt. D2 Det. Diag. D1 Aux Ouputs 3 2 1 Min. Hour Program Day Event Default Data - No Special Day(s) or Week(s) Programmed Special Functions Function SF16 SF9 SF10 SF11 SF12 SF13 SF1 SF2 SF3 SF4 SF5 SF6 SF7 SF8 SF14 SF15 Special Function 1 X Special Function 2 X Special Function 3 X Special Function 4 X Special Function 5 X Special Function 6 X Special Function 7 X Special Function 8 X Phase Function PF16 PF15 PF14 PF13 PF12 PF11 PF10 PF9 PF8 PF7 PF6 PF5 PF4 PF3 PF2 PF1 Phase 1 Max2 X Phase 2 Max2 X Phase 3 Max2 X Phase 4 Max2 X Phase 5 Max2 X Phase 6 Max2 X Phase 7 Max2 X Phase 8 Max2 X Page 9 of 13 PF16 PF15 PF14 PF13 PF12 PF11 PF10 PF9 PF8 PF7 PF6 PF5 PF4 PF3 PF2 PF1 Phase 1 Phase Omit X Phase 2 Phase Omit X Phase 3 Phase Omit X Phase 4 Phase Omit X Phase 5 Phase Omit X Phase 6 Phase Omit X Phase 7 Phase Omit X Phase 8 Phase Omit X PF16 PF15 PF14 PF13 PF12 PF11 PF10 PF9 PF8 PF7 PF6 PF5 PF4 PF3 PF2 PF1 PF16 PF15 PF14 PF13 PF12 PF11 PF10 PF9 PF8 PF7 PF6 PF5 PF4 PF3 PF2 PF1 Function Phase Recall PF16 PF15 PF14 PF13 PF12 PF11 PF10 PF9 PF8 PF7 PF6 PF5 PF4 PF3 PF2 PF1 PF16 PF15 PF14 PF13 PF12 PF11 PF10 PF9 PF8 PF7 PF6 PF5 PF4 PF3 PF2 PF1 PF16 PF15 PF14 PF13 PF12 PF11 PF10 PF9 PF8 PF7 PF6 PF5 PF4 PF3 PF2 PF1 PF16 PF15 PF14 PF13 PF12 PF11 PF10 PF9 PF8 PF7 PF6 PF5 PF4 PF3 PF2 PF1 Vehicle Function PF16 PF15 PF14 PF13 PF12 PF11 PF10 PF9 PF8 PF7 PF6 PF5 PF4 PF3 PF2 PF1 PF16 PF15 PF14 PF13 PF12 PF11 PF10 PF9 PF8 PF7 PF6 PF5 PF4 PF3 PF2 PF1 PF16 PF15 PF14 PF13 PF12 PF11 PF10 PF9 PF8 PF7 PF6 PF5 PF4 PF3 PF2 PF1 Overlap Function PF16 PF15 PF14 PF13 PF12 PF11 PF10 PF9 PF8 PF7 PF6 PF5 PF4 PF3 PF2 PF1 Page 10 of 13 Pr e e m p t Dimming Data Channel Red Yellow Green Alternate Default Data - No Dimming Programmed Preemption Data General Preemption Min Grn/Walk Time Ring 0 1 0 2 0 3 0 4 Flash = Preempt 1 Preepmt 1 = Preempt 2 Preepmt 2 = Preempt 3 Preepmt 3 = Preempt 4 Preepmt 4 = Preempt 5 Preepmt 5 = Preempt 6 Non- Locking Link to Preempt Extend Duration MaxCall Lock-Out Ped Clear Yel Red Select Grn Ped Yel Red Track Dwell Green Ped Clear Yel Red Return Preempt Timers Delay 1 No 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 No 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 No 0 0 0 0 0 0 10 45 25 0 0 0 0 10 0 45 25 4 No 0 0 0 0 0 0 10 45 25 0 0 0 0 10 0 45 25 5 No 0 0 0 0 0 0 10 45 25 0 0 0 0 10 0 30 20 6 No 0 0 0 0 0 0 10 45 25 0 0 0 0 10 0 30 20 Preempt 1 Exit Phase Phase Exit Calls Preempt 2 Exit Phase Phase Exit Calls Preempt 3 Exit Phase Phase Exit Calls 4 Yes No Preempt 4 Exit Phase Phase Exit Calls 4 Yes No Preempt 5 Exit Phase Phase Exit Calls 2 Yes No Preempt 6 Exit Phase Phase Exit Calls 2 Yes No Non-Lockin Priority Delay Extend Duration Max_Call Lock-Out Skip Phases Dwell Priority Timers 1 No 0 0 0 0 0 0=Do not Skip Phases 0 2 No 0 0 0 0 0 0=Do not Skip Phases 0 3 No 0 0 0 0 0 0=Do not Skip Phases 0 4 No 0 0 0 0 0 0=Do not Skip Phases 0 5 No 0 0 0 0 0 0=Do not Skip Phases 0 6 No 0 0 0 0 0 0=Do not Skip Phases 0 Priority 1 Exit Phase Phase Exit Calls Priority 2 Exit Phase Phase Exit Calls Priority 3 Exit Phase Phase Exit Calls Priority 4 Exit Phase Phase Exit Calls Priority 5 Exit Phase Phase Exit Calls Priority 6 Exit Phase Phase Exit Calls Preempt 1 Vehical Phases Ph. Track Dwell Cycle Default Data Overlaps Ovlp Track Dwell Cycle Default Data Pedestrian Phases Cycle Dwell Track Ph Default Data Page 11 of 13 Preempt 2 Vehical Phases Cycle Dwell Track Ph. Default Data Pedestrian Phases Cycle Dwell Track Ph. Default Data Overlaps Cycle Dwell Track Ovlp. Default Data Preempt 3 Vehical Phases Cycle Dwell Track Ph. 2 Red Green No Overlaps Cycle Dwell Track Ovlp. Default Data Pedestrian Phases Cycle Dwell Track Ph. Default Data Preempt 4 Vehical Phases Cycle Dwell Track Ph. 2 Red Green No Pedestrian Phases Cycle Dwell Track Ph. Default Data Overlaps Cycle Dwell Track Ovlp. Default Data Preempt 5 Vehical Phases Cycle Dwell Track Ph. 4 Red Green No Overlaps Cycle Dwell Track Ovlp. Default Data Pedestrian Phases Cycle Dwell Track Ph. Default Data Preempt 6 Vehical Phases Cycle Dwell Track Ph. 4 Red Green No Pedestrian Phases Cycle Dwell Track Ph. Default Data Overlaps Cycle Dwell Track Ovlp. Default Data Local Free: No Local Fash: No Cycle Failure: No Cycle Fault: No Coord Fault: No Coord Failure: No Conflict Flash: No Premption: No Remote Flash: No Voltage Monitor: No Special Status 1: No Special Status 2: No Special Status 3: No Special Status 4: No Special Status 5: No Special Status 6: No Revert to Backup: 15 1st Phone: 2nd Phone: Local Critical Alarms System/Detectors Data Traffic Responsive Detector Channel System Detector Min Volume % Occupancy Correction/10 Average Time(mins) Veh/Hr Default Data Weight Factor System Detectors Queue 1 Detectors Default Data Weight Factor System Detectors Queue 2 Detectors Default Data Detector Failed Level : 0 Input Selection: 0=Average Queue: 1 Detector Failed Level : 0 Input Selection: 0=Average Queue: 2 Level Enter Leave Dial / Split / Offset Queue: / / Default Data Sample Interval: Vehical Detector Diagnostic Value 0 Erratic Count No Activity Max Presence Detector Default Data - Diag 0 Values Vehical Detector Diagnostic Value 1 Erratic Count No Activity Max Presence Detector Default Data - No Diag 1 Values Special Detector Diagnostic Value 0 Erratic Count No Activity Max Presence Detector Default Data - No Diag 0 Valu Pedestrian Detector Diagnostic Value 1 Erratic Count No Activity Max Presence Detector Default Data - No Diag 1 Values Pedestrian Detector Diagnostic Value 0 Erratic Count No Activity Max Presence Detector Default Data - No Diag 0 Values Special Detector Diagnostic Value 1 Erratic Count No Activity Max Presence Detector Default Data - No Diag 1 Values Page 12 of 13 Speed Trap Data Speed Trap: Measurement: Distance : Detector_2 Detector 1 Default Data Speed Trap High Treshold Speed Trap Low Treshold Dial/Split/Offset // Default Data Volume Detector Data Report Interval Controller Detector Channel Volume Detector Number Default Data 0 Page 13 of 13 TRAFFIC VOLUME DATA TRAFFIC VOLUME DATA TRAFFIC VOLUME DATA TRAFFIC VOLUME DATA A P P E N D I X B Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 1.00 1.00 1.00 1.00 0 0.99 0.99 0.99 0.99 0 7:30 AM 2 75 10 0 87 7 33 2 0 42 12 21 5 0 38 5 14 8 0 27 194 7:45 AM 3 116 17 0 136 9 42 5 0 56 9 21 7 0 37 2 19 9 0 30 259 8:00 AM 4 72 13 0 89 9 41 4 0 54 12 16 1 0 29 8 10 9 0 27 199 8:15 AM 2 96 11 0 109 18 35 2 0 55 7 24 4 0 35 11 7 8 0 26 225 Grand Total 11 359 51 0 421 43 151 13 0 207 40 82 17 0 139 26 50 34 0 110 877 Medium Truck % 0.0 1.7 0.0 0.0 1.4 2.3 1.3 0.0 0.0 1.4 0.0 1.2 0.0 0.0 0.7 0.0 6.0 0.0 0.0 2.7 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 1.7 0.0 0.0 1.4 2.3 1.3 0.0 0.0 1.4 0.0 1.2 0.0 0.0 0.7 0.0 6.0 0.0 0.0 2.7 Total % 1.3 40.9 5.8 0.0 48.0 4.9 17.2 1.5 0.0 23.6 4.6 9.4 1.9 0.0 15.8 3.0 5.7 3.9 0.0 12.5 100.0 PHF 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 RT TH LT U 11 359 51 0 2 6 R T 5 0 T H 3 4 L T 0 U U 0 LT 17 TH 82 RT 40 0 13 151 43 U LT TH RT In 74 I n 1 1 0 O u t 1 7 6 Total Entering 877 Ou t S Ferguson Road 207 In Out 433 S Ferguson Road 421 In Out 194 W B a b c o c k S t r e e t W B a b c o c k S t r e e t 13 9 City of Bozeman / MDT Tuesday, June 06, 2017 Date Performed: Count Time Period: BKCP Apartments S Ferguson Road W Babcock Street W Babcock Street Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information W Babcock Street & S Ferguson Road Counted By: Westbound Agency/Company: J. Staszcuk Sanderson Stewart North/South Street: S Ferguson Road AM Peak Hour (7:30 - 8:30 AM) 17007.02 Project Number: Southbound S Ferguson Road Northbound W Babcock Street Eastbound East/West Street: NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 1.00 1.00 1.00 1.00 0 0.99 0.99 0.99 0.99 0 5:00 PM 2 69 9 0 80 13 96 16 0 125 9 16 5 0 30 10 23 7 0 40 275 5:15 PM 3 62 12 0 77 17 71 17 0 105 8 21 6 0 35 16 22 10 0 48 265 5:30 PM 6 63 11 0 80 19 68 10 0 97 4 25 6 0 35 17 20 10 0 47 259 5:45 PM 7 58 9 0 74 11 71 6 0 88 11 19 6 0 36 11 29 8 0 48 246 Grand Total 18 252 41 0 311 60 306 49 0 415 32 81 23 0 136 54 94 35 0 183 1045 Medium Truck % 0.0 0.4 0.0 0.0 0.3 0.0 0.7 0.0 0.0 0.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 0.4 0.0 0.0 0.3 0.0 0.7 0.0 0.0 0.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total % 1.7 24.1 3.9 0.0 29.8 5.7 29.3 4.7 0.0 39.7 3.1 7.8 2.2 0.0 13.0 5.2 9.0 3.3 0.0 17.5 100.0 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 RT TH LT U 18 252 41 0 5 4 R T 9 4 T H 3 5 L T 0 U U 0 LT 23 TH 81 RT 32 0 49 306 60 U LT TH RT S Ferguson Road 1 8 3 I n W B a b c o c k S t r e e t Total Entering 1045 319 415 Out In S Ferguson Road In Out 311 383 W B a b c o c k S t r e e t Ou t 16 1 Vehicle Volumes and Adjustments S Ferguson Road S Ferguson Road W Babcock Street W Babcock Street Southbound Northbound Eastbound Westbound In 13 6 1 8 2 O u t North/South Street: S Ferguson Road W Babcock Street Date Performed: Tuesday, June 06, 2017 City of Bozeman / MDT Count Time Period: PM Peak Hour (5:00 - 6:00 PM) Project Number: 17007.02 BKCP Apartments East/West Street: Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: J. Staszcuk W Babcock Street & S Ferguson Road NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 16 0 0 16 0 11 3 0 14 30 7:45 AM 0 0 0 0 0 2 0 1 0 3 0 25 0 0 25 0 24 4 0 28 56 8:00 AM 0 0 0 0 0 0 0 1 0 1 1 26 0 0 27 0 24 5 0 29 57 8:15 AM 0 0 0 0 0 3 0 1 0 4 0 21 0 0 21 0 13 1 1 15 40 Grand Total 0 0 0 0 0 5 0 3 0 8 1 88 0 0 89 0 72 13 1 86 183 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.1 0.0 0.0 1.1 0.0 1.4 7.7 0.0 2.3 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.1 0.0 0.0 1.1 0.0 1.4 7.7 0.0 2.3 Total % 0.0 0.0 0.0 0.0 0.0 2.7 0.0 1.6 0.0 4.4 0.5 48.1 0.0 0.0 48.6 0.0 39.3 7.1 0.5 47.0 100.0 PHF N/A N/A N/A 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 7 2 T H 1 3 L T 1 U U 0 TH 88 RT 1 0 3 5 U LT RT In 75 I n 8 6 O u t 9 4 Total Entering 183 Ou t Resort Drive 8 In Out 14 W B a b c o c k S t r e e t W B a b c o c k S t r e e t 89 City of Bozeman / MDT Tuesday, May 30, 2017 Date Performed: Count Time Period: BKCP Apartments N/A W Babcock Street W Babcock Street Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information W Babcock Street & Resort Drive Counted By: Westbound Agency/Company: J. Staszcuk Sanderson Stewart North/South Street: Resort Drive AM Peak Hour (7:30 - 8:30 AM) 17007.02 Project Number: Southbound Resort Drive Northbound W Babcock Street Eastbound East/West Street: NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 5:00 PM 0 0 0 0 0 6 0 2 0 8 3 36 0 1 40 0 25 4 0 29 77 5:15 PM 0 0 0 0 0 5 0 2 0 7 1 36 0 0 37 0 28 2 0 30 74 5:30 PM 0 0 0 0 0 2 0 2 0 4 0 31 0 0 31 0 35 2 0 37 72 5:45 PM 0 0 0 0 0 2 0 2 0 4 0 28 0 0 28 0 26 3 0 29 61 Grand Total 0 0 0 0 0 15 0 8 0 23 4 131 0 1 136 0 114 11 0 125 284 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total % 0.0 0.0 0.0 0.0 0.0 5.3 0.0 2.8 0.0 8.1 1.4 46.1 0.0 0.4 47.9 0.0 40.1 3.9 0.0 44.0 100.0 PHF N/A N/A N/A 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 1 1 4 T H 1 1 L T 0 U U 1 TH 13 1 RT 4 0 8 15 U LT RT Resort Drive 1 2 5 I n W B a b c o c k S t r e e t Total Entering 284 15 23 Out In W B a b c o c k S t r e e t Ou t 12 3 Vehicle Volumes and Adjustments N/A Resort Drive W Babcock Street W Babcock Street Southbound Northbound Eastbound Westbound In 13 6 1 4 6 O u t North/South Street: Resort Drive W Babcock Street Date Performed: Tuesday, May 30, 2017 City of Bozeman / MDT Count Time Period: PM Peak Hour (5:00 - 6:00 PM) Project Number: 17007.02 BKCP Apartments East/West Street: Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: J. Staszcuk W Babcock Street & Resort Drive NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 7:30 AM 9 75 6 0 90 5 42 2 0 49 7 5 5 0 17 4 1 8 0 13 169 7:45 AM 10 100 9 0 119 5 47 5 0 57 9 8 9 0 26 2 3 23 0 28 230 8:00 AM 6 71 9 0 86 12 64 5 0 81 5 5 5 0 15 4 4 20 0 28 210 8:15 AM 10 88 4 0 102 9 72 6 0 87 4 6 9 0 19 4 0 9 0 13 221 Grand Total 35 334 28 0 397 31 225 18 0 274 25 24 28 0 77 14 8 60 0 82 830 Medium Truck % 2.9 1.5 0.0 0.0 1.5 3.2 1.8 5.6 0.0 2.2 0.0 0.0 10.7 0.0 3.9 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 2.9 0.0 0.0 0.0 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.6 0.0 1.3 0.0 0.0 0.0 0.0 0.0 Total Truck % 5.7 1.5 0.0 0.0 1.8 3.2 1.8 5.6 0.0 2.2 0.0 0.0 14.3 0.0 5.2 0.0 0.0 0.0 0.0 0.0 Total % 4.2 40.2 3.4 0.0 47.8 3.7 27.1 2.2 0.0 33.0 3.0 2.9 3.4 0.0 9.3 1.7 1.0 7.2 0.0 9.9 100.0 PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 RT TH LT U 35 334 28 0 1 4 R T 8 T H 6 0 L T 0 U U 0 LT 28 TH 24 RT 25 0 18 225 31 U LT TH RT In 61 I n 8 2 O u t 8 3 Total Entering 830 Ou t Cottonwood Road 274 In Out 419 Cottonwood Road 397 In Out 267 W B a b c o c k S t r e e t W B a b c o c k S t r e e t 77 City of Bozeman / MDT Tuesday, May 30, 2017 Date Performed: Count Time Period: BKCP Apartments Cottonwood Road W Babcock Street W Babcock Street Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Cottonwood Road & W Babcock Street Counted By: Westbound Agency/Company: J. Staszcuk Sanderson Stewart North/South Street: Cottonwood Road AM Peak Hour (7:30 - 8:30 AM) 17007.02 Project Number: Southbound Cottonwood Road Northbound W Babcock Street Eastbound East/West Street: NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 5:00 PM 3 62 5 0 70 31 97 6 0 134 1 3 11 0 15 12 4 10 0 26 245 5:15 PM 5 60 4 0 69 30 119 6 0 155 5 3 5 0 13 10 10 7 0 27 264 5:30 PM 5 84 4 0 93 20 83 7 0 110 8 7 13 0 28 21 4 10 0 35 266 5:45 PM 8 77 5 0 90 20 100 3 1 124 5 2 7 0 14 11 3 8 0 22 250 Grand Total 21 283 18 0 322 101 399 22 1 523 19 15 36 0 70 54 21 35 0 110 1025 Medium Truck % 4.8 0.0 0.0 0.0 0.3 0.0 0.8 4.5 0.0 0.8 0.0 0.0 2.8 0.0 1.4 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.8 0.0 1.4 0.0 0.0 0.0 0.0 0.0 Total Truck % 4.8 0.0 0.0 0.0 0.3 0.0 0.8 4.5 0.0 0.8 0.0 0.0 5.6 0.0 2.9 0.0 0.0 0.0 0.0 0.0 Total % 2.0 27.6 1.8 0.0 31.4 9.9 38.9 2.1 0.1 51.0 1.9 1.5 3.5 0.0 6.8 5.3 2.0 3.4 0.0 10.7 100.0 PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 RT TH LT U 21 283 18 0 5 4 R T 2 1 T H 3 5 L T 0 U U 0 LT 36 TH 15 RT 19 1 22 399 101 U LT TH RT Cottonwood Road 1 1 0 I n W B a b c o c k S t r e e t Total Entering 1025 338 523 Out In Cottonwood Road In Out 322 489 W B a b c o c k S t r e e t Ou t 64 Vehicle Volumes and Adjustments Cottonwood Road Cottonwood Road W Babcock Street W Babcock Street Southbound Northbound Eastbound Westbound In 70 1 3 4 O u t North/South Street: Cottonwood Road W Babcock Street Date Performed: Tuesday, May 30, 2017 City of Bozeman / MDT Count Time Period: PM Peak Hour (5:00 - 6:00 PM) Project Number: 17007.02 BKCP Apartments East/West Street: Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: J. Staszcuk Cottonwood Road & W Babcock Street NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 7:30 AM 0 74 14 0 88 8 44 20 0 72 18 1 2 0 21 1 2 16 0 19 200 7:45 AM 3 117 11 0 131 9 56 11 0 76 17 2 3 0 22 4 3 4 0 11 240 8:00 AM 4 84 10 0 98 8 72 10 0 90 9 1 1 0 11 2 0 3 0 5 204 8:15 AM 2 82 14 0 98 13 83 11 0 107 10 2 2 0 14 0 0 6 0 6 225 Grand Total 9 357 49 0 415 38 255 52 0 345 54 6 8 0 68 7 5 29 0 41 869 Medium Truck % 0.0 0.6 4.1 0.0 1.0 10.5 3.1 5.8 0.0 4.3 1.9 0.0 0.0 0.0 1.5 0.0 20.0 3.4 0.0 4.9 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 5.3 0.0 0.0 0.0 0.6 0.0 0.0 0.0 0.0 0.0 0.0 20.0 0.0 0.0 2.4 Total Truck % 0.0 0.6 4.1 0.0 1.0 15.8 3.1 5.8 0.0 4.9 1.9 0.0 0.0 0.0 1.5 0.0 40.0 3.4 0.0 7.3 Total % 1.0 41.1 5.6 0.0 47.8 4.4 29.3 6.0 0.0 39.7 6.2 0.7 0.9 0.0 7.8 0.8 0.6 3.3 0.0 4.7 100.0 PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 RT TH LT U 9 357 49 0 7 R T 5 T H 2 9 L T 0 U U 0 LT 8 TH 6 RT 54 0 52 255 38 U LT TH RT In 66 I n 4 1 O u t 9 3 Total Entering 869 Ou t Cottonwood Road 345 In Out 440 Cottonwood Road 415 In Out 270 Fa l l o n S t r e e t F a l l o n S t r e e t 68 City of Bozeman / MDT Tuesday, May 30, 2017 Date Performed: Count Time Period: BKCP Apartments Cottonwood Road Fallon Street Fallon Street Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Cottonwood Road & Fallon Street Counted By: Westbound Agency/Company: J. Staszcuk Sanderson Stewart North/South Street: Cottonwood Road AM Peak Hour (7:30 - 8:30 AM) 17007.02 Project Number: Southbound Cottonwood Road Northbound Fallon Street Eastbound East/West Street: NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 5:00 PM 1 74 5 0 80 11 121 8 0 140 11 3 3 0 17 16 2 7 0 25 262 5:15 PM 0 64 10 0 74 13 135 12 0 160 10 1 2 0 13 11 9 7 0 27 274 5:30 PM 1 93 8 1 103 7 91 9 0 107 14 2 3 0 19 9 1 8 0 18 247 5:45 PM 2 83 8 0 93 9 109 9 0 127 18 2 3 0 23 9 0 14 0 23 266 Grand Total 4 314 31 1 350 40 456 38 0 534 53 8 11 0 72 45 12 36 0 93 1049 Medium Truck % 0.0 1.9 0.0 0.0 1.7 0.0 1.1 0.0 0.0 0.9 1.9 12.5 0.0 0.0 2.8 0.0 0.0 2.8 0.0 1.1 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 1.9 0.0 0.0 1.7 0.0 1.1 0.0 0.0 0.9 1.9 12.5 0.0 0.0 2.8 0.0 0.0 2.8 0.0 1.1 Total % 0.4 29.9 3.0 0.1 33.4 3.8 43.5 3.6 0.0 50.9 5.1 0.8 1.0 0.0 6.9 4.3 1.1 3.4 0.0 8.9 100.0 PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 RT TH LT U 4 314 31 1 4 5 R T 1 2 T H 3 6 L T 0 U U 0 LT 11 TH 8 RT 53 0 38 456 40 U LT TH RT Cottonwood Road 9 3 I n F a l l o n S t r e e t Total Entering 1049 403 534 Out In Cottonwood Road In Out 350 513 Fa l l o n S t r e e t Ou t 54 Vehicle Volumes and Adjustments Cottonwood Road Cottonwood Road Fallon Street Fallon Street Southbound Northbound Eastbound Westbound In 72 7 9 O u t North/South Street: Cottonwood Road Fallon Street Date Performed: Tuesday, May 30, 2017 City of Bozeman / MDT Count Time Period: PM Peak Hour (5:00 - 6:00 PM) Project Number: 17007.02 BKCP Apartments East/West Street: Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: J. Staszcuk Cottonwood Road & Fallon Street NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 7:30 AM 1 1 0 0 2 2 0 1 0 3 2 24 0 0 26 0 8 2 0 10 41 7:45 AM 1 5 1 0 7 3 2 0 0 5 1 22 3 0 26 0 8 5 0 13 51 8:00 AM 3 3 0 0 6 2 1 0 0 3 1 22 1 0 24 0 4 1 0 5 38 8:15 AM 0 0 0 0 0 0 1 2 0 3 1 26 0 2 29 0 5 2 0 7 39 Grand Total 5 9 1 0 15 7 4 3 0 14 5 94 4 2 105 0 25 10 0 35 169 Medium Truck % 20.0 0.0 0.0 0.0 6.7 0.0 0.0 0.0 0.0 0.0 0.0 3.2 0.0 100.0 4.8 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 20.0 0.0 0.0 0.0 6.7 0.0 0.0 0.0 0.0 0.0 0.0 3.2 0.0 100.0 4.8 0.0 0.0 0.0 0.0 0.0 Total % 3.0 5.3 0.6 0.0 8.9 4.1 2.4 1.8 0.0 8.3 3.0 55.6 2.4 1.2 62.1 0.0 14.8 5.9 0.0 20.7 100.0 PHF 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 RT TH LT U 5 9 1 0 0 R T 2 5 T H 1 0 L T 0 U U 2 LT 4 TH 94 RT 5 0 3 4 7 U LT TH RT In 35 I n 3 5 O u t 1 0 2 Total Entering 169 Ou t Resort Drive 14 In Out 24 Resort Drive 15 In Out 8 Fa l l o n S t r e e t F a l l o n S t r e e t 10 5 City of Bozeman / MDT Tuesday, May 30, 2017 Date Performed: Count Time Period: BKCP Apartments Resort Drive Fallon Street Fallon Street Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Fallon Street & Resort Drive Counted By: Westbound Agency/Company: J. Staszcuk Sanderson Stewart North/South Street: Resort Drive AM Peak Hour (7:30 - 8:30 AM) 17007.02 Project Number: Southbound Resort Drive Northbound Fallon Street Eastbound East/West Street: NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 5:00 PM 2 2 0 0 4 5 5 1 0 11 0 17 2 0 19 4 26 1 0 31 65 5:15 PM 1 1 1 0 3 7 3 0 0 10 1 21 0 0 22 2 23 1 0 26 61 5:30 PM 0 0 2 0 2 5 3 1 0 9 0 19 0 0 19 1 20 4 0 25 55 5:45 PM 2 0 0 0 2 5 5 2 0 12 0 15 0 0 15 1 18 0 0 19 48 Grand Total 5 3 3 0 11 22 16 4 0 42 1 72 2 0 75 8 87 6 0 101 229 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.4 0.0 0.0 1.3 0.0 1.1 0.0 0.0 1.0 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.4 0.0 0.0 1.3 0.0 1.1 0.0 0.0 1.0 Total % 2.2 1.3 1.3 0.0 4.8 9.6 7.0 1.7 0.0 18.3 0.4 31.4 0.9 0.0 32.8 3.5 38.0 2.6 0.0 44.1 100.0 PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 RT TH LT U 5 3 3 0 8 R T 8 7 T H 6 L T 0 U U 0 LT 2 TH 72 RT 1 0 4 16 22 U LT TH RT Resort Drive 1 0 1 I n F a l l o n S t r e e t Total Entering 229 10 42 Out In Resort Drive In Out 11 26 Fa l l o n S t r e e t Ou t 96 Vehicle Volumes and Adjustments Resort Drive Resort Drive Fallon Street Fallon Street Southbound Northbound Eastbound Westbound In 75 9 7 O u t North/South Street: Resort Drive Fallon Street Date Performed: Tuesday, May 30, 2017 City of Bozeman / MDT Count Time Period: PM Peak Hour (5:00 - 6:00 PM) Project Number: 17007.02 BKCP Apartments East/West Street: Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: J. Staszcuk Fallon Street & Resort Drive NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 0.94 0.94 0.94 0.94 0.99 0.99 0.99 0.99 0 0.99 0.99 0.99 0.99 0 7:30 AM 32 32 37 0 101 21 26 33 0 80 26 232 34 0 292 14 181 17 0 212 685 7:45 AM 47 34 49 0 130 13 22 35 0 70 26 303 43 0 372 22 222 10 0 254 826 8:00 AM 24 35 52 0 111 33 36 25 0 94 28 272 47 0 347 12 162 11 0 185 737 8:15 AM 33 31 31 0 95 16 34 22 0 72 30 220 58 0 308 20 183 14 0 217 692 Grand Total 136 132 169 0 437 83 118 115 0 316 110 1027 182 0 1319 68 748 52 0 868 2940 Medium Truck % 2.2 1.5 1.2 0.0 1.6 2.4 5.9 1.7 0.0 3.5 8.2 1.7 5.5 0.0 2.7 0.0 2.8 3.8 0.0 2.6 Heavy Truck % 1.5 0.0 0.0 0.0 0.5 0.0 0.0 1.7 0.0 0.6 0.0 0.9 1.1 0.0 0.8 0.0 1.1 0.0 0.0 0.9 Total Truck % 3.7 1.5 1.2 0.0 2.1 2.4 5.9 3.5 0.0 4.1 8.2 2.5 6.6 0.0 3.6 0.0 3.9 3.8 0.0 3.6 Total % 4.6 4.5 5.7 0.0 14.9 2.8 4.0 3.9 0.0 10.7 3.7 34.9 6.2 0.0 44.9 2.3 25.4 1.8 0.0 29.5 100.0 PHF 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 RT TH LT U 136 132 169 0 6 8 R T 7 4 8 T H 5 2 L T 0 U U 0 LT 18 2 TH 10 2 7 RT 11 0 0 115 118 83 U LT TH RT Westbound Agency/Company: J. Staszcuk Sanderson Stewart North/South Street: Cottonwood Road AM Peak Hour (7:30 - 8:30 AM) 17007.02 Project Number: Southbound Cottonwood Road Northbound Huffine Lane Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Huffine Lane & Conttonwood Road Counted By: Hu f f i n e L a n e H u f f i n e L a n e 13 1 9 City of Bozeman / MDT Tuesday, May 30, 2017 Date Performed: Count Time Period: BKCP Apartments Cottonwood Road Huffine Lane Huffine Lane Vehicle Volumes and Adjustments Cottonwood Road 437 In Out 368 Cottonwood Road 316 In Out 294 In 99 9 I n 8 6 8 O u t 1 2 7 9 Total Entering 2940 Ou t NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 0.94 0.94 0.94 0.94 0.99 0.99 0.99 0.99 0 0.99 0.99 0.99 0.99 0 5:00 PM 39 34 33 0 106 8 38 39 0 85 36 240 55 0 331 32 223 27 0 282 804 5:15 PM 32 40 20 0 92 10 44 39 0 93 25 269 68 0 362 38 292 33 0 363 910 5:30 PM 40 47 28 0 115 24 25 26 0 75 28 242 44 0 314 35 252 29 0 316 820 5:45 PM 51 45 33 0 129 20 33 25 0 78 27 248 56 0 331 40 225 26 0 291 829 Grand Total 162 166 114 0 442 62 140 129 0 331 116 999 223 0 1338 145 992 115 0 1252 3363 Medium Truck % 1.2 0.6 0.0 0.0 0.7 1.6 2.9 0.8 0.0 1.8 1.7 0.9 0.4 0.0 0.9 0.0 1.1 0.9 0.0 1.0 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 0.0 0.0 0.7 0.0 0.6 0.0 0.0 0.5 Total Truck % 1.2 0.6 0.0 0.0 0.7 1.6 2.9 0.8 0.0 1.8 1.7 1.9 0.4 0.0 1.6 0.0 1.7 0.9 0.0 1.4 Total % 4.8 4.9 3.4 0.0 13.1 1.8 4.2 3.8 0.0 9.8 3.4 29.7 6.6 0.0 39.8 4.3 29.5 3.4 0.0 37.2 100.0 PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 RT TH LT U 162 166 114 0 1 4 5 R T 9 9 2 T H 1 1 5 L T 0 U U 0 LT 22 3 TH 99 9 RT 11 6 0 129 140 62 U LT TH RT Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: J. Staszcuk Huffine Lane & Conttonwood Road North/South Street: Cottonwood Road Huffine Lane Date Performed: Tuesday, May 30, 2017 City of Bozeman / MDT Count Time Period: PM Peak Hour (5:00 - 6:00 PM) Project Number: 17007.02 BKCP Apartments East/West Street: Hu f f i n e L a n e Ou t 12 8 3 Vehicle Volumes and Adjustments Cottonwood Road Cottonwood Road Huffine Lane Huffine Lane Southbound Northbound Eastbound Westbound In 13 3 8 1 1 7 5 O u t Cottonwood Road In Out 442 508 Cottonwood Road 1 2 5 2 I n H u f f i n e L a n e Total Entering 3363 397 331 Out In NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.99 0.99 0.99 0.99 0.00 0.00 0.00 0.00 0.94 0.94 0.94 0.94 0 0.94 0.94 0.94 0.94 0 7:30 AM 53 0 48 0 101 0 0 0 0 0 0 248 40 0 288 19 163 0 0 182 571 7:45 AM 57 0 57 0 114 0 0 0 0 0 0 337 55 0 392 39 207 0 0 246 752 8:00 AM 37 0 58 0 95 0 0 0 0 0 0 289 41 0 330 23 148 0 0 171 596 8:15 AM 53 0 50 0 103 0 0 0 0 0 0 254 48 0 302 25 162 0 0 187 592 Grand Total 200 0 213 0 413 0 0 0 0 0 0 1128 184 0 1312 106 680 0 0 786 2511 Medium Truck % 2.5 0.0 1.9 0.0 2.2 0.0 0.0 0.0 0.0 0.0 0.0 2.0 2.7 0.0 2.1 1.9 3.7 0.0 0.0 3.4 Heavy Truck % 0.0 0.0 0.5 0.0 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.8 0.0 0.0 0.7 0.9 1.2 0.0 0.0 1.1 Total Truck % 2.5 0.0 2.3 0.0 2.4 0.0 0.0 0.0 0.0 0.0 0.0 2.8 2.7 0.0 2.8 2.8 4.9 0.0 0.0 4.6 Total % 8.0 0.0 8.5 0.0 16.4 0.0 0.0 0.0 0.0 0.0 0.0 44.9 7.3 0.0 52.3 4.2 27.1 0.0 0.0 31.3 100.0 PHF 0.83 0.83 0.83 N/A N/A N/A 0.83 0.83 0.83 0.83 0.83 0.83 0.83 RT LT U 200 213 0 1 0 6 R T 6 8 0 T H 0 U U 0 LT 18 4 TH 11 2 8 RT Westbound Agency/Company: J. Staszcuk Sanderson Stewart North/South Street: South Ferguson Avenue AM Peak Hour (7:30 - 8:30 AM) 17007.02 Project Number: Southbound N/A Northbound Huffine Lane Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Huffine Lane & South Ferguson Avenue Counted By: Hu f f i n e L a n e H u f f i n e L a n e 13 1 2 City of Bozeman / MDT Tuesday, June 06, 2017 Date Performed: Count Time Period: BKCP Apartments South Ferguson Avenue Huffine Lane Huffine Lane Vehicle Volumes and Adjustments South Ferguson Avenue 413 In Out 290 In 88 0 I n 7 8 6 O u t 1 3 4 1 Total Entering 2511 Ou t NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.99 0.99 0.99 0.99 0.00 0.00 0.00 0.00 0.94 0.94 0.94 0.94 0 0.94 0.94 0.94 0.94 0 5:00 PM 59 0 46 0 105 0 0 0 0 0 0 274 33 0 307 77 279 0 0 356 768 5:15 PM 58 0 59 0 117 0 0 0 0 0 0 330 35 0 365 63 270 0 0 333 815 5:30 PM 46 0 40 0 86 0 0 0 0 0 0 305 39 0 344 50 278 0 0 328 758 5:45 PM 31 0 51 0 82 0 0 0 0 0 0 245 33 0 278 45 252 0 0 297 657 Grand Total 194 0 196 0 390 0 0 0 0 0 0 1154 140 0 1294 235 1079 0 0 1314 2998 Medium Truck % 2.1 0.0 0.0 0.0 1.0 0.0 0.0 0.0 0.0 0.0 0.0 0.6 0.0 0.0 0.5 0.9 0.8 0.0 0.0 0.8 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.5 0.0 0.0 0.5 0.0 0.6 0.0 0.0 0.5 Total Truck % 2.1 0.0 0.0 0.0 1.0 0.0 0.0 0.0 0.0 0.0 0.0 1.1 0.0 0.0 1.0 0.9 1.5 0.0 0.0 1.4 Total % 6.5 0.0 6.5 0.0 13.0 0.0 0.0 0.0 0.0 0.0 0.0 38.5 4.7 0.0 43.2 7.8 36.0 0.0 0.0 43.8 100.0 PHF 0.98 0.98 0.98 N/A N/A N/A 0.98 0.98 0.98 0.98 0.98 0.98 0.98 RT LT U 194 196 0 2 3 5 R T 1 0 7 9 T H 0 U U 0 LT 14 0 TH 11 5 4 Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: J. Staszcuk Huffine Lane & South Ferguson Avenue North/South Street: South Ferguson Avenue Huffine Lane Date Performed: Tuesday, June 06, 2017 City of Bozeman / MDT Count Time Period: PM Peak Hour (5:00 - 6:00 PM) Project Number: 17007.02 BKCP Apartments East/West Street: Hu f f i n e L a n e Ou t 12 7 3 Vehicle Volumes and Adjustments South Ferguson Avenue N/A Huffine Lane Huffine Lane Southbound Northbound Eastbound Westbound In 12 9 4 1 3 5 0 O u t South Ferguson Avenue In Out 390 375 1 3 1 4 I n H u f f i n e L a n e Total Entering 2998 NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0 1.00 1.00 1.00 1.00 0 7:30 AM 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 7:45 AM 0 5 0 0 5 2 3 0 0 5 0 0 0 0 0 0 0 3 0 3 13 8:00 AM 0 5 1 0 6 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 7 8:15 AM 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 2 0 0 0 2 4 Grand Total 0 12 1 0 13 2 6 0 0 8 0 0 0 0 0 2 0 3 0 5 26 Medium Truck % 0.0 8.3 0.0 0.0 7.7 50.0 0.0 0.0 0.0 12.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 8.3 0.0 0.0 7.7 50.0 0.0 0.0 0.0 12.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total % 0.0 46.2 3.8 0.0 50.0 7.7 23.1 0.0 0.0 30.8 0.0 0.0 0.0 0.0 0.0 7.7 0.0 11.5 0.0 19.2 100.0 PHF 0.50 0.50 0.50 0.50 0.50 0.50 N/A N/A N/A 0.50 0.50 0.50 0.50 TH LT U 12 1 0 2 R T 3 L T 0 U 0 6 2 U TH RT I n 5 O u t 3 Total Entering 26 Resort Drive 8 In Out 15 Resort Drive 13 In Out 8 P a l i s a d e D r i v e City of Bozeman / MDT Tuesday, May 30, 2017 Date Performed: Count Time Period: BKCP Apartments Resort Drive Palisade Drive Palisade Drive Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Resort Drive & Palisade Drive Counted By: Westbound Agency/Company: J. Staszcuk Sanderson Stewart North/South Street: Resort Drive AM Peak Hour (7:30 - 8:30 AM) 17007.02 Project Number: Southbound Resort Drive Northbound N/A Eastbound East/West Street: NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0 1.00 1.00 1.00 1.00 0 5:00 PM 0 4 3 0 7 1 6 0 0 7 0 0 0 0 0 1 0 1 0 2 16 5:15 PM 0 3 0 0 3 1 8 0 0 9 0 0 0 0 0 0 0 1 0 1 13 5:30 PM 0 2 0 0 2 1 4 0 0 5 0 0 0 0 0 0 0 0 0 0 7 5:45 PM 0 2 0 0 2 2 3 0 0 5 0 0 0 0 0 1 0 0 0 1 8 Grand Total 0 11 3 0 14 5 21 0 0 26 0 0 0 0 0 2 0 2 0 4 44 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total % 0.0 25.0 6.8 0.0 31.8 11.4 47.7 0.0 0.0 59.1 0.0 0.0 0.0 0.0 0.0 4.5 0.0 4.5 0.0 9.1 100.0 PHF 0.69 0.69 0.69 0.69 0.69 0.69 N/A N/A N/A 0.69 0.69 0.69 0.69 TH LT U 11 3 0 2 R T 2 L T 0 U 0 21 5 U TH RT Resort Drive 4 I n P a l i s a d e D r i v e Total Entering 44 13 26 Out In Resort Drive In Out 14 23 Vehicle Volumes and Adjustments Resort Drive Resort Drive N/A Palisade Drive Southbound Northbound Eastbound Westbound 8 O u t North/South Street: Resort Drive Palisade Drive Date Performed: Tuesday, May 30, 2017 City of Bozeman / MDT Count Time Period: PM Peak Hour (5:00 - 6:00 PM) Project Number: 17007.02 BKCP Apartments East/West Street: Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: J. Staszcuk Resort Drive & Palisade Drive NNNNN A P P E N D I X C CAPACITY CALCULATIONS CAPACITY CALCULATIONS CAPACITY CALCULATIONS CAPACITY CALCULATIONS -- -- EXISTING (2017) EXISTING (2017) EXISTING (2017) EXISTING (2017) HCM 2010 TWSC 5: Cottonwood Rd & Fallon St 7/13/2017 Existing AM Peak 7/7/2017 Baseline Synchro 8 Report Page 4 Intersection Int Delay, s/veh 2.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 8 6 54 29 5 7 52 255 38 49 357 9 Conflicting Peds, #/hr 0 0 0 0 0 0 1 0 0 0 0 1 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 225 - - 275 - - Veh in Median Storage, # - 0 - - 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, % 0 0 2 3 40 0 6 3 16 4 1 0 Mvmt Flow 9 7 59 32 5 8 57 280 42 54 392 10 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 762 941 202 722 925 162 402 0 0 322 0 0 Stage 1 505 505 - 415 415 - - - - - - - Stage 2 257 436 - 307 510 - - - - - - - Critical Hdwy 7.5 6.5 6.94 7.56 7.3 6.9 4.22 - - 4.18 - - Critical Hdwy Stg 1 6.5 5.5 - 6.56 6.3 - - - - - - - Critical Hdwy Stg 2 6.5 5.5 - 6.56 6.3 - - - - - - - Follow-up Hdwy 3.5 4 3.32 3.53 4.4 3.3 2.26 - - 2.24 - - Pot Cap-1 Maneuver 298 265 805 312 209 861 1125 - - 1220 - - Stage 1 523 544 - 583 505 - - - - - - - Stage 2 731 583 - 675 450 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 268 240 804 263 190 860 1124 - - 1219 - - Mov Cap-2 Maneuver 268 240 - 263 190 - - - - - - - Stage 1 496 520 - 553 479 - - - - - - - Stage 2 679 553 - 589 430 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 12.5 20.1 1.3 1 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1124 - - 557 283 1219 - - HCM Lane V/C Ratio 0.051 - - 0.134 0.159 0.044 - - HCM Control Delay (s) 8.4 - - 12.5 20.1 8.1 - - HCM Lane LOS A - - B C A - - HCM 95th %tile Q(veh) 0.2 - - 0.5 0.6 0.1 - - HCM 2010 TWSC 6: Resort Dr & Fallon St 7/13/2017 Existing AM Peak 7/7/2017 Baseline Synchro 8 Report Page 5 Intersection Int Delay, s/veh 2.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 6 94 5 10 25 0 3 4 7 1 9 5 Conflicting Peds, #/hr 1 0 0 0 0 1 2 0 3 3 0 2 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 83 83 83 83 83 83 83 83 83 83 83 83 Heavy Vehicles, % 0 3 0 0 0 0 0 0 0 0 0 20 Mvmt Flow 7 113 6 12 30 0 4 5 8 1 11 6 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 33 0 0 122 0 0 200 191 120 197 194 34 Stage 1 - - - - - - 134 134 - 57 57 - Stage 2 - - - - - - 66 57 - 140 137 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.4 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.48 Pot Cap-1 Maneuver 1592 - - 1478 - - 763 708 937 766 705 990 Stage 1 - - - - - - 874 789 - 960 851 - Stage 2 - - - - - - 950 851 - 868 787 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1591 - - 1477 - - 739 695 934 745 692 987 Mov Cap-2 Maneuver - - - - - - 739 695 - 745 692 - Stage 1 - - - - - - 867 783 - 953 842 - Stage 2 - - - - - - 924 842 - 850 781 - Approach EB WB NB SB HCM Control Delay, s 0.4 2.1 9.5 9.8 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 809 1591 - - 1477 - - 773 HCM Lane V/C Ratio 0.021 0.005 - - 0.008 - - 0.023 HCM Control Delay (s) 9.5 7.3 0 - 7.5 0 - 9.8 HCM Lane LOS A A A - A A - A HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0.1 HCM 2010 TWSC 7: Cottonwood Rd & Babcock St 7/13/2017 Existing AM Peak 7/7/2017 Baseline Synchro 8 Report Page 6 Intersection Int Delay, s/veh 3.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 28 24 25 60 8 14 18 225 31 28 334 35 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 1 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 60 - - 60 - - 260 - 0 220 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 14 0 0 0 0 0 6 2 3 0 2 6 Mvmt Flow 31 27 28 67 9 16 20 250 34 31 371 39 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 755 743 206 551 762 250 410 0 0 250 0 0 Stage 1 453 453 - 290 290 - - - - - - - Stage 2 302 290 - 261 472 - - - - - - - Critical Hdwy 7.51 6.5 6.9 7.3 6.5 6.2 4.22 - - 4.1 - - Critical Hdwy Stg 1 6.71 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.31 5.5 - 6.5 5.5 - - - - - - - Follow-up Hdwy 3.633 4 3.3 3.5 4 3.3 2.26 - - 2.2 - - Pot Cap-1 Maneuver 293 346 807 435 337 794 1117 - - 1327 - - Stage 1 531 573 - 722 676 - - - - - - - Stage 2 677 676 - 727 562 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 272 332 806 382 323 794 1116 - - 1327 - - Mov Cap-2 Maneuver 272 332 - 382 323 - - - - - - - Stage 1 521 560 - 709 664 - - - - - - - Stage 2 643 664 - 652 549 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 15.9 15.3 0.5 0.5 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1116 - - 272 474 382 519 1327 - - HCM Lane V/C Ratio 0.018 - - 0.114 0.115 0.175 0.047 0.023 - - HCM Control Delay (s) 8.3 - - 19.9 13.6 16.4 12.3 7.8 - - HCM Lane LOS A - - C B C B A - - HCM 95th %tile Q(veh) 0.1 - - 0.4 0.4 0.6 0.1 0.1 - - HCM 2010 TWSC 8: Resort Dr & Palisade Dr 7/13/2017 Existing AM Peak 7/7/2017 Baseline Synchro 8 Report Page 7 Intersection Int Delay, s/veh 2 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 3 2 6 2 1 12 Conflicting Peds, #/hr 0 0 0 4 4 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 50 50 50 50 50 50 Heavy Vehicles, % 0 0 0 50 0 8 Mvmt Flow 6 4 12 4 2 24 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 42 18 0 0 16 0 Stage 1 14 - - - - - Stage 2 28 - - - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 974 1066 - - 1615 - Stage 1 1014 - - - - - Stage 2 1000 - - - - - Platoon blocked, %- - - Mov Cap-1 Maneuver 970 1062 - - 1610 - Mov Cap-2 Maneuver 970 - - - - - Stage 1 1014 - - - - - Stage 2 996 - - - - - Approach WB NB SB HCM Control Delay, s 8.6 0 0.6 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 1005 1610 - HCM Lane V/C Ratio - - 0.01 0.001 - HCM Control Delay (s) - - 8.6 7.2 0 HCM Lane LOS - - A A A HCM 95th %tile Q(veh) - - 0 0 - HCM 2010 TWSC 10: Resort Dr & Babcock St 7/13/2017 Existing AM Peak 7/7/2017 Baseline Synchro 8 Report Page 8 Intersection Int Delay, s/veh 1 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 88 1 14 72 3 5 Conflicting Peds, #/hr 0 1 1 0 1 2 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 80 80 80 80 80 80 Heavy Vehicles, % 1 0 8 1 0 0 Mvmt Flow 110 1 18 90 4 6 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 113 0 238 114 Stage 1 - - - - 113 - Stage 2 - - - - 125 - Critical Hdwy - - 4.18 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.272 - 3.5 3.3 Pot Cap-1 Maneuver - - 1440 - 755 944 Stage 1 - - - - 917 - Stage 2 - - - - 906 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1439 - 743 942 Mov Cap-2 Maneuver - - - - 743 - Stage 1 - - - - 915 - Stage 2 - - - - 893 - Approach EB WB NB HCM Control Delay, s 0 1.2 9.3 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 856 - - 1439 - HCM Lane V/C Ratio 0.012 - - 0.012 - HCM Control Delay (s) 9.3 - - 7.5 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0 - - 0 - HCM 2010 Signalized Intersection Summary 1: Cottonwood Rd & Huffine Ln 7/19/2017 Existing AM Peak 7/7/2017 Baseline Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 182 1027 110 52 748 68 115 118 83 169 132 136 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 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 Adj Sat Flow, veh/h/ln 1776 1836 1900 1827 1833 1900 1827 1821 1900 1881 1844 1900 Adj Flow Rate, veh/h 204 1154 124 58 840 76 129 133 93 190 148 153 Adj No. of Lanes 1 2 0 1 2 0 1 2 0 1 2 0 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 7 3 3 4 4 4 4 6 6 1 2 2 Cap, veh/h 431 1590 171 213 1475 133 332 664 434 385 580 518 Arrive On Green 0.08 0.50 0.50 0.07 0.91 0.91 0.33 0.33 0.33 0.33 0.33 0.33 Sat Flow, veh/h 1691 3179 341 1740 3230 292 1053 2006 1312 1161 1752 1566 Grp Volume(v), veh/h 204 632 646 58 453 463 129 113 113 190 148 153 Grp Sat Flow(s),veh/h/ln 1691 1744 1776 1740 1741 1781 1053 1730 1588 1161 1752 1566 Q Serve(g_s), s 7.4 34.1 34.3 2.1 5.6 5.6 12.4 5.6 6.1 16.9 7.4 8.7 Cycle Q Clear(g_c), s 7.4 34.1 34.3 2.1 5.6 5.6 21.1 5.6 6.1 23.0 7.4 8.7 Prop In Lane 1.00 0.19 1.00 0.16 1.00 0.83 1.00 1.00 Lane Grp Cap(c), veh/h 431 872 888 213 795 814 332 572 525 385 580 518 V/C Ratio(X) 0.47 0.72 0.73 0.27 0.57 0.57 0.39 0.20 0.21 0.49 0.26 0.30 Avail Cap(c_a), veh/h 466 872 888 426 795 814 332 572 525 385 580 518 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.92 0.92 0.92 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 14.0 23.5 23.6 19.3 3.1 3.1 37.6 28.8 28.9 37.2 29.3 29.8 Incr Delay (d2), s/veh 0.8 5.2 5.2 0.6 2.7 2.6 3.4 0.8 0.9 4.5 1.1 1.4 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 3.5 17.6 18.0 1.0 2.9 2.9 3.9 2.8 2.8 5.9 3.7 3.9 LnGrp Delay(d),s/veh 14.8 28.7 28.7 19.9 5.8 5.7 41.0 29.5 29.8 41.7 30.4 31.2 LnGrp LOS B C C B A A D C C D C C Approach Vol, veh/h 1482 974 355 491 Approach Delay, s/veh 26.8 6.6 33.8 35.0 Approach LOS C A C D Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 46.0 7.3 66.7 46.0 12.5 61.5 Change Period (Y+Rc), s * 6.3 3.0 * 6.7 * 6.3 3.0 * 6.7 Max Green Setting (Gmax), s * 40 19.0 * 45 * 40 12.0 * 52 Max Q Clear Time (g_c+I1), s 23.1 4.1 36.3 25.0 9.4 7.6 Green Ext Time (p_c), s 4.0 0.1 7.2 3.8 0.1 21.4 Intersection Summary HCM 2010 Ctrl Delay 22.8 HCM 2010 LOS C Notes * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary 2: Huffine Ln & Ferguson Ave 7/19/2017 Existing AM Peak 7/7/2017 Baseline Synchro 8 Report Page 2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (veh/h) 184 1128 680 106 213 200 Number 7 4 8 18 1 16 Initial Q (Qb), veh 0 0 0 0 0 0 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 Adj Sat Flow, veh/h/ln 1845 1845 1810 1845 1863 1845 Adj Flow Rate, veh/h 222 1359 819 128 257 241 Adj No. of Lanes 1 2 2 1 1 1 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, % 3 3 5 3 2 3 Cap, veh/h 315 2001 1963 893 584 516 Arrive On Green 0.57 0.57 0.57 0.57 0.33 0.33 Sat Flow, veh/h 584 3597 3529 1565 1774 1568 Grp Volume(v), veh/h 222 1359 819 128 257 241 Grp Sat Flow(s),veh/h/ln 584 1752 1719 1565 1774 1568 Q Serve(g_s), s 41.5 32.6 16.1 4.6 13.6 14.6 Cycle Q Clear(g_c), s 57.6 32.6 16.1 4.6 13.6 14.6 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 315 2001 1963 893 584 516 V/C Ratio(X) 0.70 0.68 0.42 0.14 0.44 0.47 Avail Cap(c_a), veh/h 315 2001 1963 893 584 516 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.62 0.62 1.00 1.00 0.96 0.96 Uniform Delay (d), s/veh 30.7 18.0 14.5 12.0 31.6 31.9 Incr Delay (d2), s/veh 8.0 1.2 0.7 0.3 2.3 2.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.4 16.0 7.8 6.1 7.0 6.7 LnGrp Delay(d),s/veh 38.7 19.2 15.2 12.4 33.9 34.8 LnGrp LOS D B B B C C Approach Vol, veh/h 1581 947 498 Approach Delay, s/veh 22.0 14.8 34.3 Approach LOS C B C Timer 1 2 3 4 5 6 7 8 Assigned Phs 4 6 8 Phs Duration (G+Y+Rc), s 75.0 45.0 75.0 Change Period (Y+Rc), s 6.5 5.5 6.5 Max Green Setting (Gmax), s 68.5 39.5 68.5 Max Q Clear Time (g_c+I1), s 59.6 16.6 18.1 Green Ext Time (p_c), s 7.9 1.6 31.3 Intersection Summary HCM 2010 Ctrl Delay 21.7 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary 3: Ferguson Ave & Babcock St 7/19/2017 Existing AM Peak 7/7/2017 Baseline Synchro 8 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 17 82 40 34 50 26 13 151 43 51 359 11 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.97 0.99 0.99 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 Adj Sat Flow, veh/h/ln 1900 1887 1900 1900 1828 1900 1900 1877 1900 1900 1864 1900 Adj Flow Rate, veh/h 20 96 47 40 59 31 15 178 51 60 422 13 Adj No. of Lanes 1 1 0 1 1 0 1 1 0 1 1 0 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, % 0 1 1 0 6 6 0 1 1 0 2 2 Cap, veh/h 312 219 107 269 208 109 638 895 257 812 1148 35 Arrive On Green 0.18 0.18 0.18 0.18 0.18 0.18 0.64 0.64 0.64 0.64 0.64 0.64 Sat Flow, veh/h 1319 1184 580 1258 1126 592 968 1403 402 1169 1799 55 Grp Volume(v), veh/h 20 0 143 40 0 90 15 0 229 60 0 435 Grp Sat Flow(s),veh/h/ln 1319 0 1764 1258 0 1718 968 0 1805 1169 0 1854 Q Serve(g_s), s 0.7 0.0 4.1 1.6 0.0 2.5 0.4 0.0 3.0 1.3 0.0 6.3 Cycle Q Clear(g_c), s 3.3 0.0 4.1 5.7 0.0 2.5 6.7 0.0 3.0 4.2 0.0 6.3 Prop In Lane 1.00 0.33 1.00 0.34 1.00 0.22 1.00 0.03 Lane Grp Cap(c), veh/h 312 0 326 269 0 317 638 0 1152 812 0 1183 V/C Ratio(X) 0.06 0.00 0.44 0.15 0.00 0.28 0.02 0.00 0.20 0.07 0.00 0.37 Avail Cap(c_a), veh/h 629 0 750 572 0 731 638 0 1152 812 0 1183 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 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 21.2 0.0 20.4 22.9 0.0 19.8 6.4 0.0 4.2 5.1 0.0 4.8 Incr Delay (d2), s/veh 0.1 0.0 0.9 0.3 0.0 0.5 0.1 0.0 0.4 0.2 0.0 0.9 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 2.0 0.6 0.0 1.2 0.1 0.0 1.6 0.4 0.0 3.4 LnGrp Delay(d),s/veh 21.3 0.0 21.3 23.2 0.0 20.3 6.5 0.0 4.6 5.3 0.0 5.7 LnGrp LOS C C C C A A A A Approach Vol, veh/h 163 130 244 495 Approach Delay, s/veh 21.3 21.2 4.7 5.7 Approach LOS C C A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 41.0 15.4 41.0 15.4 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 36.0 24.0 36.0 24.0 Max Q Clear Time (g_c+I1), s 8.7 6.1 8.3 7.7 Green Ext Time (p_c), s 4.6 1.3 4.6 1.3 Intersection Summary HCM 2010 Ctrl Delay 9.9 HCM 2010 LOS A Queues 1: Cottonwood Rd & Huffine Ln 7/19/2017 Existing AM Peak 7/7/2017 Baseline Synchro 8 Report Page 1 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 204 1278 58 916 129 226 190 301 v/c Ratio 0.62 0.76 0.29 0.60 0.39 0.20 0.50 0.26 Control Delay 20.0 28.8 13.9 19.1 35.3 17.1 37.8 14.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 20.0 28.8 13.9 19.1 35.3 17.1 37.8 14.6 Queue Length 50th (ft) 69 418 15 153 76 37 118 42 Queue Length 95th (ft) 107 515 31 187 134 66 190 75 Internal Link Dist (ft) 419 2620 423 1243 Turn Bay Length (ft) 300 300 400 110 Base Capacity (vph) 340 1690 365 1531 330 1129 379 1173 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.60 0.76 0.16 0.60 0.39 0.20 0.50 0.26 Intersection Summary Queues 2: Huffine Ln & Ferguson Ave 7/19/2017 Existing AM Peak 7/7/2017 Baseline Synchro 8 Report Page 2 Lane Group EBL EBT WBT WBR SBL SBR Lane Group Flow (vph) 222 1359 819 128 257 241 v/c Ratio 0.72 0.68 0.42 0.14 0.44 0.38 Control Delay 44.7 31.6 15.3 2.3 34.6 12.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 44.7 31.6 15.3 2.3 34.6 12.1 Queue Length 50th (ft) 145 465 178 0 156 42 Queue Length 95th (ft) m212 518 201 21 212 90 Internal Link Dist (ft) 2620 421 2569 Turn Bay Length (ft) 300 350 100 Base Capacity (vph) 308 2000 1962 926 582 626 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.72 0.68 0.42 0.14 0.44 0.38 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. Queues 3: Ferguson Ave & Babcock St 7/19/2017 Existing AM Peak 7/7/2017 Baseline Synchro 8 Report Page 3 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 20 143 40 90 15 229 60 435 v/c Ratio 0.08 0.40 0.17 0.26 0.02 0.18 0.07 0.33 Control Delay 19.9 18.9 21.4 16.3 4.2 4.0 4.4 5.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 19.9 18.9 21.4 16.3 4.2 4.0 4.4 5.4 Queue Length 50th (ft) 6 31 12 17 1 22 6 55 Queue Length 95th (ft) 19 68 32 46 7 46 17 100 Internal Link Dist (ft) 1514 420 2569 420 Turn Bay Length (ft) 100 100 100 100 Base Capacity (vph) 560 777 536 746 673 1291 829 1319 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.04 0.18 0.07 0.12 0.02 0.18 0.07 0.33 Intersection Summary HCM 2010 TWSC 5: Cottonwood Rd & Fallon St 7/13/2017 Existing PM Peak 7/7/2017 Baseline Synchro 8 Report Page 4 Intersection Int Delay, s/veh 3.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 11 8 53 36 12 45 38 456 40 32 314 4 Conflicting Peds, #/hr 0 0 0 0 0 0 1 0 3 3 0 1 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 225 - - 275 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehicles, % 0 13 2 3 0 0 0 1 0 0 2 0 Mvmt Flow 11 8 55 38 12 47 40 475 42 33 327 4 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 719 992 169 809 973 261 331 0 0 517 0 0 Stage 1 396 396 - 575 575 - - - - - - - Stage 2 323 596 - 234 398 - - - - - - - Critical Hdwy 7.5 6.76 6.94 7.56 6.5 6.9 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.5 5.76 - 6.56 5.5 - - - - - - - Critical Hdwy Stg 2 6.5 5.76 - 6.56 5.5 - - - - - - - Follow-up Hdwy 3.5 4.13 3.32 3.53 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 320 227 845 270 254 744 1240 - - 1059 - - Stage 1 606 576 - 468 506 - - - - - - - Stage 2 669 464 - 745 606 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 273 213 843 233 238 742 1237 - - 1056 - - Mov Cap-2 Maneuver 273 213 - 233 238 - - - - - - - Stage 1 586 558 - 453 490 - - - - - - - Stage 2 590 449 - 663 587 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 13.2 19.2 0.6 0.8 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1237 - - 512 350 1056 - - HCM Lane V/C Ratio 0.032 - - 0.146 0.277 0.032 - - HCM Control Delay (s) 8 - - 13.2 19.2 8.5 - - HCM Lane LOS A - - B C A - - HCM 95th %tile Q(veh) 0.1 - - 0.5 1.1 0.1 - - HCM 2010 TWSC 6: Resort Dr & Fallon St 7/13/2017 Existing PM Peak 7/7/2017 Baseline Synchro 8 Report Page 5 Intersection Int Delay, s/veh 2.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 2 72 1 6 87 8 4 16 22 3 3 5 Conflicting Peds, #/hr 1 0 0 0 0 1 0 0 2 2 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88 Heavy Vehicles, % 0 1 0 0 1 0 0 0 0 0 0 0 Mvmt Flow 2 82 1 7 99 9 5 18 25 3 3 6 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 110 0 0 85 0 0 213 213 85 230 209 106 Stage 1 - - - - - - 89 89 - 119 119 - Stage 2 - - - - - - 124 124 - 111 90 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1493 - - 1524 - - 748 688 980 729 692 954 Stage 1 - - - - - - 923 825 - 890 801 - Stage 2 - - - - - - 885 797 - 899 824 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1492 - - 1523 - - 735 682 978 691 686 952 Mov Cap-2 Maneuver - - - - - - 735 682 - 691 686 - Stage 1 - - - - - - 921 823 - 888 796 - Stage 2 - - - - - - 871 792 - 855 822 - Approach EB WB NB SB HCM Control Delay, s 0.2 0.4 9.7 9.6 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 817 1492 - - 1523 - - 788 HCM Lane V/C Ratio 0.058 0.002 - - 0.004 - - 0.016 HCM Control Delay (s) 9.7 7.4 0 - 7.4 0 - 9.6 HCM Lane LOS A A A - A A - A HCM 95th %tile Q(veh) 0.2 0 - - 0 - - 0 HCM 2010 TWSC 7: Cottonwood Rd & Babcock St 7/13/2017 Existing PM Peak 7/7/2017 Baseline Synchro 8 Report Page 6 Intersection Int Delay, s/veh 3.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 36 15 19 35 21 54 23 399 101 18 283 21 Conflicting Peds, #/hr 3 0 1 1 0 3 1 0 1 1 0 1 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 60 - - 60 - - 260 - 0 220 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehicles, % 6 0 0 0 0 0 5 1 0 0 0 5 Mvmt Flow 38 16 20 36 22 56 24 416 105 19 295 22 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 852 813 162 663 824 420 320 0 0 419 0 0 Stage 1 346 346 - 467 467 - - - - - - - Stage 2 506 467 - 196 357 - - - - - - - Critical Hdwy 7.39 6.5 6.9 7.3 6.5 6.2 4.2 - - 4.1 - - Critical Hdwy Stg 1 6.59 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.19 5.5 - 6.5 5.5 - - - - - - - Follow-up Hdwy 3.557 4 3.3 3.5 4 3.3 2.25 - - 2.2 - - Pot Cap-1 Maneuver 260 315 861 364 310 638 1215 - - 1151 - - Stage 1 634 639 - 580 565 - - - - - - - Stage 2 539 565 - 793 632 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 217 302 858 331 297 636 1214 - - 1150 - - Mov Cap-2 Maneuver 217 302 - 331 297 - - - - - - - Stage 1 620 627 - 567 552 - - - - - - - Stage 2 462 552 - 742 620 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 19.3 15 0.4 0.5 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1214 - - 217 473 331 482 1150 - - HCM Lane V/C Ratio 0.02 - - 0.173 0.075 0.11 0.162 0.016 - - HCM Control Delay (s) 8 - - 25 13.2 17.2 13.9 8.2 - - HCM Lane LOS A - - D B C B A - - HCM 95th %tile Q(veh) 0.1 - - 0.6 0.2 0.4 0.6 0.1 - - HCM 2010 TWSC 8: Resort Dr & Palisade Dr 7/13/2017 Existing PM Peak 7/7/2017 Baseline Synchro 8 Report Page 7 Intersection Int Delay, s/veh 1.3 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 2 2 21 5 3 11 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 69 69 69 69 69 69 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 3 3 30 7 4 16 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 59 34 0 0 38 0 Stage 1 34 - - - - - Stage 2 25 - - - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 953 1045 - - 1585 - Stage 1 994 - - - - - Stage 2 1003 - - - - - Platoon blocked, %- - - Mov Cap-1 Maneuver 950 1045 - - 1585 - Mov Cap-2 Maneuver 950 - - - - - Stage 1 994 - - - - - Stage 2 1000 - - - - - Approach WB NB SB HCM Control Delay, s 8.6 0 1.6 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 995 1585 - HCM Lane V/C Ratio - - 0.006 0.003 - HCM Control Delay (s) - - 8.6 7.3 0 HCM Lane LOS - - A A A HCM 95th %tile Q(veh) - - 0 0 - HCM 2010 TWSC 10: Resort Dr & Babcock St 7/13/2017 Existing PM Peak 7/7/2017 Baseline Synchro 8 Report Page 8 Intersection Int Delay, s/veh 1.1 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 132 4 11 114 8 15 Conflicting Peds, #/hr 0 0 0 0 1 0 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 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 143 4 12 124 9 16 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 149 0 295 147 Stage 1 - - - - 147 - Stage 2 - - - - 148 - Critical Hdwy - - 4.1 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver - - 1445 - 700 905 Stage 1 - - - - 885 - Stage 2 - - - - 884 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1445 - 693 904 Mov Cap-2 Maneuver - - - - 693 - Stage 1 - - - - 884 - Stage 2 - - - - 876 - Approach EB WB NB HCM Control Delay, s 0 0.7 9.5 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 817 - - 1445 - HCM Lane V/C Ratio 0.031 - - 0.008 - HCM Control Delay (s) 9.5 - - 7.5 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.1 - - 0 - HCM 2010 Signalized Intersection Summary 1: Cottonwood Rd & Huffine Ln 7/19/2017 Existing PM Peak 7/7/2017 Baseline Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 223 999 116 115 992 145 129 140 62 114 166 162 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 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 Adj Sat Flow, veh/h/ln 1900 1863 1900 1881 1867 1900 1881 1850 1900 1900 1881 1900 Adj Flow Rate, veh/h 242 1086 126 125 1078 158 140 152 67 124 180 176 Adj No. of Lanes 1 2 0 1 2 0 1 2 0 1 2 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 2 2 1 2 2 1 3 3 0 1 1 Cap, veh/h 287 1495 173 252 1342 196 327 819 345 407 607 542 Arrive On Green 0.09 0.47 0.47 0.06 0.43 0.43 0.34 0.34 0.34 0.34 0.34 0.34 Sat Flow, veh/h 1810 3196 370 1792 3106 454 1030 2410 1017 1179 1787 1596 Grp Volume(v), veh/h 242 601 611 125 615 621 140 109 110 124 180 176 Grp Sat Flow(s),veh/h/ln 1810 1770 1797 1792 1774 1786 1030 1758 1669 1179 1787 1596 Q Serve(g_s), s 8.3 32.2 32.3 4.5 35.4 35.6 13.7 5.1 5.5 9.8 8.7 9.6 Cycle Q Clear(g_c), s 8.3 32.2 32.3 4.5 35.4 35.6 23.4 5.1 5.5 15.3 8.7 9.6 Prop In Lane 1.00 0.21 1.00 0.25 1.00 0.61 1.00 1.00 Lane Grp Cap(c), veh/h 287 828 840 252 767 772 327 597 567 407 607 542 V/C Ratio(X) 0.84 0.73 0.73 0.50 0.80 0.80 0.43 0.18 0.19 0.30 0.30 0.32 Avail Cap(c_a), veh/h 459 828 840 486 829 835 327 597 567 407 607 542 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.3 25.2 25.3 21.1 29.0 29.1 37.5 27.3 27.5 32.8 28.5 28.8 Incr Delay (d2), s/veh 7.9 3.2 3.2 1.5 5.3 5.4 4.1 0.7 0.8 1.9 1.2 1.6 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 4.8 16.4 16.7 2.3 18.4 18.8 4.3 2.6 2.7 3.4 4.5 4.5 LnGrp Delay(d),s/veh 32.2 28.4 28.5 22.7 34.4 34.5 41.5 28.0 28.2 34.8 29.8 30.4 LnGrp LOS C C C C C C D C C C C C Approach Vol, veh/h 1454 1361 359 480 Approach Delay, s/veh 29.1 33.4 33.4 31.3 Approach LOS C C C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 46.3 9.6 61.8 46.3 13.8 57.6 Change Period (Y+Rc), s * 6.3 3.0 * 6.7 * 6.3 3.0 * 6.7 Max Green Setting (Gmax), s * 40 22.0 * 55 * 40 22.0 * 55 Max Q Clear Time (g_c+I1), s 25.4 6.5 34.3 17.3 10.3 37.6 Green Ext Time (p_c), s 3.9 0.2 15.2 4.5 0.5 13.2 Intersection Summary HCM 2010 Ctrl Delay 31.4 HCM 2010 LOS C Notes * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary 2: Huffine Ln & Ferguson Ave 7/19/2017 Existing PM Peak 7/7/2017 Baseline Synchro 8 Report Page 2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (veh/h) 140 1154 1079 235 196 194 Number 7 4 8 18 1 16 Initial Q (Qb), veh 0 0 0 0 0 0 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 Adj Sat Flow, veh/h/ln 1900 1881 1863 1881 1900 1863 Adj Flow Rate, veh/h 143 1178 1101 240 200 198 Adj No. of Lanes 1 2 2 1 1 1 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 0 1 2 1 0 2 Cap, veh/h 256 2347 2324 1048 477 417 Arrive On Green 0.66 0.66 0.66 0.66 0.26 0.26 Sat Flow, veh/h 414 3668 3632 1597 1810 1583 Grp Volume(v), veh/h 143 1178 1101 240 200 198 Grp Sat Flow(s),veh/h/ln 414 1787 1770 1597 1810 1583 Q Serve(g_s), s 39.4 25.3 23.3 9.1 13.7 15.8 Cycle Q Clear(g_c), s 62.7 25.3 23.3 9.1 13.7 15.8 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 256 2347 2324 1048 477 417 V/C Ratio(X) 0.56 0.50 0.47 0.23 0.42 0.47 Avail Cap(c_a), veh/h 256 2347 2324 1048 477 417 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.62 0.62 1.00 1.00 0.99 0.99 Uniform Delay (d), s/veh 28.5 13.2 12.8 10.4 45.8 46.5 Incr Delay (d2), s/veh 5.4 0.5 0.7 0.5 2.7 3.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.9 12.6 11.5 13.5 7.2 7.4 LnGrp Delay(d),s/veh 33.9 13.7 13.5 10.9 48.4 50.3 LnGrp LOS C B B B D D Approach Vol, veh/h 1321 1341 398 Approach Delay, s/veh 15.9 13.1 49.4 Approach LOS B B D Timer 1 2 3 4 5 6 7 8 Assigned Phs 4 6 8 Phs Duration (G+Y+Rc), s 105.0 45.0 105.0 Change Period (Y+Rc), s 6.5 5.5 6.5 Max Green Setting (Gmax), s 98.5 39.5 98.5 Max Q Clear Time (g_c+I1), s 64.7 17.8 25.3 Green Ext Time (p_c), s 25.1 1.2 41.3 Intersection Summary HCM 2010 Ctrl Delay 19.0 HCM 2010 LOS B HCM 2010 Signalized Intersection Summary 3: Ferguson Ave & Babcock St 7/19/2017 Existing PM Peak 7/7/2017 Baseline Synchro 8 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 23 81 32 35 94 54 49 306 60 41 252 18 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.97 0.99 0.97 1.00 0.98 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 Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1884 1900 1900 1882 1900 Adj Flow Rate, veh/h 24 85 34 37 99 57 52 322 63 43 265 19 Adj No. of Lanes 1 1 0 1 1 0 1 1 0 1 1 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 0 0 0 0 0 0 1 1 0 1 1 Cap, veh/h 262 240 96 294 210 121 761 970 190 673 1103 79 Arrive On Green 0.19 0.19 0.19 0.19 0.19 0.19 0.64 0.64 0.64 0.64 0.64 0.64 Sat Flow, veh/h 1242 1278 511 1283 1117 643 1112 1525 298 1014 1736 124 Grp Volume(v), veh/h 24 0 119 37 0 156 52 0 385 43 0 284 Grp Sat Flow(s),veh/h/ln 1242 0 1790 1283 0 1760 1112 0 1824 1014 0 1860 Q Serve(g_s), s 1.0 0.0 3.3 1.5 0.0 4.5 1.2 0.0 5.5 1.2 0.0 3.7 Cycle Q Clear(g_c), s 5.5 0.0 3.3 4.7 0.0 4.5 4.9 0.0 5.5 6.7 0.0 3.7 Prop In Lane 1.00 0.29 1.00 0.37 1.00 0.16 1.00 0.07 Lane Grp Cap(c), veh/h 262 0 336 294 0 330 761 0 1159 673 0 1183 V/C Ratio(X) 0.09 0.00 0.35 0.13 0.00 0.47 0.07 0.00 0.33 0.06 0.00 0.24 Avail Cap(c_a), veh/h 555 0 758 597 0 746 761 0 1159 673 0 1183 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 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 22.9 0.0 20.0 22.1 0.0 20.5 5.5 0.0 4.8 6.3 0.0 4.4 Incr Delay (d2), s/veh 0.1 0.0 0.6 0.2 0.0 1.0 0.2 0.0 0.8 0.2 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.0 1.7 0.5 0.0 2.3 0.4 0.0 2.9 0.4 0.0 2.1 LnGrp Delay(d),s/veh 23.1 0.0 20.6 22.3 0.0 21.5 5.7 0.0 5.5 6.5 0.0 4.9 LnGrp LOS C C C C A A A A Approach Vol, veh/h 143 193 437 327 Approach Delay, s/veh 21.1 21.7 5.6 5.1 Approach LOS C C A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 41.0 15.6 41.0 15.6 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 36.0 24.0 36.0 24.0 Max Q Clear Time (g_c+I1), s 7.5 7.5 8.7 6.7 Green Ext Time (p_c), s 4.8 1.6 4.8 1.6 Intersection Summary HCM 2010 Ctrl Delay 10.3 HCM 2010 LOS B Queues 1: Cottonwood Rd & Huffine Ln 7/19/2017 Existing PM Peak 7/7/2017 Baseline Synchro 8 Report Page 1 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 242 1212 125 1236 140 219 124 356 v/c Ratio 0.75 0.76 0.51 0.89 0.46 0.19 0.32 0.30 Control Delay 43.2 31.2 19.6 43.6 41.3 24.3 36.6 17.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 43.2 31.2 19.6 43.6 41.3 24.3 36.6 17.0 Queue Length 50th (ft) 129 398 41 476 93 51 78 56 Queue Length 95th (ft) 225 526 68 597 171 88 143 102 Internal Link Dist (ft) 419 2620 423 1243 Turn Bay Length (ft) 300 300 400 110 Base Capacity (vph) 388 1712 417 1585 307 1143 385 1202 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.62 0.71 0.30 0.78 0.46 0.19 0.32 0.30 Intersection Summary Queues 2: Huffine Ln & Ferguson Ave 7/19/2017 Existing PM Peak 7/7/2017 Baseline Synchro 8 Report Page 2 Lane Group EBL EBT WBT WBR SBL SBR Lane Group Flow (vph) 143 1178 1101 240 200 198 v/c Ratio 0.54 0.50 0.47 0.22 0.42 0.39 Control Delay 23.1 14.1 13.7 1.5 49.1 20.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 23.1 14.1 13.7 1.5 49.1 20.6 Queue Length 50th (ft) 70 292 265 0 163 61 Queue Length 95th (ft) 146 344 313 30 244 137 Internal Link Dist (ft) 2620 421 2569 Turn Bay Length (ft) 300 350 100 Base Capacity (vph) 264 2346 2323 1102 475 503 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.54 0.50 0.47 0.22 0.42 0.39 Intersection Summary Queues 3: Ferguson Ave & Babcock St 7/19/2017 Existing PM Peak 7/7/2017 Baseline Synchro 8 Report Page 3 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 24 119 37 156 52 385 43 284 v/c Ratio 0.10 0.33 0.15 0.42 0.07 0.30 0.06 0.22 Control Delay 20.1 18.1 20.9 18.5 4.5 5.0 4.5 4.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 20.1 18.1 20.9 18.5 4.5 5.0 4.5 4.7 Queue Length 50th (ft) 7 26 11 33 5 44 4 32 Queue Length 95th (ft) 23 64 31 77 17 92 15 68 Internal Link Dist (ft) 1514 420 2569 420 Turn Bay Length (ft) 100 100 100 100 Base Capacity (vph) 530 782 545 781 786 1301 716 1319 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.05 0.15 0.07 0.20 0.07 0.30 0.06 0.22 Intersection Summary A P P E N D I X D CAPACITY CALCULATIONS CAPACITY CALCULATIONS CAPACITY CALCULATIONS CAPACITY CALCULATIONS -- -- FUTURE (2019) & FUTURE (2021) FUTURE (2019) & FUTURE (2021) FUTURE (2019) & FUTURE (2021) FUTURE (2019) & FUTURE (2021) HCM 2010 TWSC 5: Cottonwood Rd & Fallon St 7/13/2017 Future Phase I Buildout AM Peak 7/7/2017 Baseline Synchro 8 Report Page 4 Intersection Int Delay, s/veh 3.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 9 6 58 45 6 14 56 276 45 54 386 10 Conflicting Peds, #/hr 0 0 0 0 0 0 1 0 0 0 0 1 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 225 - - 275 - - Veh in Median Storage, # - 0 - - 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, % 0 0 2 3 40 0 6 3 16 4 1 0 Mvmt Flow 10 7 64 49 7 15 62 303 49 59 424 11 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 826 1024 219 785 1005 177 435 0 0 353 0 0 Stage 1 548 548 - 451 451 - - - - - - - Stage 2 278 476 - 334 554 - - - - - - - Critical Hdwy 7.5 6.5 6.94 7.56 7.3 6.9 4.22 - - 4.18 - - Critical Hdwy Stg 1 6.5 5.5 - 6.56 6.3 - - - - - - - Critical Hdwy Stg 2 6.5 5.5 - 6.56 6.3 - - - - - - - Follow-up Hdwy 3.5 4 3.32 3.53 4.4 3.3 2.26 - - 2.24 - - Pot Cap-1 Maneuver 268 237 785 281 185 842 1093 - - 1188 - - Stage 1 493 520 - 555 483 - - - - - - - Stage 2 711 560 - 651 427 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 235 212 784 232 166 841 1092 - - 1187 - - Mov Cap-2 Maneuver 235 212 - 232 166 - - - - - - - Stage 1 465 494 - 523 456 - - - - - - - Stage 2 648 528 - 560 406 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 13.2 23.7 1.3 1 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1092 - - 519 263 1187 - - HCM Lane V/C Ratio 0.056 - - 0.155 0.272 0.05 - - HCM Control Delay (s) 8.5 - - 13.2 23.7 8.2 - - HCM Lane LOS A - - B C A - - HCM 95th %tile Q(veh) 0.2 - - 0.5 1.1 0.2 - - HCM 2010 TWSC 6: Resort Dr & Fallon St 7/13/2017 Future Phase I Buildout AM Peak 7/7/2017 Baseline Synchro 8 Report Page 5 Intersection Int Delay, s/veh 2.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 10 113 8 11 30 2 4 4 8 9 12 6 Conflicting Peds, #/hr 1 0 0 0 0 1 2 0 3 3 0 2 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 83 83 83 83 83 83 83 83 83 83 83 83 Heavy Vehicles, % 0 3 0 0 0 0 0 0 0 0 0 20 Mvmt Flow 12 136 10 13 36 2 5 5 10 11 14 7 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 42 0 0 149 0 0 246 236 145 242 240 41 Stage 1 - - - - - - 168 168 - 67 67 - Stage 2 - - - - - - 78 68 - 175 173 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.4 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.48 Pot Cap-1 Maneuver 1580 - - 1445 - - 712 668 908 716 665 981 Stage 1 - - - - - - 839 763 - 948 843 - Stage 2 - - - - - - 936 842 - 832 760 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1579 - - 1444 - - 684 653 905 693 650 978 Mov Cap-2 Maneuver - - - - - - 684 653 - 693 650 - Stage 1 - - - - - - 830 755 - 938 833 - Stage 2 - - - - - - 904 832 - 811 752 - Approach EB WB NB SB HCM Control Delay, s 0.6 1.9 9.8 10.3 HCM LOS A B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 769 1579 - - 1444 - - 718 HCM Lane V/C Ratio 0.025 0.008 - - 0.009 - - 0.045 HCM Control Delay (s) 9.8 7.3 0 - 7.5 0 - 10.3 HCM Lane LOS A A A - A A - B HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0.1 HCM 2010 TWSC 8: Resort Dr & East Access/Palisade Dr 7/13/2017 Future Phase I Buildout AM Peak 7/7/2017 Baseline Synchro 8 Report Page 7 Intersection Int Delay, s/veh 3.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 5 0 10 3 0 2 2 10 2 1 14 1 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 4 4 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 50 50 50 50 50 50 50 50 50 Heavy Vehicles, % 0 0 0 0 2 0 2 0 50 0 8 2 Mvmt Flow 5 0 11 6 0 4 4 20 4 2 28 2 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 65 65 33 68 64 26 30 0 0 24 0 0 Stage 1 33 33 - 30 30 - - - - - - - Stage 2 32 32 - 38 34 - - - - - - - Critical Hdwy 7.1 6.5 6.2 7.1 6.52 6.2 4.12 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.52 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.52 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4.018 3.3 2.218 - - 2.2 - - Pot Cap-1 Maneuver 934 830 1046 930 827 1056 1583 - - 1604 - - Stage 1 988 872 - 992 870 - - - - - - - Stage 2 990 872 - 982 867 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 925 827 1043 914 824 1052 1578 - - 1599 - - Mov Cap-2 Maneuver 925 827 - 914 824 - - - - - - - Stage 1 985 871 - 989 867 - - - - - - - Stage 2 980 869 - 968 866 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 8.7 8.8 1 0.5 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1578 - - 1000 965 1599 - - HCM Lane V/C Ratio 0.003 - - 0.016 0.01 0.001 - - HCM Control Delay (s) 7.3 0 - 8.7 8.8 7.3 0 - HCM Lane LOS A A - A A A A - HCM 95th %tile Q(veh) 0 - - 0.1 0 0 - - HCM 2010 TWSC 10: Resort Dr & Babcock St 7/13/2017 Future Phase I Buildout AM Peak 7/7/2017 Baseline Synchro 8 Report Page 8 Intersection Int Delay, s/veh 1.4 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 95 2 16 78 6 11 Conflicting Peds, #/hr 0 1 1 0 1 2 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 80 80 80 80 80 80 Heavy Vehicles, % 1 0 8 1 0 0 Mvmt Flow 119 2 20 98 8 14 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 123 0 260 123 Stage 1 - - - - 122 - Stage 2 - - - - 138 - Critical Hdwy - - 4.18 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.272 - 3.5 3.3 Pot Cap-1 Maneuver - - 1428 - 733 933 Stage 1 - - - - 908 - Stage 2 - - - - 894 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1427 - 720 931 Mov Cap-2 Maneuver - - - - 720 - Stage 1 - - - - 906 - Stage 2 - - - - 880 - Approach EB WB NB HCM Control Delay, s 0 1.3 9.4 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 844 - - 1427 - HCM Lane V/C Ratio 0.025 - - 0.014 - HCM Control Delay (s) 9.4 - - 7.6 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.1 - - 0 - HCM 2010 TWSC 20: Stafford Ave & Babcock St 7/13/2017 Future Phase I Buildout AM Peak 7/7/2017 Baseline Synchro 8 Report Page 9 Intersection Int Delay, s/veh - Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 0 0 0 0 0 0 0 0 0 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 92 92 92 92 92 92 Heavy Vehicles, % 0 2 0 0 2 0 0 0 0 0 0 0 Mvmt Flow 0 0 0 0 0 0 0 0 0 0 0 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 0 0 0 0 0 0 0 0 0 0 0 0 Stage 1 - - - - - - 0 0 - 0 0 - Stage 2 - - - - - - 0 0 - 0 0 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver - - - - - - - - - - - - Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver - - - - - - - - - - - - Mov Cap-2 Maneuver - - - - - - - - - - - - Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 0 0 0 0 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) - - - - - - - - HCM Lane V/C Ratio - - - - - - - - HCM Control Delay (s) 0 0 - - 0 - - 0 HCM Lane LOS A A - - A - - A HCM 95th %tile Q(veh) - - - - - - - - HCM 2010 TWSC 24: Fallon St & Stafford Ave 7/13/2017 Future Phase I Buildout AM Peak 7/7/2017 Baseline Synchro 8 Report Page 10 Intersection Int Delay, s/veh 2.3 Movement EBL EBT WBT WBR SBL SBR Vol, veh/h 8 106 49 0 14 34 Conflicting Peds, #/hr 0 0 0 0 0 0 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 91 91 91 91 92 92 Heavy Vehicles, % 0 3 40 0 0 0 Mvmt Flow 9 116 54 0 15 37 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 54 0 - 0 188 54 Stage 1 - - - - 54 - Stage 2 - - - - 134 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1564 - - - 806 1019 Stage 1 - - - - 974 - Stage 2 - - - - 897 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1564 - - - 801 1019 Mov Cap-2 Maneuver - - - - 801 - Stage 1 - - - - 974 - Stage 2 - - - - 892 - Approach EB WB SB HCM Control Delay, s 0.5 0 9 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1564 - - - 944 HCM Lane V/C Ratio 0.006 - - - 0.055 HCM Control Delay (s) 7.3 0 - - 9 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0 - - - 0.2 HCM 2010 TWSC 26: Fallon St & Clubhouse Access 7/13/2017 Future Phase I Buildout AM Peak 7/7/2017 Baseline Synchro 8 Report Page 11 Intersection Int Delay, s/veh 1.6 Movement EBL EBT WBT WBR SBL SBR Vol, veh/h 3 117 35 5 18 14 Conflicting Peds, #/hr 0 0 0 0 0 0 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 91 91 91 91 92 92 Heavy Vehicles, % 0 3 40 0 0 0 Mvmt Flow 3 129 38 5 20 15 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 44 0 - 0 176 41 Stage 1 - - - - 41 - Stage 2 - - - - 135 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1577 - - - 818 1036 Stage 1 - - - - 987 - Stage 2 - - - - 896 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1577 - - - 816 1036 Mov Cap-2 Maneuver - - - - 816 - Stage 1 - - - - 987 - Stage 2 - - - - 894 - Approach EB WB SB HCM Control Delay, s 0.2 0 9.2 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1577 - - - 900 HCM Lane V/C Ratio 0.002 - - - 0.039 HCM Control Delay (s) 7.3 0 - - 9.2 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0 - - - 0.1 HCM 2010 Signalized Intersection Summary 1: Cottonwood Rd & Huffine Ln 7/19/2017 Future Phase I Buildout AM Peak 7/7/2017 Baseline Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 201 1122 119 56 812 76 124 128 90 191 144 157 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 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 Adj Sat Flow, veh/h/ln 1776 1836 1900 1827 1833 1900 1827 1821 1900 1881 1844 1900 Adj Flow Rate, veh/h 226 1261 134 63 912 85 139 144 101 215 162 176 Adj No. of Lanes 1 2 0 1 2 0 1 2 0 1 2 0 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 7 3 3 4 4 4 4 6 6 1 2 2 Cap, veh/h 412 1590 168 188 1447 135 310 662 435 374 580 518 Arrive On Green 0.09 0.50 0.50 0.07 0.90 0.90 0.33 0.33 0.33 0.33 0.33 0.33 Sat Flow, veh/h 1691 3184 337 1740 3221 300 1018 2001 1316 1141 1752 1566 Grp Volume(v), veh/h 226 689 706 63 493 504 139 123 122 215 162 176 Grp Sat Flow(s),veh/h/ln 1691 1744 1777 1740 1741 1780 1018 1730 1587 1141 1752 1566 Q Serve(g_s), s 8.3 39.2 39.6 2.3 7.9 7.9 14.3 6.2 6.7 20.2 8.2 10.2 Cycle Q Clear(g_c), s 8.3 39.2 39.6 2.3 7.9 7.9 24.5 6.2 6.7 26.9 8.2 10.2 Prop In Lane 1.00 0.19 1.00 0.17 1.00 0.83 1.00 1.00 Lane Grp Cap(c), veh/h 412 871 887 188 782 800 310 572 525 374 580 518 V/C Ratio(X) 0.55 0.79 0.80 0.34 0.63 0.63 0.45 0.22 0.23 0.57 0.28 0.34 Avail Cap(c_a), veh/h 435 871 887 399 782 800 310 572 525 374 580 518 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.90 0.90 0.90 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 14.6 24.9 25.0 21.2 3.8 3.8 39.5 28.9 29.1 38.8 29.6 30.3 Incr Delay (d2), s/veh 1.3 7.3 7.3 0.9 3.4 3.4 4.6 0.9 1.0 6.3 1.2 1.8 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 3.9 20.5 21.2 1.1 4.0 4.1 4.4 3.1 3.1 7.0 4.2 4.7 LnGrp Delay(d),s/veh 15.9 32.1 32.3 22.2 7.2 7.1 44.1 29.8 30.1 45.1 30.8 32.0 LnGrp LOS B C C C A A D C C D C C Approach Vol, veh/h 1621 1060 384 553 Approach Delay, s/veh 29.9 8.1 35.1 36.8 Approach LOS C A D D Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 46.0 7.4 66.6 46.0 13.4 60.6 Change Period (Y+Rc), s * 6.3 3.0 * 6.7 * 6.3 3.0 * 6.7 Max Green Setting (Gmax), s * 40 19.0 * 45 * 40 12.0 * 52 Max Q Clear Time (g_c+I1), s 26.5 4.3 41.6 28.9 10.3 9.9 Green Ext Time (p_c), s 4.1 0.1 3.3 3.7 0.1 23.9 Intersection Summary HCM 2010 Ctrl Delay 25.1 HCM 2010 LOS C Notes * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary 2: Huffine Ln & Ferguson Ave 7/19/2017 Future Phase I Buildout AM Peak 7/7/2017 Baseline Synchro 8 Report Page 2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (veh/h) 202 1220 735 120 247 216 Number 7 4 8 18 1 16 Initial Q (Qb), veh 0 0 0 0 0 0 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 Adj Sat Flow, veh/h/ln 1845 1845 1810 1845 1863 1845 Adj Flow Rate, veh/h 243 1470 886 145 298 260 Adj No. of Lanes 1 2 2 1 1 1 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, % 3 3 5 3 2 3 Cap, veh/h 288 2001 1963 893 584 516 Arrive On Green 0.57 0.57 0.57 0.57 0.33 0.33 Sat Flow, veh/h 540 3597 3529 1565 1774 1568 Grp Volume(v), veh/h 243 1470 886 145 298 260 Grp Sat Flow(s),veh/h/ln 540 1752 1719 1565 1774 1568 Q Serve(g_s), s 50.6 37.2 17.9 5.3 16.3 16.0 Cycle Q Clear(g_c), s 68.5 37.2 17.9 5.3 16.3 16.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 288 2001 1963 893 584 516 V/C Ratio(X) 0.84 0.73 0.45 0.16 0.51 0.50 Avail Cap(c_a), veh/h 288 2001 1963 893 584 516 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.51 0.51 1.00 1.00 0.95 0.95 Uniform Delay (d), s/veh 36.3 19.0 14.9 12.2 32.5 32.4 Incr Delay (d2), s/veh 14.4 1.3 0.8 0.4 3.0 3.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.2 18.1 8.7 7.0 8.4 7.4 LnGrp Delay(d),s/veh 50.7 20.3 15.6 12.6 35.5 35.7 LnGrp LOS D C B B D D Approach Vol, veh/h 1713 1031 558 Approach Delay, s/veh 24.6 15.2 35.6 Approach LOS C B D Timer 1 2 3 4 5 6 7 8 Assigned Phs 4 6 8 Phs Duration (G+Y+Rc), s 75.0 45.0 75.0 Change Period (Y+Rc), s 6.5 5.5 6.5 Max Green Setting (Gmax), s 68.5 39.5 68.5 Max Q Clear Time (g_c+I1), s 70.5 18.3 19.9 Green Ext Time (p_c), s 0.0 1.8 34.4 Intersection Summary HCM 2010 Ctrl Delay 23.5 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary 3: Ferguson Ave & Babcock St 7/19/2017 Future Phase I Buildout AM Peak 7/7/2017 Baseline Synchro 8 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 19 94 43 37 55 28 14 163 47 55 388 12 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.97 0.99 0.99 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 Adj Sat Flow, veh/h/ln 1900 1887 1900 1900 1827 1900 1900 1877 1900 1900 1864 1900 Adj Flow Rate, veh/h 22 111 51 44 65 33 16 192 55 65 456 14 Adj No. of Lanes 1 1 0 1 1 0 1 1 0 1 1 0 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, % 0 1 1 0 6 6 0 1 1 0 2 2 Cap, veh/h 306 224 103 255 211 107 610 895 256 795 1147 35 Arrive On Green 0.19 0.19 0.19 0.19 0.19 0.19 0.64 0.64 0.64 0.64 0.64 0.64 Sat Flow, veh/h 1310 1212 557 1237 1141 579 937 1403 402 1150 1799 55 Grp Volume(v), veh/h 22 0 162 44 0 98 16 0 247 65 0 470 Grp Sat Flow(s),veh/h/ln 1310 0 1769 1237 0 1720 937 0 1805 1150 0 1854 Q Serve(g_s), s 0.8 0.0 4.6 1.9 0.0 2.8 0.5 0.0 3.2 1.4 0.0 6.9 Cycle Q Clear(g_c), s 3.6 0.0 4.6 6.5 0.0 2.8 7.4 0.0 3.2 4.7 0.0 6.9 Prop In Lane 1.00 0.31 1.00 0.34 1.00 0.22 1.00 0.03 Lane Grp Cap(c), veh/h 306 0 328 255 0 319 610 0 1151 795 0 1182 V/C Ratio(X) 0.07 0.00 0.49 0.17 0.00 0.31 0.03 0.00 0.21 0.08 0.00 0.40 Avail Cap(c_a), veh/h 620 0 752 552 0 731 610 0 1151 795 0 1182 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 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 21.4 0.0 20.6 23.5 0.0 19.9 6.8 0.0 4.3 5.3 0.0 5.0 Incr Delay (d2), s/veh 0.1 0.0 1.2 0.3 0.0 0.5 0.1 0.0 0.4 0.2 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.0 2.4 0.7 0.0 1.4 0.1 0.0 1.7 0.5 0.0 3.9 LnGrp Delay(d),s/veh 21.5 0.0 21.8 23.9 0.0 20.4 6.8 0.0 4.7 5.5 0.0 6.0 LnGrp LOS C C C C A A A A Approach Vol, veh/h 184 142 263 535 Approach Delay, s/veh 21.8 21.5 4.9 5.9 Approach LOS C C A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 41.0 15.5 41.0 15.5 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 36.0 24.0 36.0 24.0 Max Q Clear Time (g_c+I1), s 9.4 6.6 8.9 8.5 Green Ext Time (p_c), s 5.1 1.5 5.1 1.4 Intersection Summary HCM 2010 Ctrl Delay 10.2 HCM 2010 LOS B HCM 2010 Signalized Intersection Summary 7: Cottonwood Rd & Babcock St 7/19/2017 Future Phase I Buildout AM Peak 7/7/2017 Baseline Synchro 8 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 30 27 27 65 10 31 20 248 34 34 362 38 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 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 Adj Sat Flow, veh/h/ln 1667 1900 1900 1900 1900 1900 1792 1861 1900 1900 1856 1900 Adj Flow Rate, veh/h 33 30 30 72 11 34 22 276 38 38 402 42 Adj No. of Lanes 1 1 0 1 1 0 1 2 0 1 2 0 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 14 0 0 0 0 0 6 2 2 0 2 2 Cap, veh/h 284 115 115 291 54 167 702 2052 279 826 2116 220 Arrive On Green 0.13 0.13 0.13 0.13 0.13 0.13 0.66 0.66 0.66 0.66 0.66 0.66 Sat Flow, veh/h 1213 873 873 1364 410 1267 906 3127 426 1082 3225 335 Grp Volume(v), veh/h 33 0 60 72 0 45 22 155 159 38 219 225 Grp Sat Flow(s),veh/h/ln 1213 0 1746 1364 0 1676 906 1768 1785 1082 1763 1797 Q Serve(g_s), s 1.2 0.0 1.5 2.4 0.0 1.1 0.5 1.6 1.6 0.6 2.3 2.3 Cycle Q Clear(g_c), s 2.3 0.0 1.5 3.8 0.0 1.1 2.8 1.6 1.6 2.2 2.3 2.3 Prop In Lane 1.00 0.50 1.00 0.76 1.00 0.24 1.00 0.19 Lane Grp Cap(c), veh/h 284 0 231 291 0 222 702 1160 1171 826 1157 1179 V/C Ratio(X) 0.12 0.00 0.26 0.25 0.00 0.20 0.03 0.13 0.14 0.05 0.19 0.19 Avail Cap(c_a), veh/h 868 0 1072 948 0 1029 702 1160 1171 826 1157 1179 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 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 19.3 0.0 18.4 20.1 0.0 18.3 3.7 3.1 3.1 3.5 3.2 3.2 Incr Delay (d2), s/veh 0.2 0.0 0.6 0.4 0.0 0.4 0.1 0.2 0.2 0.1 0.4 0.4 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 0.7 0.9 0.0 0.6 0.1 0.8 0.8 0.2 1.2 1.2 LnGrp Delay(d),s/veh 19.5 0.0 19.0 20.6 0.0 18.7 3.8 3.3 3.3 3.6 3.6 3.6 LnGrp LOS B B C B A A A A A A Approach Vol, veh/h 93 117 336 482 Approach Delay, s/veh 19.2 19.9 3.3 3.6 Approach LOS B B A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 36.0 11.2 36.0 11.2 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 31.0 29.0 31.0 29.0 Max Q Clear Time (g_c+I1), s 4.8 4.3 4.3 5.8 Green Ext Time (p_c), s 5.0 0.9 5.0 0.8 Intersection Summary HCM 2010 Ctrl Delay 6.8 HCM 2010 LOS A Queues 1: Cottonwood Rd & Huffine Ln 7/19/2017 Future Phase I Buildout AM Peak 7/7/2017 Baseline Synchro 8 Report Page 1 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 226 1395 63 997 139 245 215 338 v/c Ratio 0.74 0.83 0.36 0.66 0.45 0.22 0.58 0.28 Control Delay 28.4 32.1 22.9 19.9 37.2 17.2 40.6 14.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 28.4 32.1 22.9 19.9 37.2 17.2 40.6 14.4 Queue Length 50th (ft) 78 484 17 173 84 41 137 46 Queue Length 95th (ft) #148 595 52 206 147 71 220 81 Internal Link Dist (ft) 419 2620 423 1243 Turn Bay Length (ft) 300 300 400 110 Base Capacity (vph) 311 1688 339 1518 310 1135 373 1186 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.73 0.83 0.19 0.66 0.45 0.22 0.58 0.28 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues 2: Huffine Ln & Ferguson Ave 7/19/2017 Future Phase I Buildout AM Peak 7/7/2017 Baseline Synchro 8 Report Page 2 Lane Group EBL EBT WBT WBR SBL SBR Lane Group Flow (vph) 243 1470 886 145 298 260 v/c Ratio 0.87 0.73 0.45 0.16 0.51 0.43 Control Delay 59.1 33.7 15.8 2.3 36.3 16.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 59.1 33.7 15.8 2.3 36.3 16.5 Queue Length 50th (ft) 167 522 198 0 185 68 Queue Length 95th (ft) m#253 570 220 21 248 122 Internal Link Dist (ft) 2620 421 2569 Turn Bay Length (ft) 300 350 100 Base Capacity (vph) 280 2000 1962 933 582 609 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.87 0.73 0.45 0.16 0.51 0.43 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Queues 3: Ferguson Ave & Babcock St 7/19/2017 Future Phase I Buildout AM Peak 7/7/2017 Baseline Synchro 8 Report Page 3 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 22 162 44 98 16 247 65 470 v/c Ratio 0.09 0.44 0.19 0.28 0.03 0.19 0.08 0.36 Control Delay 19.7 19.9 21.3 16.3 4.4 4.3 4.7 5.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 19.7 19.9 21.3 16.3 4.4 4.3 4.7 5.8 Queue Length 50th (ft) 6 38 13 19 2 24 7 61 Queue Length 95th (ft) 21 77 34 48 7 53 20 115 Internal Link Dist (ft) 1514 420 2569 420 Turn Bay Length (ft) 100 100 100 100 Base Capacity (vph) 554 775 525 746 633 1282 810 1310 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.04 0.21 0.08 0.13 0.03 0.19 0.08 0.36 Intersection Summary Queues 7: Cottonwood Rd & Babcock St 7/19/2017 Future Phase I Buildout AM Peak 7/7/2017 Baseline Synchro 8 Report Page 4 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 33 60 72 45 22 314 38 444 v/c Ratio 0.18 0.20 0.34 0.16 0.03 0.13 0.05 0.18 Control Delay 19.9 12.6 23.1 10.2 4.2 3.5 4.2 3.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 19.9 12.6 23.1 10.2 4.2 3.5 4.2 3.8 Queue Length 50th (ft) 8 7 19 3 2 13 3 21 Queue Length 95th (ft) 27 31 47 23 9 29 13 42 Internal Link Dist (ft) 420 300 1244 422 Turn Bay Length (ft) 60 60 260 220 Base Capacity (vph) 677 994 761 955 632 2475 759 2484 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.05 0.06 0.09 0.05 0.03 0.13 0.05 0.18 Intersection Summary HCM 2010 TWSC 5: Cottonwood Rd & Fallon St 7/13/2017 Future Phase I PM Peak 7/7/2017 Baseline Synchro 8 Report Page 4 Intersection Int Delay, s/veh 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 12 10 57 47 13 52 41 493 57 40 340 4 Conflicting Peds, #/hr 0 0 0 0 0 0 1 0 3 3 0 1 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 225 - - 275 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehicles, % 0 13 2 3 0 0 0 1 0 0 2 0 Mvmt Flow 12 10 59 49 14 54 43 514 59 42 354 4 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 789 1098 182 895 1071 289 358 0 0 573 0 0 Stage 1 440 440 - 629 629 - - - - - - - Stage 2 349 658 - 266 442 - - - - - - - Critical Hdwy 7.5 6.76 6.94 7.56 6.5 6.9 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.5 5.76 - 6.56 5.5 - - - - - - - Critical Hdwy Stg 2 6.5 5.76 - 6.56 5.5 - - - - - - - Follow-up Hdwy 3.5 4.13 3.32 3.53 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 285 195 829 234 223 714 1212 - - 1010 - - Stage 1 571 549 - 434 478 - - - - - - - Stage 2 646 433 - 714 580 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 235 180 827 195 206 712 1209 - - 1007 - - Mov Cap-2 Maneuver 235 180 - 195 206 - - - - - - - Stage 1 551 526 - 419 461 - - - - - - - Stage 2 557 418 - 621 556 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 14.8 24.8 0.6 0.9 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1209 - - 450 297 1007 - - HCM Lane V/C Ratio 0.035 - - 0.183 0.393 0.041 - - HCM Control Delay (s) 8.1 - - 14.8 24.8 8.7 - - HCM Lane LOS A - - B C A - - HCM 95th %tile Q(veh) 0.1 - - 0.7 1.8 0.1 - - HCM 2010 TWSC 6: Resort Dr & Fallon St 7/13/2017 Future Phase I PM Peak 7/7/2017 Baseline Synchro 8 Report Page 5 Intersection Int Delay, s/veh 2.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 4 84 3 6 105 16 7 19 24 8 4 9 Conflicting Peds, #/hr 1 0 0 0 0 1 0 0 2 2 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88 Heavy Vehicles, % 0 1 0 0 1 0 0 0 0 0 0 0 Mvmt Flow 5 95 3 7 119 18 8 22 27 9 5 10 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 140 0 0 101 0 0 259 261 100 277 254 131 Stage 1 - - - - - - 108 108 - 144 144 - Stage 2 - - - - - - 151 153 - 133 110 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1456 - - 1504 - - 698 647 961 679 653 924 Stage 1 - - - - - - 902 810 - 864 782 - Stage 2 - - - - - - 856 775 - 875 808 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1455 - - 1503 - - 680 639 959 637 645 922 Mov Cap-2 Maneuver - - - - - - 680 639 - 637 645 - Stage 1 - - - - - - 897 805 - 859 777 - Stage 2 - - - - - - 837 770 - 823 803 - Approach EB WB NB SB HCM Control Delay, s 0.3 0.3 10.1 10.1 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 769 1455 - - 1503 - - 736 HCM Lane V/C Ratio 0.074 0.003 - - 0.005 - - 0.032 HCM Control Delay (s) 10.1 7.5 0 - 7.4 0 - 10.1 HCM Lane LOS B A A - A A - B HCM 95th %tile Q(veh) 0.2 0 - - 0 - - 0.1 HCM 2010 TWSC 8: Resort Dr & Palisade Dr 7/13/2017 Future Phase I PM Peak 7/7/2017 Baseline Synchro 8 Report Page 7 Intersection Int Delay, s/veh 2.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 2 0 6 2 0 2 9 25 5 3 16 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 69 69 69 69 69 69 69 69 69 69 69 69 Heavy Vehicles, % 0 0 0 0 2 0 2 0 0 0 0 2 Mvmt Flow 3 0 9 3 0 3 13 36 7 4 23 7 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 103 106 27 106 105 40 30 0 0 43 0 0 Stage 1 36 36 - 66 66 - - - - - - - Stage 2 67 70 - 40 39 - - - - - - - Critical Hdwy 7.1 6.5 6.2 7.1 6.52 6.2 4.12 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.52 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.52 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4.018 3.3 2.218 - - 2.2 - - Pot Cap-1 Maneuver 882 788 1054 878 785 1037 1583 - - 1579 - - Stage 1 985 869 - 950 840 - - - - - - - Stage 2 948 841 - 980 862 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 872 779 1054 863 776 1037 1583 - - 1579 - - Mov Cap-2 Maneuver 872 779 - 863 776 - - - - - - - Stage 1 977 866 - 942 833 - - - - - - - Stage 2 938 834 - 969 859 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 8.6 8.8 1.7 0.9 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1583 - - 1002 942 1579 - - HCM Lane V/C Ratio 0.008 - - 0.012 0.006 0.003 - - HCM Control Delay (s) 7.3 0 - 8.6 8.8 7.3 0 - HCM Lane LOS A A - A A A A - HCM 95th %tile Q(veh) 0 - - 0 0 0 - - HCM 2010 TWSC 10: Resort Dr & Babcock St 7/13/2017 Future Phase I PM Peak 7/7/2017 Baseline Synchro 8 Report Page 8 Intersection Int Delay, s/veh 1.3 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 142 7 18 123 10 19 Conflicting Peds, #/hr 0 0 0 0 1 0 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 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 154 8 20 134 11 21 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 163 0 332 159 Stage 1 - - - - 159 - Stage 2 - - - - 173 - Critical Hdwy - - 4.1 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver - - 1428 - 667 892 Stage 1 - - - - 875 - Stage 2 - - - - 862 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1428 - 656 891 Mov Cap-2 Maneuver - - - - 656 - Stage 1 - - - - 874 - Stage 2 - - - - 849 - Approach EB WB NB HCM Control Delay, s 0 1 9.7 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 793 - - 1428 - HCM Lane V/C Ratio 0.04 - - 0.014 - HCM Control Delay (s) 9.7 - - 7.6 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.1 - - 0 - HCM 2010 TWSC 20: Stafford Dr & Babcock St 7/13/2017 Future Phase I PM Peak 7/7/2017 Baseline Synchro 8 Report Page 9 Intersection Int Delay, s/veh - Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 0 0 0 0 0 0 0 0 0 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 96 96 96 96 96 96 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 0 0 0 0 0 0 0 0 0 0 0 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 0 0 0 0 0 0 0 0 0 0 0 0 Stage 1 - - - - - - 0 0 - 0 0 - Stage 2 - - - - - - 0 0 - 0 0 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver - - - - - - - - - - - - Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver - - - - - - - - - - - - Mov Cap-2 Maneuver - - - - - - - - - - - - Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 0 0 0 0 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) - - - - - - - - HCM Lane V/C Ratio - - - - - - - - HCM Control Delay (s) 0 0 - - 0 - - 0 HCM Lane LOS A A - - A - - A HCM 95th %tile Q(veh) - - - - - - - - HCM 2010 TWSC 24: Fallon St & Stafford Dr 7/13/2017 Future Phase I PM Peak 7/7/2017 Baseline Synchro 8 Report Page 10 Intersection Int Delay, s/veh 1.8 Movement EBL EBT WBT WBR SBL SBR Vol, veh/h 33 90 100 10 5 18 Conflicting Peds, #/hr 0 0 0 0 0 0 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 96 96 96 96 92 92 Heavy Vehicles, % 0 13 0 0 0 0 Mvmt Flow 34 94 104 10 5 20 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 115 0 - 0 272 109 Stage 1 - - - - 109 - Stage 2 - - - - 163 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1487 - - - 722 950 Stage 1 - - - - 921 - Stage 2 - - - - 871 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1487 - - - 705 950 Mov Cap-2 Maneuver - - - - 705 - Stage 1 - - - - 921 - Stage 2 - - - - 850 - Approach EB WB SB HCM Control Delay, s 2 0 9.2 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1487 - - - 883 HCM Lane V/C Ratio 0.023 - - - 0.028 HCM Control Delay (s) 7.5 0 - - 9.2 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0.1 - - - 0.1 HCM 2010 TWSC 26: Fallon St & Clubhouse Access 7/13/2017 Future Phase I PM Peak 7/7/2017 Baseline Synchro 8 Report Page 11 Intersection Int Delay, s/veh 1.2 Movement EBL EBT WBT WBR SBL SBR Vol, veh/h 14 81 103 18 10 7 Conflicting Peds, #/hr 0 0 0 0 0 0 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 96 96 96 96 92 92 Heavy Vehicles, % 0 13 0 0 0 0 Mvmt Flow 15 84 107 19 11 8 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 126 0 - 0 231 117 Stage 1 - - - - 117 - Stage 2 - - - - 114 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1473 - - - 762 941 Stage 1 - - - - 913 - Stage 2 - - - - 916 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1473 - - - 754 941 Mov Cap-2 Maneuver - - - - 754 - Stage 1 - - - - 913 - Stage 2 - - - - 906 - Approach EB WB SB HCM Control Delay, s 1.1 0 9.5 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1473 - - - 821 HCM Lane V/C Ratio 0.01 - - - 0.023 HCM Control Delay (s) 7.5 0 - - 9.5 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0 - - - 0.1 HCM 2010 Signalized Intersection Summary 1: Cottonwood Rd & Huffine Ln 7/19/2017 Future Phase I PM Peak 7/7/2017 Baseline Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 243 1087 125 124 1084 164 140 152 67 128 180 181 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 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 Adj Sat Flow, veh/h/ln 1900 1863 1900 1881 1868 1900 1881 1850 1900 1900 1881 1900 Adj Flow Rate, veh/h 264 1182 136 135 1178 178 152 165 73 139 196 197 Adj No. of Lanes 1 2 0 1 2 0 1 2 0 1 2 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 2 2 1 2 2 1 3 3 0 1 1 Cap, veh/h 295 1528 175 239 1304 196 294 794 337 382 590 527 Arrive On Green 0.12 0.48 0.48 0.06 0.42 0.42 0.33 0.33 0.33 0.33 0.33 0.33 Sat Flow, veh/h 1810 3200 367 1792 3093 466 996 2405 1020 1159 1787 1596 Grp Volume(v), veh/h 264 652 666 135 674 682 152 119 119 139 196 197 Grp Sat Flow(s),veh/h/ln 1810 1770 1797 1792 1774 1785 996 1758 1668 1159 1787 1596 Q Serve(g_s), s 11.6 37.0 37.2 5.1 42.9 43.4 16.7 5.9 6.3 11.9 10.0 11.4 Cycle Q Clear(g_c), s 11.6 37.0 37.2 5.1 42.9 43.4 28.1 5.9 6.3 18.2 10.0 11.4 Prop In Lane 1.00 0.20 1.00 0.26 1.00 0.61 1.00 1.00 Lane Grp Cap(c), veh/h 295 845 858 239 748 752 294 580 551 382 590 527 V/C Ratio(X) 0.89 0.77 0.78 0.57 0.90 0.91 0.52 0.20 0.22 0.36 0.33 0.37 Avail Cap(c_a), veh/h 414 845 858 456 805 810 294 580 551 382 590 527 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.7 26.2 26.3 23.2 32.7 32.8 41.7 29.1 29.3 35.8 30.5 31.0 Incr Delay (d2), s/veh 16.4 4.4 4.5 2.1 12.6 13.3 6.3 0.8 0.9 2.7 1.5 2.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.0 19.0 19.4 2.6 23.6 24.0 5.1 3.0 3.0 4.1 5.2 5.3 LnGrp Delay(d),s/veh 49.2 30.6 30.8 25.3 45.3 46.1 48.1 29.9 30.2 38.5 32.0 33.0 LnGrp LOS D C C C D D D C C D C C Approach Vol, veh/h 1582 1491 390 532 Approach Delay, s/veh 33.8 43.9 37.1 34.1 Approach LOS C D D C Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 46.3 10.3 64.5 46.3 17.1 57.8 Change Period (Y+Rc), s * 6.3 3.0 * 6.7 * 6.3 3.0 * 6.7 Max Green Setting (Gmax), s * 40 22.0 * 55 * 40 22.0 * 55 Max Q Clear Time (g_c+I1), s 30.1 7.1 39.2 20.2 13.6 45.4 Green Ext Time (p_c), s 3.5 0.3 13.1 4.9 0.5 5.7 Intersection Summary HCM 2010 Ctrl Delay 37.9 HCM 2010 LOS D Notes * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary 2: Huffine Ln & Ferguson Ave 7/19/2017 Future Phase I PM Peak 7/7/2017 Baseline Synchro 8 Report Page 2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (veh/h) 165 1248 1167 270 222 210 Number 7 4 8 18 1 16 Initial Q (Qb), veh 0 0 0 0 0 0 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 Adj Sat Flow, veh/h/ln 1900 1881 1863 1881 1900 1863 Adj Flow Rate, veh/h 168 1273 1191 276 227 214 Adj No. of Lanes 1 2 2 1 1 1 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 0 1 2 1 0 2 Cap, veh/h 225 2347 2324 1048 477 417 Arrive On Green 0.66 0.66 0.66 0.66 0.26 0.26 Sat Flow, veh/h 367 3668 3632 1597 1810 1583 Grp Volume(v), veh/h 168 1273 1191 276 227 214 Grp Sat Flow(s),veh/h/ln 367 1787 1770 1597 1810 1583 Q Serve(g_s), s 65.6 28.5 26.1 10.8 15.9 17.3 Cycle Q Clear(g_c), s 91.7 28.5 26.1 10.8 15.9 17.3 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 225 2347 2324 1048 477 417 V/C Ratio(X) 0.75 0.54 0.51 0.26 0.48 0.51 Avail Cap(c_a), veh/h 225 2347 2324 1048 477 417 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.57 0.57 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.0 13.7 13.3 10.7 46.5 47.1 Incr Delay (d2), s/veh 12.1 0.5 0.8 0.6 3.4 4.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.4 14.1 13.0 15.5 8.4 8.1 LnGrp Delay(d),s/veh 49.1 14.2 14.1 11.3 49.9 51.5 LnGrp LOS D B B B D D Approach Vol, veh/h 1441 1467 441 Approach Delay, s/veh 18.3 13.6 50.7 Approach LOS B B D Timer 1 2 3 4 5 6 7 8 Assigned Phs 4 6 8 Phs Duration (G+Y+Rc), s 105.0 45.0 105.0 Change Period (Y+Rc), s 6.5 5.5 6.5 Max Green Setting (Gmax), s 98.5 39.5 98.5 Max Q Clear Time (g_c+I1), s 93.7 19.3 28.1 Green Ext Time (p_c), s 4.6 1.3 47.4 Intersection Summary HCM 2010 Ctrl Delay 20.5 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary 3: Ferguson Ave & Babcock St 7/19/2017 Future Phase I PM Peak 7/7/2017 Baseline Synchro 8 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 25 91 35 38 107 58 53 331 65 3 16 5 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.97 0.99 0.97 1.00 0.98 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 Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1884 1900 1900 1885 1900 Adj Flow Rate, veh/h 26 96 37 40 113 61 56 348 68 3 17 5 Adj No. of Lanes 1 1 0 1 1 0 1 1 0 1 1 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 0 0 0 0 0 0 1 1 0 1 1 Cap, veh/h 248 243 94 283 216 116 1017 969 189 647 890 262 Arrive On Green 0.19 0.19 0.19 0.19 0.19 0.19 0.64 0.64 0.64 0.64 0.64 0.64 Sat Flow, veh/h 1222 1294 499 1267 1146 619 1411 1526 298 985 1400 412 Grp Volume(v), veh/h 26 0 133 40 0 174 56 0 416 3 0 22 Grp Sat Flow(s),veh/h/ln 1222 0 1792 1267 0 1765 1411 0 1824 985 0 1812 Q Serve(g_s), s 1.1 0.0 3.7 1.6 0.0 5.0 0.9 0.0 6.1 0.1 0.0 0.3 Cycle Q Clear(g_c), s 6.1 0.0 3.7 5.3 0.0 5.0 1.1 0.0 6.1 6.2 0.0 0.3 Prop In Lane 1.00 0.28 1.00 0.35 1.00 0.16 1.00 0.23 Lane Grp Cap(c), veh/h 248 0 337 283 0 332 1017 0 1159 647 0 1152 V/C Ratio(X) 0.10 0.00 0.39 0.14 0.00 0.52 0.06 0.00 0.36 0.00 0.00 0.02 Avail Cap(c_a), veh/h 536 0 759 581 0 748 1017 0 1159 647 0 1152 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 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 23.5 0.0 20.2 22.5 0.0 20.7 4.0 0.0 4.9 6.3 0.0 3.8 Incr Delay (d2), s/veh 0.2 0.0 0.7 0.2 0.0 1.3 0.1 0.0 0.9 0.0 0.0 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.0 1.9 0.6 0.0 2.5 0.4 0.0 3.3 0.0 0.0 0.1 LnGrp Delay(d),s/veh 23.7 0.0 20.9 22.7 0.0 22.0 4.1 0.0 5.7 6.4 0.0 3.8 LnGrp LOS C C C C A A A A Approach Vol, veh/h 159 214 472 25 Approach Delay, s/veh 21.4 22.1 5.6 4.1 Approach LOS C C A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 41.0 15.7 41.0 15.7 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 36.0 24.0 36.0 24.0 Max Q Clear Time (g_c+I1), s 8.1 8.1 8.2 7.3 Green Ext Time (p_c), s 3.0 1.7 3.0 1.8 Intersection Summary HCM 2010 Ctrl Delay 12.5 HCM 2010 LOS B HCM 2010 Signalized Intersection Summary 7: Cottonwood Rd & Babcock St 7/19/2017 Future Phase I PM Peak 7/7/2017 Baseline Synchro 8 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 39 17 22 38 24 67 26 435 109 35 309 23 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 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 Adj Sat Flow, veh/h/ln 1792 1900 1900 1900 1900 1900 1810 1885 1900 1900 1893 1900 Adj Flow Rate, veh/h 41 18 23 40 25 70 27 453 114 36 322 24 Adj No. of Lanes 1 1 0 1 1 0 1 2 0 1 2 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 6 0 0 0 0 0 5 1 1 0 0 0 Cap, veh/h 335 124 158 392 72 202 716 1610 402 609 1925 143 Arrive On Green 0.16 0.16 0.16 0.16 0.16 0.16 0.57 0.57 0.57 0.57 0.57 0.57 Sat Flow, veh/h 1242 756 967 1381 441 1234 1001 2840 710 857 3396 252 Grp Volume(v), veh/h 41 0 41 40 0 95 27 284 283 36 170 176 Grp Sat Flow(s),veh/h/ln 1242 0 1723 1381 0 1674 1001 1791 1759 857 1799 1849 Q Serve(g_s), s 1.1 0.0 0.8 0.9 0.0 1.9 0.5 3.0 3.1 0.8 1.7 1.7 Cycle Q Clear(g_c), s 3.0 0.0 0.8 1.7 0.0 1.9 2.2 3.0 3.1 3.9 1.7 1.7 Prop In Lane 1.00 0.56 1.00 0.74 1.00 0.40 1.00 0.14 Lane Grp Cap(c), veh/h 335 0 282 392 0 274 716 1015 997 609 1019 1048 V/C Ratio(X) 0.12 0.00 0.15 0.10 0.00 0.35 0.04 0.28 0.28 0.06 0.17 0.17 Avail Cap(c_a), veh/h 1104 0 1349 1247 0 1310 716 1015 997 609 1019 1048 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 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 15.1 0.0 13.3 14.0 0.0 13.7 4.4 4.1 4.1 5.2 3.8 3.8 Incr Delay (d2), s/veh 0.2 0.0 0.2 0.1 0.0 0.8 0.1 0.7 0.7 0.2 0.4 0.3 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 0.4 0.4 0.0 0.9 0.2 1.6 1.6 0.2 0.9 0.9 LnGrp Delay(d),s/veh 15.2 0.0 13.5 14.1 0.0 14.5 4.5 4.8 4.9 5.3 4.2 4.2 LnGrp LOS B B B B A A A A A A Approach Vol, veh/h 82 135 594 382 Approach Delay, s/veh 14.4 14.4 4.8 4.3 Approach LOS B B A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 26.0 11.1 26.0 11.1 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 21.0 29.0 21.0 29.0 Max Q Clear Time (g_c+I1), s 5.1 5.0 5.9 3.9 Green Ext Time (p_c), s 5.2 1.0 5.1 1.0 Intersection Summary HCM 2010 Ctrl Delay 6.4 HCM 2010 LOS A Queues 1: Cottonwood Rd & Huffine Ln 7/19/2017 Future Phase I PM Peak 7/7/2017 Baseline Synchro 8 Report Page 1 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 264 1318 135 1356 152 238 139 393 v/c Ratio 0.81 0.80 0.57 0.94 0.57 0.22 0.39 0.34 Control Delay 51.7 32.9 26.0 48.7 48.1 26.3 39.8 17.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 51.7 32.9 26.0 48.7 48.1 26.3 39.8 17.9 Queue Length 50th (ft) 158 466 44 565 110 60 94 65 Queue Length 95th (ft) #261 610 98 #734 193 97 161 112 Internal Link Dist (ft) 419 2620 423 1243 Turn Bay Length (ft) 300 300 400 110 Base Capacity (vph) 371 1684 388 1508 267 1090 358 1165 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.71 0.78 0.35 0.90 0.57 0.22 0.39 0.34 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues 2: Huffine Ln & Ferguson Ave 7/19/2017 Future Phase I PM Peak 7/7/2017 Baseline Synchro 8 Report Page 2 Lane Group EBL EBT WBT WBR SBL SBR Lane Group Flow (vph) 168 1273 1191 276 227 214 v/c Ratio 0.73 0.54 0.51 0.25 0.48 0.44 Control Delay 38.2 14.8 14.3 1.5 50.6 27.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 38.2 14.8 14.3 1.5 50.6 27.4 Queue Length 50th (ft) 101 328 298 0 188 93 Queue Length 95th (ft) #262 384 351 31 275 175 Internal Link Dist (ft) 2620 421 2569 Turn Bay Length (ft) 300 350 100 Base Capacity (vph) 231 2346 2323 1114 475 489 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.73 0.54 0.51 0.25 0.48 0.44 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues 3: Ferguson Ave & Babcock St 7/19/2017 Future Phase I PM Peak 7/7/2017 Baseline Synchro 8 Report Page 3 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 26 133 40 174 56 416 3 22 v/c Ratio 0.12 0.37 0.17 0.48 0.06 0.35 0.00 0.02 Control Delay 20.2 18.6 20.9 20.2 4.6 5.8 4.3 3.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 20.2 18.6 20.9 20.2 4.6 5.8 4.3 3.9 Queue Length 50th (ft) 7 30 12 40 6 49 0 2 Queue Length 95th (ft) 24 70 33 88 19 108 3 9 Internal Link Dist (ft) 1514 420 2569 420 Turn Bay Length (ft) 100 100 100 100 Base Capacity (vph) 486 746 512 745 912 1192 615 1174 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.05 0.18 0.08 0.23 0.06 0.35 0.00 0.02 Intersection Summary Queues 7: Cottonwood Rd & Babcock St 7/19/2017 Future Phase I PM Peak 7/7/2017 Baseline Synchro 8 Report Page 4 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 41 41 40 95 27 567 36 346 v/c Ratio 0.20 0.13 0.17 0.28 0.04 0.25 0.07 0.15 Control Delay 15.7 9.5 15.1 8.5 4.5 4.1 4.7 4.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 15.7 9.5 15.1 8.5 4.5 4.1 4.7 4.0 Queue Length 50th (ft) 7 3 7 4 2 23 3 14 Queue Length 95th (ft) 25 19 24 29 9 46 12 30 Internal Link Dist (ft) 420 247 1244 422 Turn Bay Length (ft) 60 60 260 220 Base Capacity (vph) 887 1238 988 1212 650 2308 551 2358 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.05 0.03 0.04 0.08 0.04 0.25 0.07 0.15 Intersection Summary HCM 2010 TWSC 5: Cottonwood Rd & Fallon St 7/13/2017 Future Full Buildout AM Peak 7/7/2017 Baseline Synchro 8 Report Page 4 Intersection Int Delay, s/veh 5.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 9 8 63 76 10 12 61 298 53 58 418 11 Conflicting Peds, #/hr 0 0 0 0 0 0 1 0 0 0 0 1 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 225 - - 275 - - Veh in Median Storage, # - 0 - - 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, % 0 0 2 3 40 0 6 3 16 4 1 0 Mvmt Flow 10 9 69 84 11 13 67 327 58 64 459 12 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 896 1113 237 853 1090 194 471 0 0 386 0 0 Stage 1 593 593 - 491 491 - - - - - - - Stage 2 303 520 - 362 599 - - - - - - - Critical Hdwy 7.5 6.5 6.94 7.56 7.3 6.9 4.22 - - 4.18 - - Critical Hdwy Stg 1 6.5 5.5 - 6.56 6.3 - - - - - - - Critical Hdwy Stg 2 6.5 5.5 - 6.56 6.3 - - - - - - - Follow-up Hdwy 3.5 4 3.32 3.53 4.4 3.3 2.26 - - 2.24 - - Pot Cap-1 Maneuver 238 210 764 251 162 821 1059 - - 1155 - - Stage 1 464 497 - 525 461 - - - - - - - Stage 2 687 535 - 626 405 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 201 186 763 201 143 820 1058 - - 1154 - - Mov Cap-2 Maneuver 201 186 - 201 143 - - - - - - - Stage 1 435 469 - 492 432 - - - - - - - Stage 2 617 501 - 527 383 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 14.4 38.3 1.3 1 HCM LOS B E Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1058 - - 470 212 1154 - - HCM Lane V/C Ratio 0.063 - - 0.187 0.508 0.055 - - HCM Control Delay (s) 8.6 - - 14.4 38.3 8.3 - - HCM Lane LOS A - - B E A - - HCM 95th %tile Q(veh) 0.2 - - 0.7 2.6 0.2 - - HCM 2010 TWSC 6: Resort Dr & Fallon St 7/13/2017 Future Full Buildout AM Peak 7/7/2017 Baseline Synchro 8 Report Page 5 Intersection Int Delay, s/veh 3.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 11 133 11 12 32 10 5 7 8 28 20 7 Conflicting Peds, #/hr 1 0 0 0 0 1 2 0 3 3 0 2 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 83 83 83 83 83 83 83 83 83 83 83 83 Heavy Vehicles, % 0 3 0 0 0 0 0 0 0 0 0 20 Mvmt Flow 13 160 13 14 39 12 6 8 10 34 24 8 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 54 0 0 176 0 0 289 279 171 281 279 49 Stage 1 - - - - - - 196 196 - 76 76 - Stage 2 - - - - - - 93 83 - 205 203 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.4 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.48 Pot Cap-1 Maneuver 1564 - - 1412 - - 667 632 878 675 632 971 Stage 1 - - - - - - 810 742 - 938 836 - Stage 2 - - - - - - 919 830 - 802 737 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1563 - - 1411 - - 630 617 875 649 617 968 Mov Cap-2 Maneuver - - - - - - 630 617 - 649 617 - Stage 1 - - - - - - 801 733 - 927 826 - Stage 2 - - - - - - 875 820 - 776 729 - Approach EB WB NB SB HCM Control Delay, s 0.5 1.7 10.3 11 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 704 1563 - - 1411 - - 664 HCM Lane V/C Ratio 0.034 0.008 - - 0.01 - - 0.1 HCM Control Delay (s) 10.3 7.3 0 - 7.6 0 - 11 HCM Lane LOS B A A - A A - B HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0.3 HCM 2010 TWSC 8: Resort Dr & East Access/Palisade Dr 7/13/2017 Future Full Buildout AM Peak 7/7/2017 Baseline Synchro 8 Report Page 7 Intersection Int Delay, s/veh 4.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 10 0 30 4 0 2 12 11 2 1 21 2 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 4 4 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 50 50 50 50 50 50 50 50 50 Heavy Vehicles, % 0 0 0 0 2 0 2 0 50 0 8 2 Mvmt Flow 11 0 33 8 0 4 24 22 4 2 42 4 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 122 122 48 136 122 28 46 0 0 26 0 0 Stage 1 48 48 - 72 72 - - - - - - - Stage 2 74 74 - 64 50 - - - - - - - Critical Hdwy 7.1 6.5 6.2 7.1 6.52 6.2 4.12 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.52 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.52 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4.018 3.3 2.218 - - 2.2 - - Pot Cap-1 Maneuver 858 772 1027 840 768 1053 1562 - - 1601 - - Stage 1 971 859 - 943 835 - - - - - - - Stage 2 940 837 - 952 853 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 841 759 1024 800 755 1049 1557 - - 1596 - - Mov Cap-2 Maneuver 841 759 - 800 755 - - - - - - - Stage 1 955 858 - 928 822 - - - - - - - Stage 2 918 824 - 918 852 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 8.9 9.2 3.5 0.3 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1557 - - 971 869 1596 - - HCM Lane V/C Ratio 0.015 - - 0.045 0.014 0.001 - - HCM Control Delay (s) 7.3 0 - 8.9 9.2 7.3 0 - HCM Lane LOS A A - A A A A - HCM 95th %tile Q(veh) 0 - - 0.1 0 0 - - HCM 2010 TWSC 10: Resort Dr & Babcock St 7/13/2017 Future Full Buildout AM Peak 7/7/2017 Baseline Synchro 8 Report Page 8 Intersection Int Delay, s/veh 1.5 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 105 7 19 85 4 20 Conflicting Peds, #/hr 0 1 1 0 1 2 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 80 80 80 80 80 80 Heavy Vehicles, % 1 0 8 1 0 0 Mvmt Flow 131 9 24 106 5 25 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 142 0 292 139 Stage 1 - - - - 138 - Stage 2 - - - - 154 - Critical Hdwy - - 4.18 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.272 - 3.5 3.3 Pot Cap-1 Maneuver - - 1405 - 703 915 Stage 1 - - - - 894 - Stage 2 - - - - 879 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1404 - 689 913 Mov Cap-2 Maneuver - - - - 689 - Stage 1 - - - - 893 - Stage 2 - - - - 862 - Approach EB WB NB HCM Control Delay, s 0 1.4 9.3 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 866 - - 1404 - HCM Lane V/C Ratio 0.035 - - 0.017 - HCM Control Delay (s) 9.3 - - 7.6 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.1 - - 0.1 - HCM 2010 TWSC 20: Stafford Ave & Babcock St 7/13/2017 Future Full Buildout AM Peak 7/7/2017 Baseline Synchro 8 Report Page 9 Intersection Int Delay, s/veh 1.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 5 93 4 1 94 5 13 0 8 5 0 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 92 92 92 92 92 92 Heavy Vehicles, % 0 2 0 0 2 0 0 0 0 0 0 0 Mvmt Flow 6 103 4 1 104 6 14 0 9 5 0 5 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 110 0 0 108 0 0 229 229 106 230 228 107 Stage 1 - - - - - - 117 117 - 109 109 - Stage 2 - - - - - - 112 112 - 121 119 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1493 - - 1495 - - 730 674 954 729 675 953 Stage 1 - - - - - - 892 803 - 901 809 - Stage 2 - - - - - - 898 807 - 888 801 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1493 - - 1495 - - 723 671 954 720 672 953 Mov Cap-2 Maneuver - - - - - - 723 671 - 720 672 - Stage 1 - - - - - - 888 800 - 897 808 - Stage 2 - - - - - - 892 806 - 876 798 - Approach EB WB NB SB HCM Control Delay, s 0.4 0.1 9.7 9.4 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 796 1493 - - 1495 - - 820 HCM Lane V/C Ratio 0.029 0.004 - - 0.001 - - 0.013 HCM Control Delay (s) 9.7 7.4 0 - 7.4 0 - 9.4 HCM Lane LOS A A A - A A - A HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0 HCM 2010 TWSC 24: Fallon St & Stafford Ave 7/13/2017 Future Full Buildout AM Peak 7/7/2017 Baseline Synchro 8 Report Page 10 Intersection Int Delay, s/veh 2.1 Movement EBL EBT WBT WBR SBL SBR Vol, veh/h 8 126 53 0 14 34 Conflicting Peds, #/hr 0 0 0 0 0 0 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 91 91 91 91 92 92 Heavy Vehicles, % 0 3 40 0 0 0 Mvmt Flow 9 138 58 0 15 37 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 58 0 - 0 214 58 Stage 1 - - - - 58 - Stage 2 - - - - 156 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1559 - - - 779 1014 Stage 1 - - - - 970 - Stage 2 - - - - 877 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1559 - - - 774 1014 Mov Cap-2 Maneuver - - - - 774 - Stage 1 - - - - 970 - Stage 2 - - - - 872 - Approach EB WB SB HCM Control Delay, s 0.4 0 9.1 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1559 - - - 930 HCM Lane V/C Ratio 0.006 - - - 0.056 HCM Control Delay (s) 7.3 0 - - 9.1 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0 - - - 0.2 HCM 2010 TWSC 26: Fallon St & Clubhouse Access 7/13/2017 Future Full Buildout AM Peak 7/7/2017 Baseline Synchro 8 Report Page 11 Intersection Int Delay, s/veh 1.5 Movement EBL EBT WBT WBR SBL SBR Vol, veh/h 3 137 39 5 18 14 Conflicting Peds, #/hr 0 0 0 0 0 0 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 91 91 91 91 92 92 Heavy Vehicles, % 0 3 40 0 0 0 Mvmt Flow 3 151 43 5 20 15 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 48 0 - 0 203 46 Stage 1 - - - - 46 - Stage 2 - - - - 157 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1572 - - - 790 1029 Stage 1 - - - - 982 - Stage 2 - - - - 876 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1572 - - - 788 1029 Mov Cap-2 Maneuver - - - - 788 - Stage 1 - - - - 982 - Stage 2 - - - - 874 - Approach EB WB SB HCM Control Delay, s 0.2 0 9.3 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1572 - - - 878 HCM Lane V/C Ratio 0.002 - - - 0.04 HCM Control Delay (s) 7.3 0 - - 9.3 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0 - - - 0.1 HCM 2010 Signalized Intersection Summary 1: Cottonwood Rd & Huffine Ln 7/19/2017 Future Full Buildout AM Peak 7/7/2017 Baseline Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 217 1201 129 61 878 90 135 138 97 225 163 160 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 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 Adj Sat Flow, veh/h/ln 1776 1836 1900 1827 1833 1900 1827 1821 1900 1881 1845 1900 Adj Flow Rate, veh/h 244 1349 145 69 987 101 152 155 109 253 183 180 Adj No. of Lanes 1 2 0 1 2 0 1 2 0 1 2 0 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 7 3 3 4 4 4 4 6 6 1 2 2 Cap, veh/h 389 1585 169 168 1414 145 303 660 437 363 580 518 Arrive On Green 0.09 0.50 0.50 0.07 0.89 0.89 0.33 0.33 0.33 0.33 0.33 0.33 Sat Flow, veh/h 1691 3180 340 1740 3191 326 995 1996 1320 1121 1753 1567 Grp Volume(v), veh/h 244 737 757 69 539 549 152 133 131 253 183 180 Grp Sat Flow(s),veh/h/ln 1691 1744 1776 1740 1742 1776 995 1730 1586 1121 1753 1567 Q Serve(g_s), s 9.1 44.0 44.7 2.6 11.1 11.1 16.4 6.7 7.2 25.5 9.4 10.4 Cycle Q Clear(g_c), s 9.1 44.0 44.7 2.6 11.1 11.1 26.8 6.7 7.2 32.7 9.4 10.4 Prop In Lane 1.00 0.19 1.00 0.18 1.00 0.83 1.00 1.00 Lane Grp Cap(c), veh/h 389 869 885 168 772 787 303 572 525 363 580 518 V/C Ratio(X) 0.63 0.85 0.86 0.41 0.70 0.70 0.50 0.23 0.25 0.70 0.32 0.35 Avail Cap(c_a), veh/h 402 869 885 379 772 787 303 572 525 363 580 518 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.87 0.87 0.87 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 15.5 26.1 26.3 23.4 4.4 4.4 40.5 29.1 29.3 41.2 30.0 30.4 Incr Delay (d2), s/veh 2.9 10.0 10.4 1.4 4.5 4.4 5.8 1.0 1.1 10.5 1.4 1.8 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 4.5 23.5 24.4 1.3 5.7 5.8 5.0 3.3 3.3 8.9 4.8 4.8 LnGrp Delay(d),s/veh 18.4 36.2 36.7 24.8 8.9 8.9 46.3 30.1 30.4 51.8 31.4 32.2 LnGrp LOS B D D C A A D C C D C C Approach Vol, veh/h 1738 1157 416 616 Approach Delay, s/veh 33.9 9.9 36.1 40.0 Approach LOS C A D D Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 46.0 7.5 66.5 46.0 14.1 59.9 Change Period (Y+Rc), s * 6.3 3.0 * 6.7 * 6.3 3.0 * 6.7 Max Green Setting (Gmax), s * 40 19.0 * 45 * 40 12.0 * 52 Max Q Clear Time (g_c+I1), s 28.8 4.6 46.7 34.7 11.1 13.1 Green Ext Time (p_c), s 4.1 0.1 0.0 2.4 0.1 25.5 Intersection Summary HCM 2010 Ctrl Delay 28.0 HCM 2010 LOS C Notes * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary 2: Huffine Ln & Ferguson Ave 7/19/2017 Future Full Buildout AM Peak 7/7/2017 Baseline Synchro 8 Report Page 2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (veh/h) 215 1326 799 136 294 234 Number 7 4 8 18 1 16 Initial Q (Qb), veh 0 0 0 0 0 0 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 Adj Sat Flow, veh/h/ln 1845 1845 1810 1845 1863 1845 Adj Flow Rate, veh/h 259 1598 963 164 354 282 Adj No. of Lanes 1 2 2 1 1 1 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, % 3 3 5 3 2 3 Cap, veh/h 259 2001 1963 893 584 516 Arrive On Green 0.57 0.57 0.57 0.57 0.33 0.33 Sat Flow, veh/h 493 3597 3529 1565 1774 1568 Grp Volume(v), veh/h 259 1598 963 164 354 282 Grp Sat Flow(s),veh/h/ln 493 1752 1719 1565 1774 1568 Q Serve(g_s), s 48.5 43.2 20.0 6.0 20.1 17.7 Cycle Q Clear(g_c), s 68.5 43.2 20.0 6.0 20.1 17.7 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 259 2001 1963 893 584 516 V/C Ratio(X) 1.00 0.80 0.49 0.18 0.61 0.55 Avail Cap(c_a), veh/h 259 2001 1963 893 584 516 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.39 0.39 1.00 1.00 0.92 0.92 Uniform Delay (d), s/veh 41.4 20.3 15.4 12.3 33.7 32.9 Incr Delay (d2), s/veh 34.9 1.4 0.9 0.5 4.3 3.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 11.1 21.0 9.7 7.9 10.5 8.1 LnGrp Delay(d),s/veh 76.3 21.7 16.2 12.8 38.0 36.7 LnGrp LOS E C B B D D Approach Vol, veh/h 1857 1127 636 Approach Delay, s/veh 29.3 15.7 37.4 Approach LOS C B D Timer 1 2 3 4 5 6 7 8 Assigned Phs 4 6 8 Phs Duration (G+Y+Rc), s 75.0 45.0 75.0 Change Period (Y+Rc), s 6.5 5.5 6.5 Max Green Setting (Gmax), s 68.5 39.5 68.5 Max Q Clear Time (g_c+I1), s 70.5 22.1 22.0 Green Ext Time (p_c), s 0.0 2.0 36.7 Intersection Summary HCM 2010 Ctrl Delay 26.5 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary 3: Ferguson Ave & Babcock St 7/19/2017 Future Full Buildout AM Peak 7/7/2017 Baseline Synchro 8 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 23 109 47 40 61 30 15 177 50 60 420 14 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.97 1.00 0.99 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 Adj Sat Flow, veh/h/ln 1900 1887 1900 1900 1826 1900 1900 1877 1900 1900 1864 1900 Adj Flow Rate, veh/h 27 128 55 47 72 35 18 208 59 71 494 16 Adj No. of Lanes 1 1 0 1 1 0 1 1 0 1 1 0 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, % 0 1 1 0 6 6 0 1 1 0 2 2 Cap, veh/h 315 247 106 255 230 112 564 882 250 760 1126 36 Arrive On Green 0.20 0.20 0.20 0.20 0.20 0.20 0.63 0.63 0.63 0.63 0.63 0.63 Sat Flow, veh/h 1300 1241 533 1214 1159 563 903 1407 399 1129 1795 58 Grp Volume(v), veh/h 27 0 183 47 0 107 18 0 267 71 0 510 Grp Sat Flow(s),veh/h/ln 1300 0 1774 1214 0 1722 903 0 1806 1129 0 1854 Q Serve(g_s), s 1.0 0.0 5.3 2.1 0.0 3.0 0.6 0.0 3.7 1.7 0.0 8.1 Cycle Q Clear(g_c), s 4.1 0.0 5.3 7.4 0.0 3.0 8.7 0.0 3.7 5.4 0.0 8.1 Prop In Lane 1.00 0.30 1.00 0.33 1.00 0.22 1.00 0.03 Lane Grp Cap(c), veh/h 315 0 352 255 0 342 564 0 1132 760 0 1162 V/C Ratio(X) 0.09 0.00 0.52 0.18 0.00 0.31 0.03 0.00 0.24 0.09 0.00 0.44 Avail Cap(c_a), veh/h 600 0 742 521 0 720 564 0 1132 760 0 1162 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 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 21.4 0.0 20.5 23.8 0.0 19.7 7.8 0.0 4.7 5.9 0.0 5.5 Incr Delay (d2), s/veh 0.1 0.0 1.2 0.3 0.0 0.5 0.1 0.0 0.5 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 0.4 0.0 2.7 0.7 0.0 1.5 0.2 0.0 2.0 0.6 0.0 4.5 LnGrp Delay(d),s/veh 21.5 0.0 21.7 24.2 0.0 20.2 7.9 0.0 5.2 6.1 0.0 6.7 LnGrp LOS C C C C A A A A Approach Vol, veh/h 210 154 285 581 Approach Delay, s/veh 21.7 21.4 5.3 6.6 Approach LOS C C A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 41.0 16.4 41.0 16.4 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 36.0 24.0 36.0 24.0 Max Q Clear Time (g_c+I1), s 10.7 7.3 10.1 9.4 Green Ext Time (p_c), s 5.6 1.7 5.6 1.6 Intersection Summary HCM 2010 Ctrl Delay 10.8 HCM 2010 LOS B HCM 2010 Signalized Intersection Summary 7: Cottonwood Rd & Babcock St 7/19/2017 Future Full Buildout AM Peak 7/7/2017 Baseline Synchro 8 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 33 29 29 70 10 32 22 266 36 37 392 41 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 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 Adj Sat Flow, veh/h/ln 1667 1900 1900 1900 1900 1900 1792 1861 1900 1900 1856 1900 Adj Flow Rate, veh/h 37 32 32 78 11 36 24 296 40 41 436 46 Adj No. of Lanes 1 1 0 1 1 0 1 2 0 1 2 0 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 14 0 0 0 0 0 6 2 2 0 2 2 Cap, veh/h 291 123 123 298 55 180 671 2037 273 801 2093 220 Arrive On Green 0.14 0.14 0.14 0.14 0.14 0.14 0.65 0.65 0.65 0.65 0.65 0.65 Sat Flow, veh/h 1211 873 873 1359 392 1282 875 3134 419 1060 3221 338 Grp Volume(v), veh/h 37 0 64 78 0 47 24 166 170 41 238 244 Grp Sat Flow(s),veh/h/ln 1211 0 1746 1359 0 1674 875 1768 1786 1060 1763 1796 Q Serve(g_s), s 1.3 0.0 1.6 2.6 0.0 1.2 0.5 1.7 1.8 0.7 2.6 2.6 Cycle Q Clear(g_c), s 2.5 0.0 1.6 4.2 0.0 1.2 3.2 1.7 1.8 2.5 2.6 2.6 Prop In Lane 1.00 0.50 1.00 0.77 1.00 0.23 1.00 0.19 Lane Grp Cap(c), veh/h 291 0 246 298 0 235 671 1148 1161 801 1146 1167 V/C Ratio(X) 0.13 0.00 0.26 0.26 0.00 0.20 0.04 0.14 0.15 0.05 0.21 0.21 Avail Cap(c_a), veh/h 857 0 1061 933 0 1017 671 1148 1161 801 1146 1167 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 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 19.2 0.0 18.3 20.1 0.0 18.1 4.0 3.2 3.2 3.7 3.4 3.4 Incr Delay (d2), s/veh 0.2 0.0 0.6 0.5 0.0 0.4 0.1 0.3 0.3 0.1 0.4 0.4 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 0.8 1.0 0.0 0.6 0.1 0.9 0.9 0.2 1.4 1.4 LnGrp Delay(d),s/veh 19.4 0.0 18.8 20.6 0.0 18.5 4.1 3.5 3.5 3.8 3.8 3.8 LnGrp LOS B B C B A A A A A A Approach Vol, veh/h 101 125 360 523 Approach Delay, s/veh 19.1 19.8 3.5 3.8 Approach LOS B B A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 36.0 11.7 36.0 11.7 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 31.0 29.0 31.0 29.0 Max Q Clear Time (g_c+I1), s 5.2 4.5 4.6 6.2 Green Ext Time (p_c), s 5.4 0.9 5.4 0.9 Intersection Summary HCM 2010 Ctrl Delay 6.9 HCM 2010 LOS A Queues 1: Cottonwood Rd & Huffine Ln 7/19/2017 Future Full Buildout AM Peak 7/7/2017 Baseline Synchro 8 Report Page 1 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 244 1494 69 1088 152 264 253 363 v/c Ratio 0.87 0.89 0.40 0.72 0.51 0.23 0.70 0.30 Control Delay 46.8 36.2 25.5 21.0 39.7 17.3 46.9 15.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 46.8 36.2 25.5 21.0 39.7 17.3 46.9 15.3 Queue Length 50th (ft) 91 547 17 194 94 44 170 52 Queue Length 95th (ft) #232 #717 59 228 163 75 268 89 Internal Link Dist (ft) 419 2620 423 1243 Turn Bay Length (ft) 300 300 400 110 Base Capacity (vph) 283 1681 335 1505 297 1140 362 1194 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.86 0.89 0.21 0.72 0.51 0.23 0.70 0.30 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues 2: Huffine Ln & Ferguson Ave 7/19/2017 Future Full Buildout AM Peak 7/7/2017 Baseline Synchro 8 Report Page 2 Lane Group EBL EBT WBT WBR SBL SBR Lane Group Flow (vph) 259 1598 963 164 354 282 v/c Ratio 1.04 0.80 0.49 0.17 0.61 0.48 Control Delay 93.5 35.5 16.4 2.2 39.1 21.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 93.5 35.5 16.4 2.2 39.1 21.3 Queue Length 50th (ft) ~190 585 222 0 229 99 Queue Length 95th (ft) m#284 623 245 23 299 157 Internal Link Dist (ft) 2620 421 2569 Turn Bay Length (ft) 300 350 100 Base Capacity (vph) 250 2000 1962 941 582 593 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 1.04 0.80 0.49 0.17 0.61 0.48 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. m Volume for 95th percentile queue is metered by upstream signal. Queues 3: Ferguson Ave & Babcock St 7/19/2017 Future Full Buildout AM Peak 7/7/2017 Baseline Synchro 8 Report Page 3 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 27 183 47 107 18 267 71 510 v/c Ratio 0.11 0.50 0.22 0.30 0.03 0.23 0.10 0.43 Control Delay 19.8 21.9 21.8 16.3 4.9 4.8 5.0 6.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 19.8 21.9 21.8 16.3 4.9 4.8 5.0 6.9 Queue Length 50th (ft) 8 45 14 21 2 27 7 68 Queue Length 95th (ft) 23 88 35 51 8 60 22 136 Internal Link Dist (ft) 1514 420 2569 420 Turn Bay Length (ft) 100 100 100 100 Base Capacity (vph) 523 739 467 713 531 1175 727 1197 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.05 0.25 0.10 0.15 0.03 0.23 0.10 0.43 Intersection Summary Queues 7: Cottonwood Rd & Babcock St 7/19/2017 Future Full Buildout AM Peak 7/7/2017 Baseline Synchro 8 Report Page 4 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 37 64 78 47 24 336 41 482 v/c Ratio 0.19 0.21 0.36 0.16 0.04 0.14 0.06 0.20 Control Delay 20.0 12.4 23.3 10.0 4.3 3.6 4.3 3.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 20.0 12.4 23.3 10.0 4.3 3.6 4.3 3.9 Queue Length 50th (ft) 9 8 20 3 2 14 4 23 Queue Length 95th (ft) 29 32 50 23 10 32 14 47 Internal Link Dist (ft) 420 300 1244 422 Turn Bay Length (ft) 60 60 260 220 Base Capacity (vph) 678 999 761 958 605 2457 738 2466 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.05 0.06 0.10 0.05 0.04 0.14 0.06 0.20 Intersection Summary HCM 2010 TWSC 5: Cottonwood Rd & Fallon St 7/13/2017 Future Full Buildout PM Peak 7/7/2017 Baseline Synchro 8 Report Page 4 Intersection Int Delay, s/veh 5.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 13 11 62 64 15 57 44 533 88 40 367 5 Conflicting Peds, #/hr 0 0 0 0 0 0 1 0 3 3 0 1 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 225 - - 275 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehicles, % 0 13 2 3 0 0 0 1 0 0 2 0 Mvmt Flow 14 11 65 67 16 59 46 555 92 42 382 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 845 1207 197 973 1164 326 388 0 0 647 0 0 Stage 1 468 468 - 693 693 - - - - - - - Stage 2 377 739 - 280 471 - - - - - - - Critical Hdwy 7.5 6.76 6.94 7.56 6.5 6.9 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.5 5.76 - 6.56 5.5 - - - - - - - Critical Hdwy Stg 2 6.5 5.76 - 6.56 5.5 - - - - - - - Follow-up Hdwy 3.5 4.13 3.32 3.53 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 259 167 811 205 196 676 1182 - - 948 - - Stage 1 550 533 - 397 448 - - - - - - - Stage 2 622 396 - 700 563 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 206 153 809 166 180 674 1179 - - 946 - - Mov Cap-2 Maneuver 206 153 - 166 180 - - - - - - - Stage 1 529 509 - 382 431 - - - - - - - Stage 2 524 381 - 600 538 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 16.4 37.8 0.5 0.9 HCM LOS C E Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1179 - - 406 246 946 - - HCM Lane V/C Ratio 0.039 - - 0.221 0.576 0.044 - - HCM Control Delay (s) 8.2 - - 16.4 37.8 9 - - HCM Lane LOS A - - C E A - - HCM 95th %tile Q(veh) 0.1 - - 0.8 3.3 0.1 - - HCM 2010 TWSC 6: Resort Dr & Fallon St 7/13/2017 Future Full Buildout PM Peak 7/7/2017 Baseline Synchro 8 Report Page 5 Intersection Int Delay, s/veh 3.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 4 95 3 7 125 35 8 30 26 19 10 10 Conflicting Peds, #/hr 1 0 0 0 0 1 0 0 2 2 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88 Heavy Vehicles, % 0 1 0 0 1 0 0 0 0 0 0 0 Mvmt Flow 5 108 3 8 142 40 9 34 30 22 11 11 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 184 0 0 113 0 0 312 321 113 333 302 165 Stage 1 - - - - - - 121 121 - 180 180 - Stage 2 - - - - - - 191 200 - 153 122 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1403 - - 1489 - - 644 599 945 624 614 885 Stage 1 - - - - - - 888 800 - 826 754 - Stage 2 - - - - - - 815 739 - 854 799 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1402 - - 1488 - - 620 591 943 572 606 883 Mov Cap-2 Maneuver - - - - - - 620 591 - 572 606 - Stage 1 - - - - - - 883 795 - 821 748 - Stage 2 - - - - - - 787 733 - 788 794 - Approach EB WB NB SB HCM Control Delay, s 0.3 0.3 10.7 11.1 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 701 1402 - - 1488 - - 639 HCM Lane V/C Ratio 0.104 0.003 - - 0.005 - - 0.069 HCM Control Delay (s) 10.7 7.6 0 - 7.4 0 - 11.1 HCM Lane LOS B A A - A A - B HCM 95th %tile Q(veh) 0.3 0 - - 0 - - 0.2 HCM 2010 TWSC 8: Resort Dr & Palisade Dr 7/13/2017 Future Full Buildout PM Peak 7/7/2017 Baseline Synchro 8 Report Page 7 Intersection Int Delay, s/veh 3.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 5 0 17 2 0 2 30 34 6 4 21 10 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 69 69 69 69 69 69 69 69 69 69 69 69 Heavy Vehicles, % 0 0 0 0 2 0 2 0 0 0 0 2 Mvmt Flow 7 0 25 3 0 3 43 49 9 6 30 14 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 191 194 38 203 198 54 45 0 0 58 0 0 Stage 1 49 49 - 141 141 - - - - - - - Stage 2 142 145 - 62 57 - - - - - - - Critical Hdwy 7.1 6.5 6.2 7.1 6.52 6.2 4.12 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.52 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.52 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4.018 3.3 2.218 - - 2.2 - - Pot Cap-1 Maneuver 773 705 1040 759 698 1019 1563 - - 1559 - - Stage 1 969 858 - 867 780 - - - - - - - Stage 2 866 781 - 954 847 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 752 683 1040 723 676 1019 1563 - - 1559 - - Mov Cap-2 Maneuver 752 683 - 723 676 - - - - - - - Stage 1 942 855 - 843 758 - - - - - - - Stage 2 839 759 - 928 844 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 8.9 9.3 3.2 0.8 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1563 - - 957 846 1559 - - HCM Lane V/C Ratio 0.028 - - 0.033 0.007 0.004 - - HCM Control Delay (s) 7.4 0 - 8.9 9.3 7.3 0 - HCM Lane LOS A A - A A A A - HCM 95th %tile Q(veh) 0.1 - - 0.1 0 0 - - HCM 2010 TWSC 10: Resort Dr & Babcock St 7/13/2017 Future Full Buildout PM Peak 7/7/2017 Baseline Synchro 8 Report Page 8 Intersection Int Delay, s/veh 1.7 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 154 9 27 135 16 25 Conflicting Peds, #/hr 0 0 0 0 1 0 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 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 167 10 29 147 17 27 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 178 0 378 173 Stage 1 - - - - 173 - Stage 2 - - - - 205 - Critical Hdwy - - 4.1 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver - - 1410 - 628 876 Stage 1 - - - - 862 - Stage 2 - - - - 834 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1410 - 614 875 Mov Cap-2 Maneuver - - - - 614 - Stage 1 - - - - 861 - Stage 2 - - - - 816 - Approach EB WB NB HCM Control Delay, s 0 1.3 10.1 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 751 - - 1410 - HCM Lane V/C Ratio 0.059 - - 0.021 - HCM Control Delay (s) 10.1 - - 7.6 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0.2 - - 0.1 - HCM 2010 TWSC 20: Stafford Dr & Babcock St 7/13/2017 Future Full Buildout PM Peak 7/7/2017 Baseline Synchro 8 Report Page 9 Intersection Int Delay, s/veh 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 5 156 13 9 128 5 6 0 5 5 0 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 96 96 96 96 96 96 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 5 162 14 9 133 5 7 0 5 5 0 5 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 139 0 0 176 0 0 337 337 169 337 341 136 Stage 1 - - - - - - 180 180 - 155 155 - Stage 2 - - - - - - 157 157 - 182 186 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1457 - - 1412 - - 621 587 880 621 584 918 Stage 1 - - - - - - 826 754 - 852 773 - Stage 2 - - - - - - 850 772 - 824 750 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1457 - - 1412 - - 612 581 880 612 578 918 Mov Cap-2 Maneuver - - - - - - 612 581 - 612 578 - Stage 1 - - - - - - 823 751 - 849 768 - Stage 2 - - - - - - 839 767 - 816 747 - Approach EB WB NB SB HCM Control Delay, s 0.2 0.5 10.2 10 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 710 1457 - - 1412 - - 734 HCM Lane V/C Ratio 0.017 0.004 - - 0.007 - - 0.015 HCM Control Delay (s) 10.2 7.5 0 - 7.6 0 - 10 HCM Lane LOS B A A - A A - B HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0 HCM 2010 TWSC 24: Fallon St & Stafford Dr 7/13/2017 Future Full Buildout PM Peak 7/7/2017 Baseline Synchro 8 Report Page 10 Intersection Int Delay, s/veh 1.6 Movement EBL EBT WBT WBR SBL SBR Vol, veh/h 33 101 122 10 5 18 Conflicting Peds, #/hr 0 0 0 0 0 0 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 96 96 96 96 92 92 Heavy Vehicles, % 0 13 0 0 0 0 Mvmt Flow 34 105 127 10 5 20 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 138 0 - 0 306 132 Stage 1 - - - - 132 - Stage 2 - - - - 174 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1458 - - - 690 923 Stage 1 - - - - 899 - Stage 2 - - - - 861 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1458 - - - 673 923 Mov Cap-2 Maneuver - - - - 673 - Stage 1 - - - - 899 - Stage 2 - - - - 839 - Approach EB WB SB HCM Control Delay, s 1.9 0 9.3 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1458 - - - 854 HCM Lane V/C Ratio 0.024 - - - 0.029 HCM Control Delay (s) 7.5 0 - - 9.3 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0.1 - - - 0.1 HCM 2010 TWSC 26: Fallon St & Clubhouse Access 7/13/2017 Future Full Buildout PM Peak 7/7/2017 Baseline Synchro 8 Report Page 11 Intersection Int Delay, s/veh 1 Movement EBL EBT WBT WBR SBL SBR Vol, veh/h 14 92 125 18 10 7 Conflicting Peds, #/hr 0 0 0 0 0 0 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 96 96 96 96 92 92 Heavy Vehicles, % 0 13 0 0 0 0 Mvmt Flow 15 96 130 19 11 8 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 149 0 - 0 265 140 Stage 1 - - - - 140 - Stage 2 - - - - 125 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1445 - - - 728 913 Stage 1 - - - - 892 - Stage 2 - - - - 906 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1445 - - - 720 913 Mov Cap-2 Maneuver - - - - 720 - Stage 1 - - - - 892 - Stage 2 - - - - 896 - Approach EB WB SB HCM Control Delay, s 1 0 9.7 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1445 - - - 789 HCM Lane V/C Ratio 0.01 - - - 0.023 HCM Control Delay (s) 7.5 0 - - 9.7 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0 - - - 0.1 HCM 2010 Signalized Intersection Summary 1: Cottonwood Rd & Huffine Ln 7/19/2017 Future Full Buildout PM Peak 7/7/2017 Baseline Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 263 1169 136 135 1183 196 157 166 73 148 200 194 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 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 Adj Sat Flow, veh/h/ln 1900 1863 1900 1881 1868 1900 1881 1850 1900 1900 1881 1900 Adj Flow Rate, veh/h 286 1271 148 147 1286 213 171 180 79 161 217 211 Adj No. of Lanes 1 2 0 1 2 0 1 2 0 1 2 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 2 2 1 2 2 1 3 3 0 1 1 Cap, veh/h 313 1611 187 235 1297 213 252 745 314 341 552 493 Arrive On Green 0.14 0.50 0.50 0.06 0.43 0.43 0.31 0.31 0.31 0.31 0.31 0.31 Sat Flow, veh/h 1810 3196 371 1792 3052 501 965 2409 1017 1137 1787 1596 Grp Volume(v), veh/h 286 701 718 147 743 756 171 129 130 161 217 211 Grp Sat Flow(s),veh/h/ln 1810 1770 1797 1792 1775 1779 965 1758 1668 1137 1787 1596 Q Serve(g_s), s 16.1 42.1 42.7 5.9 53.6 55.0 22.2 7.1 7.5 16.0 12.4 13.6 Cycle Q Clear(g_c), s 16.1 42.1 42.7 5.9 53.6 55.0 35.8 7.1 7.5 23.5 12.4 13.6 Prop In Lane 1.00 0.21 1.00 0.28 1.00 0.61 1.00 1.00 Lane Grp Cap(c), veh/h 313 892 906 235 754 756 252 543 516 341 552 493 V/C Ratio(X) 0.91 0.79 0.79 0.63 0.99 1.00 0.68 0.24 0.25 0.47 0.39 0.43 Avail Cap(c_a), veh/h 363 892 906 427 754 756 252 543 516 341 552 493 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 42.4 26.4 26.5 25.1 36.8 37.2 49.9 33.3 33.5 42.3 35.2 35.6 Incr Delay (d2), s/veh 24.7 4.7 4.9 2.7 29.1 32.6 13.7 1.0 1.2 4.6 2.1 2.7 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 12.2 21.6 22.3 3.1 32.3 33.7 6.9 3.6 3.6 5.4 6.4 6.3 LnGrp Delay(d),s/veh 67.1 31.1 31.3 27.8 65.9 69.8 63.6 34.4 34.7 46.9 37.2 38.3 LnGrp LOS E C C C E E E C C D D D Approach Vol, veh/h 1705 1646 430 589 Approach Delay, s/veh 37.2 64.3 46.1 40.3 Approach LOS D E D D Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 46.3 11.2 71.9 46.3 21.4 61.7 Change Period (Y+Rc), s * 6.3 3.0 * 6.7 * 6.3 3.0 * 6.7 Max Green Setting (Gmax), s * 40 22.0 * 55 * 40 22.0 * 55 Max Q Clear Time (g_c+I1), s 37.8 7.9 44.7 25.5 18.1 57.0 Green Ext Time (p_c), s 1.2 0.3 9.4 4.8 0.3 0.0 Intersection Summary HCM 2010 Ctrl Delay 48.7 HCM 2010 LOS D Notes * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary 2: Huffine Ln & Ferguson Ave 7/19/2017 Future Full Buildout PM Peak 7/7/2017 Baseline Synchro 8 Report Page 2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (veh/h) 164 1361 1273 320 253 227 Number 7 4 8 18 1 16 Initial Q (Qb), veh 0 0 0 0 0 0 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 Adj Sat Flow, veh/h/ln 1900 1881 1863 1881 1900 1863 Adj Flow Rate, veh/h 167 1389 1299 327 258 232 Adj No. of Lanes 1 2 2 1 1 1 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 0 1 2 1 0 2 Cap, veh/h 192 2347 2324 1048 477 417 Arrive On Green 0.66 0.66 0.66 0.66 0.26 0.26 Sat Flow, veh/h 315 3668 3632 1597 1810 1583 Grp Volume(v), veh/h 167 1389 1299 327 258 232 Grp Sat Flow(s),veh/h/ln 315 1787 1770 1597 1810 1583 Q Serve(g_s), s 68.6 32.7 29.9 13.3 18.4 19.0 Cycle Q Clear(g_c), s 98.5 32.7 29.9 13.3 18.4 19.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 192 2347 2324 1048 477 417 V/C Ratio(X) 0.87 0.59 0.56 0.31 0.54 0.56 Avail Cap(c_a), veh/h 192 2347 2324 1048 477 417 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.49 0.49 1.00 1.00 0.97 0.97 Uniform Delay (d), s/veh 45.4 14.5 14.0 11.1 47.5 47.7 Incr Delay (d2), s/veh 22.1 0.5 1.0 0.8 4.3 5.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.1 16.2 14.7 18.4 9.7 8.9 LnGrp Delay(d),s/veh 67.5 15.0 14.9 11.9 51.7 52.8 LnGrp LOS E B B B D D Approach Vol, veh/h 1556 1626 490 Approach Delay, s/veh 20.6 14.3 52.2 Approach LOS C B D Timer 1 2 3 4 5 6 7 8 Assigned Phs 4 6 8 Phs Duration (G+Y+Rc), s 105.0 45.0 105.0 Change Period (Y+Rc), s 6.5 5.5 6.5 Max Green Setting (Gmax), s 98.5 39.5 98.5 Max Q Clear Time (g_c+I1), s 100.5 21.0 31.9 Green Ext Time (p_c), s 0.0 1.5 51.5 Intersection Summary HCM 2010 Ctrl Delay 22.1 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary 3: Ferguson Ave & Babcock St 7/19/2017 Future Full Buildout PM Peak 7/7/2017 Baseline Synchro 8 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 29 101 37 41 123 63 57 358 70 48 295 24 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.97 0.99 0.97 1.00 0.98 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 Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1884 1900 1900 1883 1900 Adj Flow Rate, veh/h 31 106 39 43 129 66 60 377 74 51 311 25 Adj No. of Lanes 1 1 0 1 1 0 1 1 0 1 1 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 0 0 0 0 0 0 1 1 0 1 1 Cap, veh/h 248 264 97 289 236 121 700 953 187 604 1075 86 Arrive On Green 0.20 0.20 0.20 0.20 0.20 0.20 0.63 0.63 0.63 0.63 0.63 0.63 Sat Flow, veh/h 1200 1313 483 1254 1171 599 1060 1525 299 954 1720 138 Grp Volume(v), veh/h 31 0 145 43 0 195 60 0 451 51 0 336 Grp Sat Flow(s),veh/h/ln 1200 0 1796 1254 0 1770 1060 0 1824 954 0 1858 Q Serve(g_s), s 1.4 0.0 4.0 1.8 0.0 5.7 1.6 0.0 7.1 1.6 0.0 4.8 Cycle Q Clear(g_c), s 7.1 0.0 4.0 5.8 0.0 5.7 6.3 0.0 7.1 8.7 0.0 4.8 Prop In Lane 1.00 0.27 1.00 0.34 1.00 0.16 1.00 0.07 Lane Grp Cap(c), veh/h 248 0 361 289 0 356 700 0 1140 604 0 1162 V/C Ratio(X) 0.13 0.00 0.40 0.15 0.00 0.55 0.09 0.00 0.40 0.08 0.00 0.29 Avail Cap(c_a), veh/h 506 0 749 560 0 738 700 0 1140 604 0 1162 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 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 23.8 0.0 20.0 22.5 0.0 20.6 6.4 0.0 5.4 7.5 0.0 4.9 Incr Delay (d2), s/veh 0.2 0.0 0.7 0.2 0.0 1.3 0.2 0.0 1.0 0.3 0.0 0.6 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 2.0 0.6 0.0 2.9 0.5 0.0 3.8 0.5 0.0 2.6 LnGrp Delay(d),s/veh 24.0 0.0 20.7 22.7 0.0 22.0 6.6 0.0 6.4 7.8 0.0 5.6 LnGrp LOS C C C C A A A A Approach Vol, veh/h 176 238 511 387 Approach Delay, s/veh 21.3 22.1 6.4 5.9 Approach LOS C C A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 41.0 16.6 41.0 16.6 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 36.0 24.0 36.0 24.0 Max Q Clear Time (g_c+I1), s 9.1 9.1 10.7 7.8 Green Ext Time (p_c), s 5.9 1.9 5.8 2.0 Intersection Summary HCM 2010 Ctrl Delay 11.1 HCM 2010 LOS B HCM 2010 Signalized Intersection Summary 7: Cottonwood Rd & Babcock St 7/19/2017 Future Full Buildout PM Peak 7/7/2017 Baseline Synchro 8 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 42 19 23 41 26 72 28 480 118 37 334 25 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 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 Adj Sat Flow, veh/h/ln 1792 1900 1900 1900 1900 1900 1810 1885 1900 1900 1893 1900 Adj Flow Rate, veh/h 44 20 24 43 27 75 29 500 123 39 348 26 Adj No. of Lanes 1 1 0 1 1 0 1 2 0 1 2 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 6 0 0 0 0 0 5 1 1 0 0 0 Cap, veh/h 339 135 162 400 76 212 690 1600 391 572 1903 142 Arrive On Green 0.17 0.17 0.17 0.17 0.17 0.17 0.56 0.56 0.56 0.56 0.56 0.56 Sat Flow, veh/h 1234 785 942 1377 443 1232 975 2853 698 814 3395 252 Grp Volume(v), veh/h 44 0 44 43 0 102 29 313 310 39 184 190 Grp Sat Flow(s),veh/h/ln 1234 0 1728 1377 0 1675 975 1791 1761 814 1799 1849 Q Serve(g_s), s 1.2 0.0 0.8 1.0 0.0 2.0 0.6 3.5 3.5 1.0 1.9 1.9 Cycle Q Clear(g_c), s 3.2 0.0 0.8 1.8 0.0 2.0 2.5 3.5 3.5 4.5 1.9 1.9 Prop In Lane 1.00 0.55 1.00 0.74 1.00 0.40 1.00 0.14 Lane Grp Cap(c), veh/h 339 0 298 400 0 289 690 1004 987 572 1009 1036 V/C Ratio(X) 0.13 0.00 0.15 0.11 0.00 0.35 0.04 0.31 0.31 0.07 0.18 0.18 Avail Cap(c_a), veh/h 1081 0 1338 1229 0 1297 690 1004 987 572 1009 1036 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 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 15.1 0.0 13.2 13.9 0.0 13.7 4.6 4.4 4.4 5.6 4.0 4.0 Incr Delay (d2), s/veh 0.2 0.0 0.2 0.1 0.0 0.7 0.1 0.8 0.8 0.2 0.4 0.4 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 0.4 0.4 0.0 1.0 0.2 1.9 1.9 0.3 1.0 1.1 LnGrp Delay(d),s/veh 15.3 0.0 13.4 14.1 0.0 14.4 4.7 5.2 5.2 5.8 4.4 4.4 LnGrp LOS B B B B A A A A A A Approach Vol, veh/h 88 145 652 413 Approach Delay, s/veh 14.3 14.3 5.2 4.6 Approach LOS B B A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 26.0 11.5 26.0 11.5 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 21.0 29.0 21.0 29.0 Max Q Clear Time (g_c+I1), s 5.5 5.2 6.5 4.0 Green Ext Time (p_c), s 5.7 1.1 5.5 1.1 Intersection Summary HCM 2010 Ctrl Delay 6.6 HCM 2010 LOS A Queues 1: Cottonwood Rd & Huffine Ln 7/19/2017 Future Full Buildout PM Peak 7/7/2017 Baseline Synchro 8 Report Page 1 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 286 1419 147 1499 171 259 161 428 v/c Ratio 0.86 0.85 0.66 1.02 0.71 0.24 0.48 0.38 Control Delay 59.0 35.8 39.6 66.0 58.8 27.7 43.4 20.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 59.0 35.8 39.6 66.0 58.8 27.7 43.4 20.5 Queue Length 50th (ft) 181 535 67 ~728 132 69 114 82 Queue Length 95th (ft) #318 #703 133 #871 #245 106 189 130 Internal Link Dist (ft) 419 2620 423 1243 Turn Bay Length (ft) 300 300 400 110 Base Capacity (vph) 363 1679 361 1469 240 1064 334 1138 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.79 0.85 0.41 1.02 0.71 0.24 0.48 0.38 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 2: Huffine Ln & Ferguson Ave 7/19/2017 Future Full Buildout PM Peak 7/7/2017 Baseline Synchro 8 Report Page 2 Lane Group EBL EBT WBT WBR SBL SBR Lane Group Flow (vph) 167 1389 1299 327 258 232 v/c Ratio 0.85 0.59 0.56 0.29 0.54 0.49 Control Delay 57.8 15.8 15.1 1.6 52.5 34.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 57.8 15.8 15.1 1.6 52.5 34.4 Queue Length 50th (ft) 119 377 341 0 219 127 Queue Length 95th (ft) #295 440 399 34 313 216 Internal Link Dist (ft) 2620 421 2569 Turn Bay Length (ft) 300 350 100 Base Capacity (vph) 197 2346 2323 1132 475 474 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.85 0.59 0.56 0.29 0.54 0.49 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues 3: Ferguson Ave & Babcock St 7/19/2017 Future Full Buildout PM Peak 7/7/2017 Baseline Synchro 8 Report Page 3 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 31 145 43 195 60 451 51 336 v/c Ratio 0.14 0.39 0.18 0.52 0.09 0.38 0.09 0.28 Control Delay 20.4 19.1 20.8 21.6 5.1 6.4 5.2 5.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 20.4 19.1 20.8 21.6 5.1 6.4 5.2 5.7 Queue Length 50th (ft) 9 34 12 47 6 55 5 39 Queue Length 95th (ft) 28 76 34 99 21 126 19 90 Internal Link Dist (ft) 1514 420 2569 420 Turn Bay Length (ft) 100 100 100 100 Base Capacity (vph) 453 750 508 748 676 1177 575 1191 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.07 0.19 0.08 0.26 0.09 0.38 0.09 0.28 Intersection Summary Queues 7: Cottonwood Rd & Babcock St 7/19/2017 Future Full Buildout PM Peak 7/7/2017 Baseline Synchro 8 Report Page 4 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 44 44 43 102 29 623 39 374 v/c Ratio 0.21 0.14 0.18 0.29 0.05 0.27 0.08 0.16 Control Delay 15.8 9.5 15.1 8.4 4.6 4.3 4.9 4.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 15.8 9.5 15.1 8.4 4.6 4.3 4.9 4.1 Queue Length 50th (ft) 8 4 8 5 2 26 3 15 Queue Length 95th (ft) 26 20 25 31 10 52 13 33 Internal Link Dist (ft) 420 247 1244 422 Turn Bay Length (ft) 60 60 260 220 Base Capacity (vph) 888 1251 992 1224 629 2290 518 2339 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.05 0.04 0.04 0.08 0.05 0.27 0.08 0.16 Intersection Summary SIGNAL WARRANT WORKSHEETS SIGNAL WARRANT WORKSHEETS SIGNAL WARRANT WORKSHEETS SIGNAL WARRANT WORKSHEETS A P P E N D I X E Sanderson Stewart 7/13/2017 17007.02 BKCP Apartments City of Bozeman 35 mph Cottonwood Road (2 lanes) Fallon Street (1 lane) Analysis Year/Case: Existing Conditions (2017) Hour Begin NB SB EB WB 0:00 21 6 1 2 27 2 1:00 11 8 4 0 19 4 2:00 6 5 1 1 11 1 3:00 10 3 2 0 13 2 4:00 6 10 0 0 16 0 5:00 25 59 6 5 84 6 6:00 78 120 12 23 198 23 7:00 242 347 57 39 589 57 8:00 346 382 53 33 728 53 9:00 218 207 52 39 425 52 10:00 214 172 38 37 386 38 11:00 255 233 53 43 488 53 12:00 319 278 57 51 597 57 13:00 257 194 53 48 451 53 14:00 242 247 70 38 489 70 15:00 326 304 49 56 630 56 16:00 434 291 49 49 725 49 17:00 534 350 72 93 884 93 B 18:00 324 253 40 35 577 40 19:00 176 144 18 27 320 27 20:00 173 97 16 18 270 18 21:00 97 71 7 16 168 16 22:00 63 44 4 12 107 12 23:00 28 11 3 1 39 3 TOTAL 4405 3836 717 666 8241 785 Condition A - Minimum Vehicular Volume (100% Columns): No (0 hrs) Condition B - Interruption of Continuous Traffic (100% Columns): No (1 hr) Combination of Conditions A & B (80% Columns): N/A N/A Warrant 1 Satisfied? No Major Street Total > 600 and Higher Minor Street Total > 150 for 8 hours? Major Street Total >900 and Higher Minor Street Total > 75 for 8 hours? Major Street Total > 480 and Higher Minor Street Total > 120 for 8 hours? Major Street Total > 720 and Higher Minor Street Total > 60 for 8 hours? Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Date: Agency/Company: Project Number: Warrant 1: Eight-Hour Vehicular Volume Project Description: Avg. Entering Volume Major Street Total (Both Approaches) General Information Higher Volume Minor Approach Sanderson Stewart 7/13/2017 17007.02 BKCP Apartments City of Bozeman 35 mph Cottonwood Road (2 lanes) Fallon Street (1 lane) Analysis Year/Case: Existing Conditions (2017) Hour Begin NB SB EB WB 0:00 21 6 1 2 27 2 1:00 11 8 4 0 19 4 2:00 6 5 1 1 11 1 3:00 10 3 2 0 13 2 4:00 6 10 0 0 16 0 5:00 25 59 6 5 84 6 6:00 78 120 12 23 198 23 7:00 242 347 57 39 589 57 8:00 346 382 53 33 728 53 9:00 218 207 52 39 425 52 10:00 214 172 38 37 386 38 11:00 255 233 53 43 488 53 12:00 319 278 57 51 597 57 13:00 257 194 53 48 451 53 14:00 242 247 70 38 489 70 15:00 326 304 49 56 630 56 16:00 434 291 49 49 725 49 17:00 534 350 72 93 884 93 18:00 324 253 40 35 577 40 19:00 176 144 18 27 320 27 20:00 173 97 16 18 270 18 21:00 97 71 7 16 168 16 22:00 63 44 4 12 107 12 23:00 28 11 3 1 39 3 TOTAL 4405 3836 717 666 8241 785 Meets warrant criteria on graph for minimum of 4 hours (100% thresholds)? No (0 hrs) Warrant 2 Satisfied? No Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Project Number: Project Description: Avg. Entering Volume Warrant 2: Four-Hour Vehicular Volume General Information Date: Agency/Company: Major Street Total (Both Approaches) Higher Volume Minor Approach Sanderson Stewart 7/13/2017 17007.02 BKCP Apartments City of Bozeman 35 mph Cottonwood Road (2 lanes) Fallon Street (1 lane) Analysis Year/Case: Existing Conditions (2017) Category A: Peak Period: PM Total stopped time delay for minor approach > 4 veh-hrs? No (.50) High minor approach volume > 100 for peak hour? No (93) Total entering volume > 800 for peak hour? Yes (1049) Category A warrant satisfied? No Category B: Meets warrant criteria on graph for minimum of one hour (100% thresholds)? No Warrant 3 Satisfied? No Total Volume of Major Approaches (vehs) 884 AM Peak Hour 4:45-5:45 PM Warrant 3: Peak Hour Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Date: 41 Project Number: 0.50 Total Entering Volume (vehs) PM Peak Hour 760 7:30-8:30 AM Minor Street (Approach Lanes): 869 0.23 1049 High Minor Total Stopped Time Delay (hrs) General Information 93 High Minor Approach Volume (vehs) Total Entering Volume (vehs) Agency/Company: High Minor Total Stopped Time Delay (hrs) High Minor Approach Volume (vehs) Total Volume of Major Approaches (vehs) Project Description: X Sanderson Stewart 7/13/2017 17007.02 BKCP Apartments City of Bozeman 35 mph Cottonwood Road (2 lanes) Fallon Street (1 lane) Analysis Year/Case: Future Conditions (2019) Category A: Peak Period: PM Total stopped time delay for minor approach > 4 veh-hrs? No (.77) High minor approach volume > 100 for peak hour? Yes (112) Total entering volume > 800 for peak hour? Yes (1166) Category A warrant satisfied? No Category B: Meets warrant criteria on graph for minimum of one hour (100% thresholds)? No Warrant 3 Satisfied? No Total Volume of Major Approaches (vehs) 975 High Minor Approach Volume (vehs) 112 Total Entering Volume (vehs) 1166 Total Entering Volume (vehs) 965 PM Peak Hour 4:45-5:45 PM High Minor Total Stopped Time Delay (hrs) 0.77 7:30-8:30 AM High Minor Total Stopped Time Delay (hrs) 0.43 Total Volume of Major Approaches (vehs) 827 High Minor Approach Volume (vehs) 65 Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): AM Peak Hour Warrant 3: Peak Hour General Information Agency/Company: Date: Project Number: Project Description: X Sanderson Stewart 7/13/2017 17007.02 BKCP Apartments City of Bozeman 35 mph Cottonwood Road (2 lanes) Fallon Street (1 lane) Analysis Year/Case: Future Conditions (2021) Category A: Peak Period: PM Total stopped time delay for minor approach > 4 veh-hrs? No (1.23) High minor approach volume > 100 for peak hour? Yes (136) Total entering volume > 800 for peak hour? Yes (1299) Category A warrant satisfied? No Category B: Meets warrant criteria on graph for minimum of one hour (100% thresholds)? No Warrant 3 Satisfied? No Total Volume of Major Approaches (vehs) 1077 High Minor Approach Volume (vehs) 136 Total Entering Volume (vehs) 1299 Total Entering Volume (vehs) 1077 PM Peak Hour 4:45-5:45 PM High Minor Total Stopped Time Delay (hrs) 1.43 7:30-8:30 AM High Minor Total Stopped Time Delay (hrs) 1.04 Total Volume of Major Approaches (vehs) 899 High Minor Approach Volume (vehs) 98 Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): AM Peak Hour Warrant 3: Peak Hour General Information Agency/Company: Date: Project Number: Project Description: X